CN110688696A - Parameter determination method and device for tunnel supporting structure - Google Patents

Parameter determination method and device for tunnel supporting structure Download PDF

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CN110688696A
CN110688696A CN201910868992.2A CN201910868992A CN110688696A CN 110688696 A CN110688696 A CN 110688696A CN 201910868992 A CN201910868992 A CN 201910868992A CN 110688696 A CN110688696 A CN 110688696A
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tunnel
supporting structure
tunnel supporting
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CN110688696B (en
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雷升祥
张志勇
杨旭
董云生
张旭东
夏明锬
梅灿
彭星新
黄明利
宋远
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Beijing Jiaotong University
China Railway 11th Bureau Group Co Ltd
China Railway Fifth Survey and Design Institute Group Co Ltd
China Railway Construction Corp Ltd CRCC
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Beijing Jiaotong University
China Railway 11th Bureau Group Co Ltd
China Railway Fifth Survey and Design Institute Group Co Ltd
China Railway Construction Corp Ltd CRCC
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14—Lining predominantly with metal
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
    • Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation

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  • Lining And Supports For Tunnels (AREA)

Abstract

The embodiment of the invention provides a method and a device for determining parameters of a tunnel supporting structure, wherein the method comprises the following steps: acquiring a set value of a parameter item of a tunnel supporting structure and a tunnel model; calculating the load-bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model; calculating the elastic modulus of the equivalent space shell of the tunnel supporting structure according to the set values of the parameter items; simulating a tunnel supporting structure by using a finite element model, taking the elastic modulus as a material parameter of the simulated tunnel supporting structure, applying a bearing load, and calculating the internal force of the simulated tunnel supporting structure; verifying the safety of the tunnel supporting structure according to the internal force and the material strength obtained through calculation to obtain a corresponding verification result; and adjusting the values of the parameter items according to the verification result, so that the truss structure is safe and economical. The concrete spraying device is suitable for a supporting structure which can provide large bearing capacity, can realize next working procedure without spraying concrete in a certain operation range, and improves the construction efficiency.

Description

Parameter determination method and device for tunnel supporting structure
Technical Field
The invention relates to tunnel construction and safety technology, in particular to a method and a device for determining parameters of a tunnel supporting structure.
Background
At present, the primary tunnel support basically takes the joint action of grid steel frames and profile steel frames in cooperation with spraying and mixing, anchor rods and reinforcing meshes as a main part. The steel frames are generally 0.5 to 1.5 m/pin in the longitudinal direction. Due to the longitudinal discreteness of the steel frame and the weak bearing capacity of the grid steel frame, the steel frame has weak capacity of bearing the load of surrounding rocks before the concrete is sprayed, and the next procedure can be carried out after the concrete is sprayed.
Correspondingly, the calculation method of the preliminary bracing specifically comprises the following steps of based on a grid steel frame and a section steel frame: calculating the pressure of the surrounding rock; carrying out primary bearing load proportion distribution in stages according to experience; carrying out load-structure model calculation by adopting finite element software to obtain internal forces borne by the structure, namely bending moment M, axial force N and shearing force Q; in the steel frame installation stage, the strength calculation is carried out by adopting steel structure bending and bending components; and a reinforced concrete structure calculation formula is adopted in the post-concrete spraying stage, the grid steel frame and the profile steel frame are regarded as stressed steel in the reinforced concrete structure for calculation, and the safety coefficient and the crack width of the structure are checked. However, the calculation method is specific to a supporting structure with longitudinal discreteness and weak self-bearing capacity, is suitable for a supporting structure of a steel frame and a spraying and mixing whole body after spraying and mixing, and is not suitable for a supporting structure which can provide large bearing capacity before spraying concrete.
Disclosure of Invention
The embodiment of the invention provides a method and a device for determining parameters of a tunnel supporting structure, and aims to solve the problem that a supporting structure calculation method in the prior art cannot be suitable for providing a supporting structure with larger bearing capacity before concrete is sprayed.
According to a first aspect of the embodiments of the present invention, there is provided a method for determining parameters of a tunnel supporting structure, including:
acquiring a set value of a parameter item of a tunnel supporting structure and a tunnel model; wherein, tunnel supporting construction includes two at least trusss of assembling each other, and the truss includes: the stress rod body and the connecting piece are connected with the rod body;
calculating the load-bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model;
calculating the elastic modulus of the equivalent space shell of the tunnel supporting structure according to the set values of the parameter items;
simulating a tunnel supporting structure by using a finite element model, taking the elastic modulus as a material parameter of the simulated tunnel supporting structure, applying a bearing load, and calculating the internal force of the simulated tunnel supporting structure;
verifying the safety of the tunnel supporting structure according to the internal force obtained by calculation and the material strength of the truss to obtain a corresponding verification result;
and adjusting the value of the parameter item according to the verification result.
According to a second aspect of the embodiments of the present invention, there is provided a parameter determination apparatus for a tunnel supporting structure, including:
the first acquisition module is used for acquiring a set value of a parameter item of the tunnel supporting structure and a tunnel model; wherein, tunnel supporting construction includes two at least trusss of assembling each other, and the truss includes: the stress rod body and the connecting piece are connected with the rod body;
the first calculation module is used for calculating the bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model;
the second calculation module is used for calculating the elastic modulus of the equivalent space shell of the tunnel supporting structure according to the set value of the parameter item;
the third calculation module is used for simulating the tunnel supporting structure by adopting a finite element model, taking the elastic modulus as a material parameter of the simulated tunnel supporting structure, applying a bearing load and calculating the internal force of the simulated tunnel supporting structure;
the verification module is used for verifying the safety of the tunnel supporting structure according to the internal force obtained through calculation and the material strength of the truss to obtain a corresponding verification result;
and the adjusting module is used for adjusting the value of the parameter item according to the verification result.
