CN109460589B - Tunnel primary support dynamic design method based on deformation-structure method - Google Patents
Tunnel primary support dynamic design method based on deformation-structure method Download PDFInfo
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Abstract
The invention provides a dynamic design method of a tunnel preliminary bracing based on a deformation-structure method. The method comprises the following steps: the method comprises the steps of establishing a beam-spring model of a surrounding rock and tunnel primary support structure, obtaining deformation data of the primary support, calculating load borne by the primary support, determining structural internal force of the primary support structure, calculating and determining safety coefficient of the primary support structure according to the structural internal force, judging safety of the primary support structure according to the safety coefficient until the primary support structure meets the safety requirement, and completing design of the tunnel primary support structure. According to the invention, the load is calculated through the support deformation, the internal force of the primary support structure is determined, and the method is efficient, convenient and fast and has good timeliness; providing a basis for changing the design parameters of the primary support, realizing the dynamic design of the primary support, and simultaneously combining the safety coefficient to realize the quantification of the primary support; and the ultimate deformation of the primary support can be conveniently predicted based on the node displacement time-course curve, so that the ultimate load borne by the primary support structure can be predicted.
Description
Technical Field
The invention belongs to the technical field of railway and highway tunnel construction engineering design, particularly belongs to the technical field of railway and highway tunnel design methods, and particularly relates to the technical field of dynamic design of railway and highway tunnels in construction stages.
Background
With the gradual improvement of the traffic network in China, the number of railway and highway tunnels is rapidly increased, and China becomes a genuine tunnel big country. After the tunnel is excavated, primary support is often required to be performed in order to control the proper release of the stress of the surrounding rock and the deformation of the surrounding rock, and also in order to increase the safety of the structure and facilitate construction. The primary support generally refers to bolt-shotcrete support, and steel fiber shotcrete can be adopted or a reinforcing mesh, a steel frame and the like can be used in combination when necessary. In the current tunnel design, the primary support bears 100% of the load, and the secondary lining is only used as a safety reserve, so the reasonable design of the primary support is very important.
The existing primary support design method mainly comprises an empirical method, a load-structure method, a stratum-structure method, a characteristic curve method and the like. The basis of the empirical method is to correctly classify the tunnel surrounding rock and then compile a basic diagram of the supporting structure system based on the classification. However, the existing design is often dependent on the past design results, and a recognized theoretical guidance is lacked. The load-structure method physical model is simple, can carry out comprehensive analysis on various loads and various rock states, has high calculation speed, and has the key point of correctly estimating the load borne by the primary support if the calculation result is in accordance with the reality. The stratum-structure method is theoretically suitable for analyzing various tunnel shapes and various geological conditions, however, due to the fact that the actual situation is complex, the number of analytic solutions is small, and the approximate solution is obtained under various simplified conditions, most problems are mainly numerical solution. The characteristic curve method is based on monitoring measurement, and can intuitively evaluate the safety and stability of the stratum and the structure, but the principle is still imperfect in general, and qualitative description is still taken as the main point at present. The above calculation methods have no clear safety coefficient value except for the load-structure method, so that the load-structure method is still universal in practical design. However, in the current standard, the primary support bears the load, and the surrounding rock loose load is adopted instead of the deformation load which is more in line with the actual situation, so that the primary support is more conservative in design and has poorer economy. Compared with uncertainty of load borne by the primary support, the deformation of the primary support has natural advantages of easily obtained data and clear principle. And the deformation of the primary support is the comprehensive reaction of the structure under the action of surrounding rock pressure and resistance after the tunnel is excavated and supported, the deformation of the tunnel structure is determined, and the internal force of the structure can be uniquely determined.
Disclosure of Invention
Aiming at the defects of the existing design method of the primary support, the invention provides a dynamic design method of the primary support of the tunnel based on a deformation-structure method. The method is based on a structural mechanics matrix displacement method, a deformation-structure method which takes primary support deformation as a known quantity is established, the load borne by the primary support deformation is calculated through the primary support deformation, the structural internal force of the primary support can be further determined, then the safety coefficient of the primary support can be solved according to the structural internal force, and the parameters of concrete spraying and steel frame of the primary support are obtained, so that the dynamic design of the primary support structure of the tunnel is realized.
In order to achieve the aim, the invention provides a dynamic design method of a tunnel preliminary bracing based on a deformation-structure method, which is used for the dynamic design of the parameters of the preliminary bracing structure in tunnel engineering and is realized by the following technical scheme, and the method comprises the following steps:
(1) Establishing a physical model of a surrounding rock and tunnel primary support structure: a beam-spring model;
(2) Acquiring deformation data of primary support, namely ultimate node displacement of beam unit nodes, including horizontal displacement and vertical displacement;
(3) Calculating the load borne by the primary support through the primary support deformation;
(4) Determining the structural internal force of the primary support structure through the load;
(5) Calculating and determining the safety coefficient of the primary support structure according to the internal force of the primary support structure, wherein the internal force of the structure comprises bending moment and axial force;
(6) And (3) judging the safety of the primary support structure according to the safety coefficient, if the primary support structure is judged to be unsafe, designing primary support parameters, and repeating the steps (1), (4) and (5) by adjusting the parameters of the primary support until the primary support structure meets the safety requirement, so that the design of the primary support structure of the tunnel is completed.
The internal force of the tunnel primary supporting structure is calculated to ignore the action of the anchor rod; regarding the primary support as a linear elastic body; when the inverted arch is constructed on the arch wall, the contribution of the inverted arch to the supporting structure is ignored; and considering the longitudinal displacement of the tunnel as zero, and keeping the primary support of the tunnel in a plane strain state.
The physical model of the surrounding rock and tunnel primary support structure in the step (1) is as follows: the beam-spring model is:
1) Dispersing the primary support into n elastic beam units with unit length, and taking the joint points of the units as nodes; beam elements are two-dimensional finite elements with both local and global coordinates, and the element stiffness matrix in the local coordinate system is k' 1 ] 6×6 The unit stiffness matrix under the global coordinate system is [ k ] 1 ] 6×6 The two satisfy the relation
[R 1 ] 6x6 Is a conversion matrix;
2) The interaction between the primary support and the surrounding rock is simulated by adopting a radial spring unit and a tangential spring unit and is applied to the node of the beam unit, and the rigidity of the tangential spring is about 1/2 of that of the radial spring; the spring units are two-dimensional finite elements with local and global coordinates, and the unit stiffness matrix under the local coordinate system is k' 2 ] 3×3 The unit stiffness matrix under the global coordinate system is [ k ] 2 ] 3×3 The two satisfy the relation
[R 2 ] 3x3 Is a transformation matrix;
3) Adopting a direct rigidity method to directly form the overall rigidity matrix of the primary supporting structure, namely [ K ], of each unit rigidity matrix in the overall coordinate system] 3n×3n ＝[K 1 ] 3n×3n +[K 2 ] 3n×3n ，[K] 3n×3n Is the overall stiffness matrix of the primary support structure, [ K 1 ] 3n×3n Is the overall stiffness matrix of the beam element, [ K 2 ] 3n×3n Is the overall stiffness matrix of the spring unit;
4) The finite element basic formula of the preliminary bracing structure is: [ K ]] 3n×3n {δ} 3n×1 ＝{F} 3n×1 ，{δ} 3n×1 Is a displacement matrix of the nodes of the preliminary bracing structure, { F } 3n×1 The equivalent node load matrix of the primary supporting structure.
The deformation data of the primary support, namely the node displacement of the beam unit node, is obtained in the step (2), and the node displacement mainly comprises horizontal displacement and vertical displacement, and is obtained by the following method:
acquiring by using a three-dimensional laser scanner, acquiring a displacement matrix { delta } of a primary support structure node by establishing a tunnel primary support point cloud model and three-dimensional laser scanning 2n×1 (ii) a Namely acquiring the horizontal displacement and the vertical displacement of each node;
or, acquiring by using a total station, monitoring and measuring the displacement of m key nodes of the primary support structure by using the total station, and acquiring a partial node displacement matrix { delta } of the primary support structure 2m×1 Acquiring horizontal displacement and vertical displacement of partial nodes;
the number m of the selected key nodes is more than or equal to 5, and each key node is distributed in the primary supporting structure and comprises an arch top point, a maximum span point and a wall foot point.