By adopting the method and the device for determining the parameters of the tunnel supporting structure, provided by the embodiment of the invention, the parameter design of the supporting structure with larger bearing capacity can be realized before the concrete is sprayed, the designed supporting structure can meet the construction safety, and the supporting structure can provide larger bearing capacity before the concrete is sprayed, so that the next procedure can be carried out without spraying the concrete in a certain operation range, and the construction efficiency is improved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention and not to limit the invention. In the drawings:
fig. 1 is a schematic flow chart illustrating a method for determining parameters of a tunnel supporting structure according to an embodiment of the present invention;
fig. 2 is a schematic construction view of a tunnel supporting structure according to an embodiment of the present invention;
FIG. 3 shows a schematic view of a truss structure of an embodiment of the invention;
fig. 4 is a schematic block diagram of a parameter determination device for a tunnel supporting structure according to an embodiment of the present invention.
Detailed Description
In the process of implementing the invention, the inventor finds that the current structural parameter design method of the space truss aims at a supporting structure with longitudinal discreteness and weak self-bearing capacity, is suitable for the supporting structure which integrally bears the steel frame and the sprayed concrete after the concrete is sprayed, and is not suitable for the supporting structure which can provide larger bearing capacity before the concrete is sprayed.
In view of the above problems, the embodiment of the present invention provides a method for determining parameters of a tunnel supporting structure, which can implement parameter design of a supporting structure that can provide a large bearing capacity before concrete spraying, and ensure that the designed supporting structure can meet construction safety.
The scheme in the embodiment of the invention can be realized by adopting various computer languages, such as object-oriented programming language Java and transliterated scripting language JavaScript.
In order to make the technical solutions and advantages of the embodiments of the present invention more apparent, the following further detailed description of the exemplary embodiments of the present invention is provided with reference to the accompanying drawings, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and are not exhaustive of all the embodiments. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
The embodiment of the invention provides a method for determining parameters of a tunnel supporting structure, which comprises the following steps of:
step 11: acquiring a set value of a parameter item of a tunnel supporting structure and a tunnel model; wherein, tunnel supporting construction includes two at least trusss of assembling each other, and the truss includes: the stress rod body and the connecting piece connected with the stress rod body.
In the embodiment of the present invention, the parameter items of the tunnel supporting structure include, but are not limited to: the length of the longitudinal support of each space steel truss, the number (single side) of reinforcing steel bars (pipes) on the longitudinal section of each linear meter of space steel truss, the thickness of the primary support, the material thickness of the rod body (such as the diameter of the reinforcing steel bars and the wall thickness of the steel pipes), the diameter of the connecting piece, the circumferential distance of the connecting piece and the like. The set values of these parameters may be empirical values or design values. The tunnel model provided by the embodiment of the invention is used for simulating the actual tunnel condition, and is related to tunnel engineering geology, hydrogeology conditions, existing tunnel design and construction experience and the like, and the tunnel condition is related to parameters such as surrounding rock level, tunnel burial depth and tunnel section shape at the tunnel.
Alternatively, as shown in fig. 2, the tunnel supporting structure according to the embodiment of the present invention includes at least two trusses 1 assembled with each other. Wherein, in the work progress, can assemble supporting construction along tunnel extending direction to at the inside shotcrete of supporting construction complete parcel this assembled supporting construction in order to form the lining structure, in order to support the tunnel. The truss 1 has high rigidity, can bear loose load of surrounding rocks during construction, can be used for next procedure without spraying concrete immediately, can delay the application of the sprayed concrete within a certain distance range from the tunnel face 3 in order to accelerate the excavation progress, and can only use a space steel truss structure as a bearing structure of primary support. The truss can include at least two prefabricated units, the prefabricated units are prefabricated according to the shape of the cross section of the tunnel in a segmented manner, the at least two prefabricated units are assembled into a shape which is adaptive to the shape of the cross section of the tunnel, such as a circle, a rectangle, a horseshoe, a polygon and the like, in this embodiment, the prefabricated units are adaptive to the shape of the cross section of the tunnel, and the embodiment does not limit the specific assembled shape.
The whole ring truss may also be referred to as a segment, and at least two prefabricated units are assembled in the segment to form a linear or arc-shaped structure, as shown in fig. 3, and one prefabricated component is assembled from three prefabricated units, it should be noted that the number of the prefabricated units included in the prefabricated component is not limited in the embodiments of the present invention, and a person skilled in the art may determine the number of the prefabricated units included in one prefabricated component according to actual needs. The prefabricated unit includes an outer ring structure formed by uniformly arranging a plurality of rod bodies 111, an inner ring structure formed by uniformly arranging a plurality of rod bodies 111, and a connecting member 112. Because the rod bodies 111 on the outer ring structure and the inner ring structure are uniformly arranged, the stress on the outer ring structure and the inner ring structure can be ensured to be uniform. The adjacent rod bodies 111 on the outer ring structure are connected through a connecting piece 112, the adjacent rod bodies 111 on the inner ring structure are connected through a connecting piece 112, and the rod bodies 111 on the outer ring structure and the rod bodies 111 on the inner ring structure can also be connected through a connecting piece 112. The minimum shape unit surrounded by the rod bodies 111 of the outer ring structure and the inner ring structure through the connecting piece 112 is a triangle, that is, the rod bodies 111 on the outer ring structure and the inner ring structure are connected with the connecting piece 112 to form other shapes formed by a plurality of triangles, so that the supporting strength of the prefabricated part can be further improved through the triangle stable structure.
Step 12: and calculating the bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model.
Wherein, the bearing load in this embodiment mainly includes: dead weight load and external load. Wherein, the external load mainly includes: formation resistance, surrounding rock pressure, and the like.
Step 13: and calculating the elastic modulus of the equivalent space shell of the tunnel supporting structure according to the set values of the parameter items.
In this embodiment, the tunnel supporting structure is equivalent to a space shell structure, and the elastic modulus of the equivalent space shell is calculated by using the set values of the parameter items of the tunnel supporting structure.
Step 14: and (3) simulating the tunnel supporting structure by using a finite element model, taking the elastic modulus as a material parameter of the simulated tunnel supporting structure, applying a bearing load, and calculating the internal force of the simulated tunnel supporting structure.
In this embodiment, the load-bearing load calculated in step 12, the elastic modulus calculated in step 13, and the material parameters are used as inputs of a finite element algorithm (finite element software), and the internal force parameters of the tunnel supporting structure are calculated to obtain accurate internal force parameters. Wherein, the internal force parameter includes: bending moment, axial force, shear force, and the like. Finite element calculation software includes, but is not limited to: midas, Abaqus, Ansys, etc.