According to the obtained node displacement, a time curve can be drawn, a formula is fitted, and a limit node displacement matrix { delta } is determined according to the formula 2n×1 。
And (3) calculating the load borne by the primary support deformation in the step (3), and calculating by adopting the following steps:
1) Basic finite element array for primary support structure [ K ]] 3n×3n {δ} 3n×1 ＝{F} 3n×1 Multiplying the left and right sides by the inverse of the overall stiffness matrix of the primary support structure [ K ]] -1 3n×3n I.e., [ K ]] -1 3n×3n {F} 3n×1 ＝{δ} 3n×1 ；
2) When the deformation data of the primary support is acquired by adopting a three-dimensional laser scanner, the formula is obtained by arranging: [ K ]] -1 2n×3n {F} 3n×1 ＝{δ} 2n×1 Solving for { F } 3n×1 Namely the load borne by the primary supporting structure; when the deformation data of the primary support is acquired by a total station, the deformation data of the primary support is acquired by the total stationNode loads corresponding to the key nodes, horizontal node forces and vertical node forces are used for solving unknown quantities, node loads of other nodes are determined by linear interpolation according to a relative position relationship, and the formula is obtained by calculation and arrangement: [ K ]] -1 2m×3n {F} 3n×1 ＝{δ} 2m×1 Solving for { F } 3n×1 Namely the load borne by the primary supporting structure; the bending moment value in the node load of the primary supporting structure is small and is ignored, and the bending moment values in the calculation are all 0;
3) In the actual tunnel engineering, according to the definition of elastic counterforce, the radial spring unit can only be pressed, and the existence of the radial spring needs to be judged; namely pair [ K] 3n×3n {δ} 3n×1 ＝{F} 3n×1 Solving is carried out, and the node displacement (delta) of the primary supporting structure is determined 3n×1 Then, under the local coordinate system, the node displacement of the radial spring unit is: { delta' 2 } 3×1 ＝[R 2 ] T 3×3 {δ} 3×1 The internal force of the radial spring unit, i.e. the nodal point load, is: { F' 2 } 3×1 ＝[k' 2 ] 3×3 {δ′ 2 } 3×1 If the horizontal node force of the node load is less than or equal to 0, the radial spring unit is pulled and is cancelled; repeating the method to judge the existence of each radial spring unit;
4) Repeating the technical scheme step (1) and the steps 1), 2) and 3) until no tension radial spring unit exists, wherein the { F } is at the moment 3n×1 Namely, the load borne by the reasonable primary supporting structure.
Determining the structural internal force of the primary supporting structure through the load in the step (4), and calculating by adopting the following steps:
1) By solving for [ K] 3n×3n {δ} 3n×1 ＝{F} 3n×1 Determining the node displacement (delta) of the preliminary bracing structure 3n×1 And under the global coordinate system, the node displacement of the beam unit is as follows: { delta } 6×1 Then, the node load of the beam unit is: { F 1 } 6×1 ＝[k 1 ] 6×6 {δ} 6×1 (ii) a Under the local coordinate system, the node load of the beam unit is as follows:
{F 3 } 6×1 the equivalent node load under the self-weight load of the beam unit is obtained;
2) Node load { F 'of beam unit in the local coordinate system' 1 } 6×1 I.e. the internal force of the structure.
And (5) calculating and determining the safety coefficient of the primary support structure according to the internal force of the primary support structure, and calculating by adopting the following method:
1) Based on the internal force of the primary supporting structure, calculating the safety factor of the primary supporting according to a damage stage method in railway tunnel design specifications (TB 10003-2016, hereinafter referred to as tunnel regulations), wherein the safety factor standard refers to 8.5.2 of the tunnel regulations;
2) When the primary support is of a plain concrete structure, calculating the safety coefficient of the primary support according to the eccentric compression member, and selecting a specific calculation formula and related parameters according to 8.5.5 bars and 8.5.6 bars in tunnel gauge;
3) When the initial support is a steel frame concrete structure, the safety coefficient of the initial support is calculated according to the eccentric compression member, and the specific calculation formula and related parameters are selected according to 8.5.14 and 8.5.15 of 'tunnel rules'.
In the step (6), the parameter design of the primary support mainly comprises concrete spraying grade, spraying layer thickness, steel frame type, steel bar or section steel type or/and steel frame spacing.
Compared with the prior method and technology, the method of the invention has the following beneficial effects:
the invention establishes a deformation-structure method taking primary support deformation as a known quantity on the basis of a structural mechanics matrix displacement method, and solves the problems that the determination of the surrounding rock load is inaccurate or difficult when the load-structure method adopted by the existing tunnel primary support design is used for calculating.
The load borne by the primary support is calculated through the primary support deformation, so that the internal force of the primary support structure is determined, and the method is efficient and convenient. The timeliness is good. Compared with the traditional primary support load detection method, the method has the advantages that additional sensors such as a buried soil pressure box and the like are not needed, and the economy is better.
The invention provides basis for changing the design parameters of the primary support conveniently, realizes the dynamic design of the primary support, and simultaneously realizes the quantitative design of the primary support by combining the safety factor.
The method can be used for conveniently predicting the ultimate deformation of the primary support based on the node displacement time-course curve, so that the ultimate load borne by the primary support structure can be predicted.
Drawings
FIG. 1 is a flow chart of a dynamic design method of a tunnel preliminary bracing based on a deformation-structure method in the embodiment of the invention;
FIG. 2 is a schematic view of a beam-spring model of a preliminary supporting structure for surrounding rocks and a tunnel according to an embodiment of the present invention;
FIG. 3 is a key node arrangement diagram obtained by a total station during primary support deformation in the embodiment of the invention;
fig. 4 is a safety factor of each beam unit of the preliminary bracing solved in the embodiment of the present invention, in which the abscissa represents the number of the beam unit and the ordinate represents the safety factor.
In the figure, 1 is the tunnel preliminary bracing, 2 is the beam unit, 3 is the radial spring, 4 is the tangential spring, and 5 is the key node.
Detailed Description
The present invention is further described below in conjunction with the following detailed description which is further illustrative of the principles of the present invention and is not intended to limit the invention in any way, nor is it intended that the invention be limited to the same or similar techniques.
Examples
In a certain high-speed railway tunnel with the speed per hour under construction of 350km/h, the tunnel excavation height is 12.78m, and the excavation span is 15.2m. The tunnel is a deep buried tunnel, and the surrounding rock condition is IV grade. The primary support is a reinforced concrete structure, adopts C30 sprayed concrete and HRB400 steel bars, and has the thickness of 0.25m. The parameters of the surrounding rock and the building material are selected according to tunnel regulations. Firstly, a detailed flow chart of an embodiment is given, see fig. 1, and the method specifically includes the following steps:
(1) Establishing a physical model of a surrounding rock and tunnel primary support structure: beam-spring model. As shown in fig. 2, the method comprises the following steps:
1) The primary support is dispersed into 44 elastic beam units with unit length of 1.0m, and the unit stiffness matrix under the local coordinate system is [ k' 1 ] 6×6 The unit stiffness matrix under the global coordinate system is [ k ] 1 ] 6×6 And is and
2) And simulating the interaction between the primary support and the surrounding rock by adopting a radial spring unit and a tangential spring unit, applying the interaction to the node of the beam unit, wherein the rigidity of the tangential spring is about 1/2 of that of the radial spring. The unit stiffness matrix in the spring unit local coordinate system is [ k' 2 ] 3×3 The unit stiffness matrix under the global coordinate system is [ k ] 2 ] 3×3 And is and
3) And obtaining the overall rigidity matrix of the primary support structure under the integral coordinate system by adopting a direct rigidity method. I.e. [ K ]] 132×132 ＝[K 1 ] 132×132 +[K 2 ] 132×132 ；