Step 15: and verifying the safety of the tunnel supporting structure according to the internal force obtained by calculation and the material strength of the truss to obtain a corresponding verification result.
And verifying the safety of the tunnel supporting structure through the internal force parameters obtained by calculation so as to determine whether the tunnel supporting structure designed by the set values of all the parameter items meets the safety requirement.
Step 16: and adjusting the value of the parameter item according to the verification result.
If the verification result indicates that the safety requirement is not met, the values of the parameter items need to be adjusted to continue verification so as to determine the parameter items meeting the safety requirement. If the verification result indicates that the safety requirement is met and the safety requirement is exceeded, the values of the parameter items need to be adjusted to continue verification, so that the material is saved and the cost is reduced.
In some embodiments of the invention, the longitudinal support length L of each space steel truss, the number (single side) n of reinforcing steel bars (pipes) per linear meter of the longitudinal section of the space steel truss, the thickness h of the primary support and other construction parameters are preliminarily formulated, and the parameters can take industrial experience values. And for other parameter items, a set value can be assumed, such as the diameter (thickness) of the rod body material, so as to carry out structural mechanics analysis and check whether the structural safety coefficient meets the requirement. And obtaining the values of the parameter items meeting the safety requirement by trial calculation of the parameter items.
Wherein step 12 comprises: and calculating the dead load and the external load of the tunnel supporting structure. Specifically, the method comprises the following steps: according to the set values of the parameter items, calculating the dead weight load of the tunnel supporting structure; calculating the external load of the tunnel supporting structure according to the tunnel model; and determining the dead load and the external load as the bearing load of the tunnel supporting structure. The calculation of the bearing load will be further described with reference to specific examples.
Calculation of first, dead weight load
Wherein, according to the setting value of parameter item, the step of calculating tunnel supporting construction's dead weight load includes: calculating the dead weight load f of the tunnel supporting structure by adopting a first formula; wherein the first formula is:
f＝γ1V1；
wherein ,γ1Indicating material weight of tunnel supporting structure, V1Representing the volume of the calculation unit.
Second, calculation of external load
The method comprises the following steps of calculating the external load of a tunnel supporting structure according to a tunnel model, wherein the steps comprise at least one of the following steps: calculating the stratum resistance born by the tunnel supporting structure according to the tunnel model and the geological parameters; and calculating the surrounding rock pressure born by the tunnel supporting structure according to the tunnel model and the geological parameters, wherein the calculated surrounding rock pressure is a theoretical surrounding rock pressure value, and correcting the surrounding rock pressure through correction parameters to obtain a surrounding rock pressure value close to the actual surrounding rock pressure value.
1. Calculation of formation resistance
According to the tunnel model and the geological parameters, the step of calculating the stratum resistance born by the tunnel supporting structure comprises the following steps: determining a stratum resistance coefficient of a tunnel model according to geological parameters of tunnel surrounding rocks; a Wenker assumption algorithm is adopted, and the tunnel surrounding rock and the tunnel model are equivalent to a spring set; and (4) endowing the stratum resistance coefficient to the spring group, and calculating the stratum resistance born by the tunnel supporting structure. Specifically, in the chain link method, the stratum resistance is simulated by using a stratum spring, the action of the surrounding rock and the tunnel model is simplified into a series of springs by adopting the winker assumption, and the stratum resistance coefficient is given to the springs so as to calculate the stratum resistance born by the tunnel supporting structure. And determining the stratum resistance coefficient according to soil layer conditions, and calculating according to a winker assumption. In the calculation, the spring in tension is eliminated.
2. Calculation of surrounding rock pressure
According to the tunnel model and the geological parameters, the step of calculating the surrounding rock pressure born by the tunnel supporting structure comprises the following steps: and respectively calculating the vertical and horizontal uniform distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters. The calculation modes of the vertical uniform distribution pressure and the horizontal uniform distribution pressure under the tunnel model are different. The tunnel models are different in types, the vertical uniform distribution pressure is different in calculation, and the horizontal uniform distribution pressure is different in calculation mode. Wherein, still include after calculating the surrounding rock pressure: and adjusting the surrounding rock pressure according to a load coefficient, wherein the load coefficient is the proportion of the surrounding rock load borne by the tunnel supporting structure in the actual engineering. The calculation of the surrounding rock pressure in the embodiment will be further described in conjunction with the deep-buried tunnel and the shallow-buried tunnel.
2-1, deep buried tunnel condition
The deep-buried tunnel condition refers to a condition in which the distance between the tunnel vault and the ground surface exceeds a certain value, and in the present embodiment, refers to a condition other than the shallow-buried tunnel condition. Calculation for vertical profiling pressure: under the condition that the tunnel model is a deep-buried tunnel, calculating the vertical and uniform distribution pressure q (the unit can be kPa) of surrounding rocks borne by the tunnel supporting structure by adopting a second formula; wherein the second formula is:
q＝γ2hq
wherein ,hqFirst constant x 2S-1w, w ═ a second constant + i (B — a third constant);
wherein ,γ2Means the weight (unit) of the surrounding rockCan be kN/m3)，hqThe calculated height of the collapse arch of the surrounding rock is expressed (the unit can be m), S represents the surrounding rock level, w represents the width influence coefficient, B represents the excavation width of the tunnel (the unit can be m), and i represents the surrounding rock pressure increase and decrease rate of each unit of excavation width.
Alternatively, the first constant may be 0.45, the second constant may be 1, and the third constant may be 5. Accordingly, hq＝0.45×2s-1w, w =1+ i (B-5). Wherein, when B is less than 5m, i is 0.2, and when B is more than or equal to 5m, i is 0.1.
For horizontal profiling pressure calculation: and under the condition that the tunnel model is a deep-buried tunnel, determining the product of the surrounding rock vertical uniform distribution pressure borne by the tunnel supporting structure and a specific coefficient as the surrounding rock horizontal uniform distribution pressure borne by the tunnel supporting structure, wherein the value of the specific coefficient is related to the surrounding rock level. For example, the horizontal distribution pressure in this case can be determined by the following table 1:
TABLE 1
Grade of surrounding rock Ⅰ～Ⅱ Ⅲ Ⅳ Ⅴ
Horizontal uniform pressure 0 <0.15q (0.15～0.30)q (0.30～0.50)q
2-2, shallow tunnel case
Shallow tunnel refers to the situation that the distance between the center line, top or bottom of the tunnel and the ground surface is lower than a certain value, for example, the buried depth of the tunnel is more than hqAnd less than 2.5hqThe case (1).
Calculation for vertical profiling pressure: under the condition that the tunnel model is a shallow tunnel, calculating the surrounding rock vertical uniform distribution pressure q borne by the tunnel supporting structure by adopting a third formula; wherein the third formula is:
Figure BDA0002202159230000081
wherein ,
Figure BDA0002202159230000082
Figure BDA0002202159230000083
γ2representing the weight of the surrounding rock (the unit can be kN/m)3)，h2Denotes the height of the tunnel roof from the ground (in m), λ denotes the lateral pressure coefficient, θ denotes the friction angle (in m) on both sides of the tunnel roof, B denotes the tunnel excavation width or the tunnel span (in m), β denotes the breakout angle (in m) at maximum thrust,
Figure BDA0002202159230000093
indicating that the surrounding rock calculates the friction angle (which may be in °).
Alternatively, the fourth constant may be 1, the fifth constant may be 1, and the sixth constant may be 1. Accordingly, the number of the first and second electrodes,
Figure BDA0002202159230000091
Figure BDA0002202159230000092
calculation for horizontal profiling pressure: under the condition that the tunnel model is a shallow tunnel, calculating the horizontal uniformly-distributed pressure e of the surrounding rock borne by the tunnel supporting structure by adopting a fourth formulai(ii) a Wherein the fourth formula is:
ei＝γ2hiλ
wherein ,γ2Representing the weight of the surrounding rock (the unit can be kN/m)3)，hiThe distance (unit can be m) between any point in the tunnel and the ground, and lambda represents the lateral pressure coefficient.
Further, the surrounding rock pressure obtained through calculation is the maximum loose load borne by the tunnel lining, but a certain space effect exists in consideration of the supporting effect of the surrounding rock in front of the tunnel face and the supporting effect of the primary support and the secondary lining in the rear, and the space steel truss support structure cannot bear the large load in the actual construction process, so that the load is reduced in the design. Specifically, after the surrounding rock pressure is calculated, the method further comprises the following steps: and adjusting the surrounding rock pressure according to the load coefficient, wherein the load coefficient is the ratio of the trial-calculated passing load value to the maximum load value. For example, suppose that the load of the surrounding rock calculated from the above-described buried depth is q, where μ denotes a load coefficient, and q' denotes a relaxation load acting on the tunnel supporting structure (space steel truss) as a ratio of a passing load value to a maximum load value.
It is worth pointing out that in the steel frame erection stage and the concrete spraying stage, the load acting on the tunnel supporting structure is adjusted by adopting different load coefficients mu, so as to obtain the load according with the actual stress condition of the supporting structure.
In the above, the manner of calculating the bearing load in step 12 in different scenarios is introduced, and the following embodiment will further describe an example of calculating the elastic modulus of the tunnel supporting structure in step 13 with reference to an application scenario.
Specifically, taking the circular cross-section structural lining of the underground tunnel shown in fig. 3 as an example, the structural stress mode is mainly eccentric compression, and the supporting structure in the steel frame erecting stage and the concrete spraying stage is equivalent to a space shell structure with a certain thickness according to the principle of equivalent tension-compression rigidity.
In the stage of erecting steel frame, EA is equal to Eg(Ag+A‘g) And a ═ Lh, accordingly, step 13 comprises: calculating the elastic modulus E of the equivalent space shell of the tunnel supporting structure by adopting a fifth formula; wherein the fifth formula is:
Figure BDA0002202159230000101
wherein ,Ag、A‘gThe cross-sectional area (unit can be m) of the rod body in the tension and compression area2)，EgThe modulus of elasticity of the rod body is represented, L represents the effective longitudinal length of a truss in the tunnel supporting structure, and h represents the thickness of the equivalent space shell.
Wherein, under the condition that the rod body is a steel bar,
Figure BDA0002202159230000102
wherein n represents the number of the rod bodies contained in the longitudinal section of one truss, and D represents the diameter of the steel bar.
In the case where the rod body is a steel pipe,
Figure BDA0002202159230000103
n represents the number of rod bodies contained in the longitudinal section of one truss, D represents the diameter of the steel pipe, and t represents the wall thickness of the steel pipe.
The calculation of the elastic modulus in the steel frame erecting stage is introduced, and for the concrete spraying stage, according to the existing design experience, the contribution of the rigidity of steel to the equivalent rigidity of the section can be almost ignored in the stage. Therefore, the rigidity of the sprayed concrete can be directly adopted as the rigidity of the equivalent section at the stage.
The calculation of the internal force parameters is realized based on the calculation results of the bearing load and the elastic modulus of the equivalent space shell, and the problem of solving the internal force of the tunnel section can be simplified into a plane strain problem according to the basic principle of elasticity mechanics. And (3) calculating the internal forces (bending moment M, axial force N and shearing force Q) of the supporting structure in the steel frame erecting stage and the concrete spraying stage respectively by adopting a finite element method.
After the internal force parameters are obtained, the safety of the tunnel supporting structure can be verified based on the internal force parameters. The following embodiment of the invention verifies the safety by combining different construction stages to obtain a proper design value of the structural parameter.
Specifically, step 15 includes: in the stage of erecting the truss, calculating a corresponding verification result by adopting a sixth formula; and when the verification result is that the safety factor is greater than or equal to the first value, determining that the tension and compression safety of the tunnel supporting structure meets the requirement. Assuming that the first value is 2.4, when K is greater than or equal to 2.4, the values of the parameter items of the tunnel supporting structure meet the safety requirement; otherwise, step 16 is executed to adjust the values of the parameter items, and the next trial calculation is performed until a proper value is obtained.
Wherein the sixth formula is: KN ═ α RgA, where K represents a safety factor, N represents an axial force, α represents an eccentricity influence coefficient of the axial force, and RgThe ultimate tensile strength of the material of the truss is shown, and a represents the cross-sectional area of the equivalent space shell.