4) The finite element basic formula of the preliminary bracing structure is: [ K ]] 132×132 {δ} 132×1 ＝{F} 132×1 。
(2) And acquiring deformation data of primary support, namely limit node displacement of the beam unit node, wherein the limit node displacement mainly comprises horizontal displacement and vertical displacement. Selecting on the tunnel primary supportEvenly distributed 7 key nodesAs shown in fig. 3, displacement monitoring and measurement are performed on the key nodes by a total station to obtain a primary support structure node displacement matrix { δ } 14×1 。
(3) The method for calculating the load borne by the primary support through deformation comprises the following steps:
1) Finite element fundamental formula [ K ] for primary support structure] 132×132 {δ} 132×1 ＝{F} 132×1 Multiplying the left side and the right side by the inverse matrix [ K ] of the overall rigidity matrix of the primary support structure] -1 132×132 I.e., [ K ]] -1 132×132 {F} 132×1 ＝{δ} 132×1 ；
2) And (3) solving unknown quantity by taking node loads (horizontal node force and vertical node force) corresponding to the key nodes as substitutes, and determining the node loads of other nodes by linear interpolation according to the relative position relation. The formula is obtained by calculation and arrangement: [ K ]] -1 14×132 {F} 132×1 ＝{δ} 14×1 Solving for { F } 132×1 Namely the load borne by the primary supporting structure;
3) The presence of the radial spring is determined. Namely pair [ K] 132×132 {δ} 132×1 ＝{F} 132×1 Solving is carried out, and the node displacement (delta) of the primary supporting structure is determined 132×1 Then, under the local coordinate system, the node displacement of the radial spring unit is: { delta' 2 } 3×1 ＝[R 2 ] T 3×3 {δ} 3×1 The internal force of the radial spring unit, i.e. the nodal point load, is: { F' 2 } 3×1 ＝[k' 2 ] 3×3 {δ′ 2 } 3×1 And if the horizontal node force of the node load is less than or equal to 0, the radial spring unit is pulled and should be cancelled. Judging the existence of each radial spring unit;
4) Repeating the step (1) and the steps 1), 2) and 3) until no tensioned radial spring unit exists, wherein the { F } 132×1 Namely, the load borne by the reasonable primary supporting structure.
(4) Determining the structural internal force of the primary supporting structure through the load, and solving the [ K ]] 132×132 {δ} 132×1 ＝{F} 132×1 Determining the node displacement (delta) of the primary supporting structure 132×1 And under the overall coordinate system, the node displacement of the beam unit is as follows: { delta } 6×1 Then, the node load of the beam unit is: { F 1 } 6×1 ＝[k 1 ] 6×6 {δ} 6×1 (ii) a Under the local coordinate system, the node load of the beam unit is as follows:
{F′ 1 } 6×1 i.e. the internal force of the structure.
(5) According to the internal force-bending moment and the axial force of the primary support structure, the safety coefficient of the primary support structure is calculated and determined, and the method comprises the following steps:
1) Based on primary support structure internal force (moment of flexure and axial force), carry out primary support's factor of safety calculation according to the damaged stage method in "tunnel rule", the factor of safety standard refers to "tunnel rule" 8.5.2, and reinforced concrete structure's factor of safety standard gets: 2.0 for compressive control and 2.4 for tensile control.
2) The primary support of the tunnel is of a steel frame concrete structure, the safety coefficient of the primary support is calculated according to an eccentric compression member, and a specific calculation formula and related parameters are selected according to 8.5.14 strips and 8.5.15 strips of tunnel gauge.
The safety factor of primary support is calculated and shown in figure 4.
(6) The safety coefficient of primary support is higher than the safety coefficient standard, namely the primary support structure of the tunnel is in a safe state, so that the design parameters of the primary support are not required to be adjusted.
Namely, the engineering primary support carries out engineering construction according to the original design parameters.