Optionally, the eccentricity coefficient of influence of the shaft force is related to the eccentricity of the shaft force and the thickness of the equivalent spatial shell. For example,
Figure BDA0002202159230000111
wherein ,e0Represents the axial force eccentricity and h represents the thickness of the equivalent space housing.
Besides the tension and compression safety of the support, the shear resistance safety of the support can be verified. Specifically, step 15 further includes: calculating a corresponding verification result by adopting a seventh formula; and when the verification result is that the safety coefficient is greater than or equal to the first value, determining that the shearing resistance safety of the tunnel supporting structure meets the requirement. Assuming that the first value is 2.4, when K is greater than or equal to 2.4, the values of the parameter items of the tunnel supporting structure meet the requirement of shear resistance safety; otherwise, step 16 is executed to adjust the values of the parameter items, and the next trial calculation is performed until a proper value is obtained. Wherein the seventh formula is:
Figure BDA0002202159230000112
k represents the safety factor, Q represents the shear force, RgDenotes the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the joint,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1The included angle between the central direction and the horizontal direction of the connecting piece rod piece is shown, and the circumferential distance of the connecting piece is shown by c. Alternatively, the seventh constant may be 0.8, and, accordingly,
Figure BDA0002202159230000113
therefore, through the calculation of the shear strength, the diameter d and the annular distance c of the connecting piece can meet the requirement of the shear strength of the structure.
The safety verification mode at the steel frame erecting stage is introduced above, and the safety verification mode after the concrete spraying stage is further described below.
Specifically, step 15 includes: after the stage of spraying concrete, when the large eccentric compression member is judged according to the height of the concrete compression area, calculating a corresponding verification result by adopting an eighth formula; and when the verification result is that the safety factor is greater than or equal to the first value, determining that the tension and compression safety of the tunnel supporting structure meets the requirement.
Wherein the eighth formula is:
KNe＝RwbX(h0-x/2)+RgA‘g(h0-a’)
wherein ,
Figure BDA0002202159230000121
k represents the safety factor, N represents the axial force, e' represent the distance from the center of gravity of the rod body in the tension and compression zone to the point of action of the axial force, RwThe bending compressive ultimate strength of the concrete is expressed, b represents the longitudinal width of a calculation unit, x represents the height (the unit can be m) of a compression area of the concrete, and RgDenotes the ultimate tensile strength of the material of the truss, Ag、A‘gRepresenting the cross-sectional area (in m) of the rod body in the tension and compression zones2) And a' represent the closest distance (m) from the center of gravity of the rod body in the tension and compression area to the section edge of the shell in the equivalent space, and h0Represents the effective height, h, of the cross section of the equivalent space casing0＝h-a。
In particular, in the stressed phase after the concrete-spraying phase, there is R moment taken on the action point of the shaft forceg(Age-A‘ge’)＝Rwbx(e-h0-x/2), from which can be derived:
Figure BDA0002202159230000122
Figure BDA0002202159230000123
wherein ,RwRepresenting the ultimate bending compressive strength of the concrete, x representing the height of the compression zone of the concrete, Rg，R‘gRepresenting calculated tensile and compressive strengths of the material of the truss, Ag、A‘gShowing the cross-sectional area of the rod in the tension and compression zone, e 'showing the distance from the center of gravity of the rod in the tension and compression zone to the point of application of axial force, a' showing Ag、A‘gThe closest distance h from the center of gravity of the shell to the edge of the section of the equivalent space0Representing the effective height of the cross section of the equivalent spatial shell.
Accordingly, assume a threshold of 0.55h0Then when x is less than or equal to 0.55h0When the pressure member is a large eccentric pressure member, the calculation is performed according to the eighth formula, that is, KNe ═ Rwbx(h0-x/2)+RgA‘g(h0-a ') for calculating x ≧ 2 a', if x < 2a 'does not match, according to KNe' ═ RgAg(h0-a') calculation.
Specifically, step 15 includes: after the stage of spraying concrete, when the small eccentric compression member is judged according to the height of the concrete compression area, a ninth formula is adopted to calculate a corresponding verification result; when the verification result is that the safety factor is larger than or equal to a first value, determining the tunnelThe tension and compression safety of the supporting structure meets the requirement. Wherein the ninth formula is:wherein K represents factor of safety, N represents the axial force, e represents the distance from the center of gravity of the rod body to the point of action of the axial force, RaRepresenting the ultimate compressive strength of the concrete, b representing the longitudinal width of the calculation unit, RgDenotes the ultimate tensile strength, A'gThe sectional area of the rod body is shown, a' represents the closest distance from the center of gravity of the rod body to the sectional edge of the equivalent space shell, and h0Representing the effective height of the cross section of the equivalent spatial shell.
Accordingly, assume a threshold of 0.55h0Then when x is greater than 0.55h0In the case of a small eccentric compression member, the sectional strength is calculated according to the ninth formula, and the eighth constant may be 0.5, that is
Figure BDA0002202159230000132
Figure BDA0002202159230000133
The calculation mode of the main reinforcement in the construction stage is introduced above, and the safety factor after reinforcement is further introduced below:
Figure BDA0002202159230000134
in the present embodiment, it is assumed that the first value is 2.4, that is, when K is greater than or equal to 2.4, the design values of the parameter items indicating the tunnel supporting structure satisfy the tension and compression safety requirements.
The above is mainly designed and verified for the values of the parameter items of the rod bodies in the tunnel supporting structure, and the values of the parameter items of the connecting pieces are further designed and verified with the examples.