Claims (7)
1. A dynamic design method for primary support of a tunnel based on a deformation-structure method is characterized by comprising the following steps:
(1) Establishing a physical model of a surrounding rock and tunnel primary support structure: a beam-spring model;
1) Dispersing the primary support into n elastic beam units with unit length, and taking the joint points of the units as nodes; the beam element is a two-dimensional finite element with both local and global coordinates, and the element stiffness matrix under the local coordinate system is [ k' 1 ] 6×6 The unit stiffness matrix under the global coordinate system is [ k ] 1 ] 6×6 Both satisfy the relation
[R 1 ] 6x6 Is a transformation matrix;
2) The interaction between the primary support and the surrounding rock adopts a radial spring unit and a tangential springUnit simulation is carried out, wherein the unit simulation is applied to the node of the beam unit, and the tangential spring stiffness is 1/2 of the radial spring stiffness; the spring unit is a two-dimensional finite element with local coordinates and overall coordinates, and the unit stiffness matrix under the local coordinate system is [ k' 2 ] 3×3 The unit stiffness matrix under the global coordinate system is [ k ] 2 ] 3×3 The two satisfy the relation
[R 2 ] 3x3 Is a conversion matrix;
3) Adopting a direct rigidity method to directly form the overall rigidity matrix of the primary supporting structure, namely [ K ], of each unit rigidity matrix in the overall coordinate system] 3n×3n ＝[K 1 ] 3n×3n +[K 2 ] 3n×3n ，[K] 3n×3n Is the overall stiffness matrix of the primary support structure, [ K ] 1 ] 3n×3n Is the overall stiffness matrix of the beam element, [ K 2 ] 3n×3n Is the overall stiffness matrix of the spring unit;
4) The finite element basic formula of the preliminary bracing structure is: [ K ]] 3n×3n {δ} 3n×1 ＝{F} 3n×1 ，{δ} 3n×1 Is a displacement matrix of the nodes of the preliminary bracing structure, { F } 3n×1 An equivalent node load matrix of a primary support structure;
(2) Acquiring deformation data of primary support, namely ultimate node displacement of a beam unit node, including horizontal displacement and vertical displacement;
(3) Calculating the load borne by the primary support through the primary support deformation;
(4) Determining the structural internal force of the primary support structure through the load;
(5) Calculating and determining the safety coefficient of the primary supporting structure according to the internal force of the primary supporting structure, wherein the internal force of the structure comprises bending moment and axial force;
(6) And (3) judging the safety of the primary support structure according to the safety coefficient, if the primary support structure is judged to be unsafe, designing primary support parameters, and repeating the steps (1), (4) and (5) by adjusting the parameters of the primary support until the primary support structure meets the safety requirement, so that the design of the primary support structure of the tunnel is completed.
2. The dynamic design method for the preliminary support of the tunnel based on the deformation-structure method is characterized in that: the internal force of the tunnel primary supporting structure is calculated to ignore the action of the anchor rod; regarding the primary support as a linear elastic body; when the inverted arch is constructed on the arch wall, the contribution of the inverted arch to the supporting structure is ignored; and considering the longitudinal displacement of the tunnel as zero, and keeping the primary support of the tunnel in a plane strain state.
3. The dynamic design method of the primary support of the tunnel based on the deformation-structure method as claimed in claim 1, wherein: the deformation data of the primary support, namely the node displacement of the beam unit node, including horizontal displacement and vertical displacement, is obtained in the step (2) by the following method:
acquiring by using a three-dimensional laser scanner, acquiring a node displacement matrix (delta) of a primary support structure by establishing a point cloud model of the primary support of a tunnel and scanning by using three-dimensional laser 2n×1 (ii) a Namely acquiring the horizontal displacement and the vertical displacement of each node;
or, acquiring by using a total station, monitoring and measuring the displacement of m key nodes of the primary support structure by using the total station, and acquiring a structural node displacement matrix { delta } of the primary support part 2m×1 Acquiring horizontal displacement and vertical displacement of partial nodes;
the number m of the key nodes is more than or equal to 5, and each key node is distributed in the primary supporting structure and comprises an arch top point, a maximum span point and a wall foot point;
drawing a time curve of the obtained node displacement, fitting a formula, and determining a limit node displacement matrix (delta) according to the formula 2n×1 。
4. The dynamic design method for the preliminary support of the tunnel based on the deformation-structure method as claimed in claim 3, characterized in that: and (3) calculating the load borne by the primary support deformation in the step (3), and calculating by adopting the following steps:
31 To the initial stage of the pairBasic finite element array of supporting structure [ K ]] 3n×3n {δ} 3n×1 ＝{F} 3n×1 Multiplying the left and right sides by the inverse of the overall stiffness matrix of the primary support structure [ K ]] -1 3n×3n I.e., [ K ]] -1 3n×3n {F} 3n×1 ＝{δ} 3n×1 ；
32 When the deformation data of the primary support is acquired by a three-dimensional laser scanner, the above formula is obtained by arranging: [ K ]] -1 2n×3n {F} 3n×1 ＝{δ} 2n×1 Solving for { F } 3n×1 The load borne by the primary supporting structure is obtained; when the deformation data of the primary support is acquired by a total station, the unknown quantity is solved by taking the node load corresponding to the key node, the horizontal node force and the vertical node force as a substitute, and the node loads of other nodes are determined by linear interpolation according to the relative position relation, wherein the formula is obtained by calculation and arrangement: [ K ]] -1 2m×3n {F} 3n×1 ＝{δ} 2m×1 Solving for { F } 3n×1 Namely the load borne by the primary supporting structure; the bending moment value in the node load of the primary supporting structure is small and is ignored, and the bending moment values in the calculation are all 0;
33 In the actual tunnel engineering, the radial spring unit can only be pressed according to the definition of elastic counterforce, and the existence of the radial spring needs to be judged; namely pair [ K] 3n×3n {δ} 3n×1 ＝{F} 3n×1 Solving is carried out, and the node displacement (delta) of the primary supporting structure is determined 3n×1 Then, under the local coordinate system, the node displacement of the radial spring unit is: { Delta ] 2 '} 3×1 ＝[R 2 ] T 3×3 {δ} 3×1 The internal force of the radial spring unit, i.e. the node load, is: { F 2 '} 3×1 ＝[k' 2 ] 3×3 {δ 2 '} 3×1 If the horizontal node force of the node load is less than or equal to 0, the radial spring unit is pulled and should be cancelled; repeating the method to judge the existence of each radial spring unit;
34 Step (1) and steps 31), 32), 33) above are repeated until no tensioned radial spring unit is present, at which time { F } 3n×1 Namely the reasonable load borne by the primary supporting structureAnd (4) loading.