Specifically, the step of verifying the safety of the tunnel supporting structure according to the calculated internal force and the material strength of the truss to obtain a corresponding verification result further comprises: calculating a corresponding verification result by adopting a tenth formula; and when the verification result is that the safety coefficient is greater than or equal to the first value, determining that the shearing resistance safety of the tunnel supporting structure meets the requirement. Wherein the tenth formula is:
Figure BDA0002202159230000135
k represents the safety factor, Q represents the shear force, RaRepresenting the compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, h0Representing the effective height, R, of the cross-section of the equivalent space envelopegDenotes the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the joint,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1The included angle between the central direction and the horizontal direction of the connecting piece rod piece is shown, and the circumferential distance of the connecting piece is shown by c. Assuming that the ninth constant is 0.07 and the tenth constant is 0.8, accordingly, the tenth formula is:
Figure BDA0002202159230000141
Figure BDA0002202159230000142
further, in the embodiment of the present invention, step 16 includes: when the safety coefficient is smaller than the safety requirement threshold value as a verification result, increasing the value of the parameter item; when the verification result shows that the safety coefficient exceeds the safety requirement threshold value and reaches a specific value, reducing the value of the parameter item; and when the verification result shows that the safety coefficient exceeds the safety requirement threshold and does not reach the specific value, keeping the set value of the parameter item unchanged. Taking the safety factor K as an example, assuming that the first value is 2.4, if K is less than 2.4, indicating that the safety margin of the current design value of the parameter item of the tunnel supporting structure is insufficient, the design value needs to be increased, and recalculating; if K >2.4, the bearing capacity of the tunnel supporting structure is more abundant, the design value of the parameter item needs to be reduced, and recalculation is carried out; when K is slightly larger than 2.4, the bearing capacity of the tunnel supporting structure can meet the requirement, and the tunnel supporting structure is economical.
It is worth pointing out that the primary support is used as a temporary structure in the construction period and bears the proportional coefficient of the surrounding rock load, and after the secondary lining is constructed, the stress of the primary support is improved, so that the crack width detection is not needed in the construction period, but the primary support can be used as a reference index in the design process. Reinforced concrete tension, bending and eccentric compression members, pair e0≤0.55h0The eccentric pressing member of (2) can be used without detecting the width of the crack. Otherwise the crack width was calculated as follows:
Figure BDA0002202159230000143
wherein ,ωmaxRepresents the maximum crack width (which may be in mm); alpha represents the stress characteristic coefficient of a member of the tunnel supporting structure, the tunnel is an eccentric compression member, and alpha can be 1.9;
Figure BDA0002202159230000144
indicating the coefficient of non-uniformity of strain of the longitudinal tension steel bar among the cracks,
Figure BDA0002202159230000145
when in use
Figure BDA0002202159230000146
When the temperature of the water is higher than the set temperature,
Figure BDA0002202159230000147
taken at 0.2, when
Figure BDA00022021592300001410
When the temperature of the water is higher than the set temperature,
Figure BDA0002202159230000149
taken at 0.2, when
Figure BDA00022021592300001412
When the temperature of the water is higher than the set temperature,
Figure BDA0002202159230000148
taking 1.0, for a component directly subjected to repeated loads,
Figure BDA00022021592300001411
taking 1.0; rhoteRepresenting the longitudinal reinforcing bar distribution ratio, rho, calculated as the effective area of the tensioned concretete＝As/AceWhen rhoteAt < 0.01, ρteTaking 0.01; a. thesShowing the section area of the longitudinal ribs in the tension area; a. theceRepresents the effective tensile concrete cross-sectional area, Ace＝0.5bh；CsMeans the distance (unit can be mm) from the outer edge of the outermost layer longitudinally pulled by kilogram to the bottom edge of the pulled area when CsWhen less than 20, CsTaking 20 when CsWhen > 65, CsTaking 65; d represents the diameter of the bar (in mm), and when bars of different diameters are used, d =4AsV (γ μ), μ represents the sum of the circumferences of the sections of the longitudinal tension bars; gamma represents the surface characteristic coefficient of the longitudinal tension steel bar, the ribbed steel bar is 1, and the plain steel bar is 0.7; esRepresenting the modulus of elasticity (in MPa) of the bar; sigmasRepresenting the stress (in MPa) of a longitudinally tensioned bar, σs＝Ns(e-z)/(Asz)，NsRepresenting the value of the axial force calculated for the combination of loads, z representing the distance from the resultant point of tension kg to the resultant point of the compression zone, z being [0.87-0.12 (h)0/e)2]h0And z is less than 0.87h0。
In addition, according to the calculated internal force and the material strength of the truss, the safety of the tunnel supporting structure is verified, and the step of obtaining the corresponding verification result can be realized by the following steps:
and assuming a safety factor slightly larger than the first value, and substituting the value of the safety factor into the following inequality, and if the inequality is established, considering that the design value of the parameter item of the current supporting structure meets the safety requirement.
Concretely, the value of the safety factor K is substituted into KN ≦ alpha RgAnd A, if the inequality is established, determining that the tension-compression safety of the tunnel supporting structure meets the requirement.
Will be provided with
Figure BDA0002202159230000151
And if the inequality is established, determining that the shearing resistance safety of the tunnel supporting structure meets the requirement.
After the stage of spraying concrete, when the large eccentric compression member is judged according to the height of the concrete compression area, the value of the safety coefficient K is carried into R which is greater than or equal to KNewbx(h0-x/2)+RgA‘g(h0-a'), if the inequality is true, determining that the tension-compression safety of the tunnel supporting structure meets the requirement.
After the stage of spraying concrete, when the small eccentric compression member is judged according to the height of the concrete compression area
Figure BDA0002202159230000152
And if the inequality is established, determining that the tension-compression safety of the tunnel supporting structure meets the requirement.
Will be provided with
Figure BDA0002202159230000153
And if the inequality is established, determining that the shearing resistance safety of the tunnel supporting structure meets the requirement.
It is worth pointing out that when the inequality is not established, the safety margin of the current design value of the parameter item of the tunnel supporting structure is insufficient, the design value needs to be increased and recalculated; when the inequality is established and the left result of the inequality is far smaller than the right result, the situation that the bearing capacity of the tunnel supporting structure is more abundant is shown, the design value of the parameter item needs to be reduced, and recalculation is carried out; when the inequality is established and the left result of the inequality is slightly smaller than the right result, the bearing capacity of the tunnel supporting structure can meet the requirement and is economical.
In summary, the parameter determination method for the tunnel supporting structure provided in the embodiment of the present invention can implement parameter design for the supporting structure that can provide a large bearing capacity before concrete is sprayed, and ensure that the designed supporting structure can satisfy construction safety.
The above embodiments respectively describe in detail the parameter determination methods of the tunnel supporting structures in different scenarios, and the following embodiments will further describe the parameter determination device of the corresponding tunnel supporting structure with reference to the accompanying drawings.
In another aspect of the embodiment of the present invention, a parameter determining apparatus for a tunnel supporting structure is further provided, as shown in fig. 4, the apparatus 400 includes the following functional modules:
a first obtaining module 410, configured to obtain a set value of a parameter item of a tunnel supporting structure and a tunnel model; wherein, tunnel supporting construction includes two at least trusss of assembling each other, and the truss includes: the stress rod body and the connecting piece are connected with the rod body;
the first calculation module 420 is used for calculating the bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model;
the second calculation module 430 is configured to calculate an elastic modulus of the equivalent space casing of the tunnel supporting structure according to the set value of the parameter item;
the third calculation module 440 is configured to simulate the tunnel supporting structure by using a finite element model, use the elastic modulus as a material parameter of the simulated tunnel supporting structure, apply a load bearing load, and calculate an internal force of the simulated tunnel supporting structure;
the verification module 450 is used for verifying the safety of the tunnel supporting structure according to the internal force and the material strength of the truss to obtain a corresponding verification result;
and an adjusting module 460, configured to adjust the value of the parameter item according to the verification result.
Optionally, the first calculation module 420 comprises:
the first calculation submodule is used for calculating the dead load of the tunnel supporting structure according to the set value of the parameter item;
the second calculation submodule is used for calculating the external load of the tunnel supporting structure according to the tunnel model;
the first determining submodule is used for determining the self-weight load and the external load as the bearing load of the tunnel supporting structure.
Optionally, the first computation submodule includes:
the first calculation unit is used for calculating the self-weight load f of the tunnel supporting structure by adopting a first formula; wherein the first formula is:
f＝γ1V1；
wherein ,γ1Indicating material weight of tunnel supporting structure, V1Representing the volume of the calculation unit.
Optionally, the second computation submodule comprises at least one of:
the second calculation unit is used for calculating the stratum resistance born by the tunnel supporting structure according to the tunnel model and the geological parameters;
and the third calculating unit is used for calculating the surrounding rock pressure born by the tunnel supporting structure according to the tunnel model and the geological parameters.
Optionally, the second computing unit comprises:
the first calculation subunit is used for determining a formation resistance coefficient of the tunnel model according to the geological parameters of the tunnel surrounding rock;
the equivalent subunit is used for adopting a winker assumption algorithm to make the tunnel surrounding rock and the tunnel model equivalent to a spring group;
and the second calculating subunit is used for endowing the formation resistance coefficient to the spring group and calculating the formation resistance born by the tunnel supporting structure.
Optionally, the second computing submodule further includes:
and the adjusting unit is used for adjusting the surrounding rock pressure according to the load coefficient, wherein the load coefficient is the surrounding rock load bearing proportion of the tunnel supporting structure in the actual engineering.
Optionally, the third calculation unit comprises:
and the third calculation subunit is used for respectively calculating the vertical and horizontal uniform distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters.
Optionally, the third computing subunit is further configured to:
under the condition that the tunnel model is a deep-buried tunnel, calculating the surrounding rock vertical uniform distribution pressure q borne by the tunnel supporting structure by adopting a second formula; wherein the second formula is:
q＝γ2hq
wherein ,hqFirst constant x 2S-1w, w ═ a second constant + i (B — a third constant);
wherein ,γ2Indicates the weight of the surrounding rock, hqAnd (3) representing the calculated height of the collapse arch of the surrounding rock, S representing the surrounding rock level, w representing the width influence coefficient, B representing the tunnel excavation width, and i representing the surrounding rock pressure increase and decrease rate of each unit excavation width.
Optionally, the third computing subunit is further configured to:
and under the condition that the tunnel model is a deep-buried tunnel, determining the product of the surrounding rock vertical uniform distribution pressure borne by the tunnel supporting structure and a specific coefficient as the surrounding rock horizontal uniform distribution pressure borne by the tunnel supporting structure, wherein the value of the specific coefficient is related to the surrounding rock level.
Optionally, the third computing subunit is further configured to:
under the condition that the tunnel model is a shallow tunnel, calculating the surrounding rock vertical uniform distribution pressure q borne by the tunnel supporting structure by adopting a third formula; wherein the third formula is:
Figure BDA0002202159230000181
wherein ,
Figure BDA0002202159230000182
Figure BDA0002202159230000183
γ2indicates the weight of the surrounding rock, h2Denotes a height of a tunnel top from the ground, lambda denotes a side pressure coefficient, theta denotes a friction angle of both sides of the tunnel top, B denotes a tunnel excavation width, beta denotes a burst angle at the time of maximum thrust,
Figure BDA0002202159230000194
representing surrounding rock calculationsThe angle of friction.
Optionally, the third computing subunit is further configured to:
under the condition that the tunnel model is a shallow tunnel, calculating the horizontal uniformly-distributed pressure e of the surrounding rock borne by the tunnel supporting structure by adopting a fourth formulai(ii) a Wherein the fourth formula is:
ei＝γ2hiλ
wherein ,γ2Indicates the weight of the surrounding rock, hiThe distance between any point in the tunnel and the ground is shown, and the lambda represents a lateral pressure coefficient.
Optionally, the second calculation module 430 includes:
the third calculation submodule is used for calculating the elastic modulus E of the equivalent space shell of the tunnel supporting structure by adopting a fifth formula; wherein the fifth formula is:
Figure BDA0002202159230000191
wherein ,Ag、A‘gShowing the cross-sectional area of the rod body in the tension and compression zones, EgThe modulus of elasticity of the rod body is represented, L represents the effective longitudinal length of a truss in the tunnel supporting structure, and h represents the thickness of the equivalent space shell.
Wherein, under the condition that the rod body is a steel bar,
Figure BDA0002202159230000192
wherein n represents the number of the rod bodies contained in the longitudinal section of one truss, and D represents the diameter of the steel bar.
Wherein, under the condition that the rod body is a steel bar,wherein n represents the number of rod bodies contained in the longitudinal section of one truss, D represents the diameter of the steel pipe, and t represents the wall thickness of the steel pipe.
Optionally, the internal force parameter comprises at least one of a bending moment, an axial force and a shear force.