5. The dynamic design method of the primary support of the tunnel based on the deformation-structure method as claimed in claim 1, wherein: determining the structural internal force of the primary supporting structure through the load in the step (4), and calculating by adopting the following steps:
41 By solving for [ K ]] 3n×3n {δ} 3n×1 ＝{F} 3n×1 Determining the node displacement (delta) of the primary supporting structure 3n×1 And under the global coordinate system, the node displacement of the beam unit is as follows: { delta } 6×1 Then the node load of the beam unit is: { F 1 } 6×1 ＝[k 1 ] 6×6 {δ} 6×1 (ii) a Under the local coordinate system, the node load of the beam unit is as follows:
{F 3 } 6×1 the equivalent node load is under the self-weight load of the beam unit;
42 Node load { F) of the beam element in the local coordinate system 1 '} 6×1 I.e. the internal force of the structure.
6. The dynamic design method for the preliminary support of the tunnel based on the deformation-structure method is characterized in that: and (5) calculating and determining the safety coefficient of the primary support structure according to the internal force of the primary support structure, and calculating by adopting the following method:
51 Based on the internal force of the primary support structure, calculating the safety coefficient of the primary support according to a damage stage method in railway tunnel design specification TB10003-2016, hereinafter referred to as tunnel gauge, wherein the safety coefficient standard refers to 8.5.2 of tunnel gauge;
52 When the primary support is of a plain concrete structure, calculating the safety coefficient of the primary support according to the eccentric compression member, and selecting a specific calculation formula and related parameters according to 8.5.5 and 8.5.6 tunnel rules;
53 When the initial support is a steel frame concrete structure, the safety coefficient of the steel frame concrete structure is calculated according to the eccentric compression member, and the specific calculation formula and related parameters are selected according to 8.5.14 strips and 8.5.15 strips in tunnel gauge.
7. The dynamic design method of the primary support of the tunnel based on the deformation-structure method as claimed in claim 1, wherein: and (6) designing parameters of the primary support in the step (6), wherein the parameters comprise concrete spraying grade, spraying layer thickness, steel frame type, steel bar or section steel type or/and steel frame spacing.
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| CN110210069B (en) * | 2019-05-09 | 2023-04-18 | 西南交通大学 | Tunnel advanced support system design method and tunnel advanced support design method |
| CN110986843B (en) * | 2019-11-12 | 2020-11-20 | 浙江大学 | Subway tunnel displacement and longitudinal strain approximate calculation method based on discontinuous multi-point monitoring data |
| CN111027484B (en) * | 2019-12-11 | 2023-04-28 | 中南大学 | Tunnel steel arch identification method based on three-dimensional imaging |
| CN111255487B (en) * | 2020-01-23 | 2022-03-11 | 中铁第四勘察设计院集团有限公司 | Design method, device, equipment and storage medium of tunnel steel frame |
| CN114756939B (en) * | 2022-04-21 | 2023-03-07 | 中铁二院工程集团有限责任公司 | Surrounding rock load calculation method for open type TBM (tunnel boring machine) excavation tunnel |
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