Optionally, the verification module 450 includes:
the fourth calculation submodule is used for calculating a corresponding verification result by adopting a sixth formula in the stage of erecting the truss; the sixth formula is: KN ═ α RgA, where K represents a safety factor, N represents an axial force, α represents an eccentricity influence coefficient of the axial force, and RgThe tensile and compressive ultimate strength of the material of the truss is shown, and A represents the section area of the equivalent space shell;
and the second determining submodule is used for determining that the tension and compression safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
Optionally, the eccentricity coefficient of influence of the shaft force is related to the eccentricity of the shaft force and the thickness of the equivalent spatial shell.
Optionally, the verification module 450 further comprises: the fifth calculation submodule is used for calculating a corresponding verification result by adopting a seventh formula; wherein the seventh formula is:
k represents the safety factor, Q represents the shear force, RgDenotes the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the joint,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1C represents the included angle between the central direction and the horizontal direction of the connecting piece rod piece, and the circumferential distance of the connecting pieces;
and the third determining submodule is used for determining that the shearing resistance safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
Optionally, the verification module 450 further comprises:
the sixth calculation submodule is used for calculating a corresponding verification result by adopting an eighth formula when the large eccentric compression member is judged according to the height of the concrete compression area after the stage of spraying concrete; the eighth formula is:
KNe＝RwbX(h0-x/2)+RgA‘g(h0-a’)
wherein ,
k represents the safety factor, N represents the axial force, e' represent the distance from the center of gravity of the rod body in the tension and compression zone to the point of action of the axial force, RwRepresenting the flexural compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, x representing the height of the compression zone of the concrete, RgDenotes the ultimate tensile strength of the material of the truss, Ag、A‘gShowing the cross-sectional area of the rod in the tension and compression zone, a' showing the closest distance from the center of gravity of the rod in the tension and compression zone to the cross-sectional edge of the shell in the equivalent space, h0Represents the effective height of the section of the equivalent space shell;
and the fourth determining submodule is used for determining that the tension and compression safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
Optionally, the verification module 450 further comprises:
the seventh calculation submodule is used for calculating a corresponding verification result by adopting a ninth formula when the small eccentric compression member is judged according to the height of the concrete compression area after the stage of spraying the concrete; the ninth formula is:
Figure BDA0002202159230000211
wherein K represents factor of safety, N represents the axial force, e represents the distance from the center of gravity of the rod body to the point of action of the axial force, RaRepresenting the ultimate compressive strength of the concrete, b representing the longitudinal width of the calculation unit, RgDenotes the ultimate tensile strength, A'gThe sectional area of the rod body is shown, a' represents the closest distance from the center of gravity of the rod body to the sectional edge of the equivalent space shell, and h0Represents the effective height of the section of the equivalent space shell;
and the fifth determining submodule is used for determining that the tension and compression safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
Optionally, the verification module 450 further includes an eighth calculation sub-module, configured to calculate a corresponding verification result by using a tenth formula; wherein the tenth formula is:
k represents the safety factor, Q represents the shear force, RaRepresenting the compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, h0Representing the effective height, R, of the cross-section of the equivalent space envelopegDenotes the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the joint,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1C represents the included angle between the central direction and the horizontal direction of the connecting piece rod piece, and the circumferential distance of the connecting pieces;
and the sixth determining submodule is used for determining that the shearing resistance safety of the tunnel supporting structure meets the requirement when the verification result is that the safety coefficient is greater than or equal to the first value.
Optionally, the adjusting module 460 includes:
the first adjusting submodule is used for increasing the value of the parameter item when the verification result shows that the safety coefficient is smaller than the safety requirement threshold;
the second adjusting submodule is used for reducing the value of the parameter item when the verification result shows that the safety coefficient exceeds the safety requirement threshold value and reaches a specific value;
and the third adjusting submodule is used for keeping the set value of the parameter item unchanged when the verification result shows that the safety coefficient exceeds the safety requirement threshold and does not reach the specific value.
It should be noted that the above device embodiments are product embodiments corresponding to the above method, and all embodiments applicable to the above method are applicable to the device embodiments, and therefore, detailed description thereof is omitted here. The device provided by the embodiment of the invention can realize parameter design of the supporting structure with larger bearing capacity before concrete spraying, ensure that the designed supporting structure can meet the construction safety, and can realize next procedure without concrete spraying in a certain operation range because the supporting structure can provide larger bearing capacity before concrete spraying, thereby improving the construction efficiency.
As will be appreciated by one skilled in the art, embodiments of the present invention may be provided as a method, system, or computer program product. Accordingly, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, and the like) having computer-usable program code embodied therein.
The present invention is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each flow and/or block of the flow diagrams and/or block diagrams, and combinations of flows and/or blocks in the flow diagrams and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
While preferred embodiments of the present invention have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. Therefore, it is intended that the appended claims be interpreted as including preferred embodiments and all such alterations and modifications as fall within the scope of the invention.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.

Claims (44)

1. A method for determining parameters of a tunnel supporting structure is characterized by comprising the following steps:
acquiring a set value of a parameter item of a tunnel supporting structure and a tunnel model; wherein, tunnel supporting construction includes two at least trusss of assembling each other, the truss includes: the stress rod body and the connecting piece are connected with the rod body;
calculating the bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model;
calculating the elastic modulus of the equivalent space shell of the tunnel supporting structure according to the set value of the parameter item;
simulating a tunnel supporting structure by using a finite element model, taking the elastic modulus as a material parameter of the simulated tunnel supporting structure, applying the bearing load, and calculating the internal force of the simulated tunnel supporting structure;
verifying the safety of the tunnel supporting structure according to the internal force and the material strength of the truss obtained through calculation to obtain a corresponding verification result;
and adjusting the value of the parameter item according to the verification result.
2. The method for determining the parameters of the tunnel supporting structure according to claim 1, wherein the step of calculating the bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model comprises the steps of:
according to the set values of the parameter items, calculating the dead load of the tunnel supporting structure;
calculating the external load of the tunnel supporting structure according to the tunnel model;
and determining the self-weight load and the external load as the bearing load of the tunnel supporting structure.
3. The method for determining parameters of a tunnel support structure according to claim 2, wherein the step of calculating the self-weight load of the tunnel support structure based on the set values of the parameter items includes:
calculating the dead weight load f of the tunnel supporting structure by adopting a first formula; wherein the first formula is:
f＝γ1V1；
wherein ,γ1Indicating the material weight of the tunnel supporting structure, V1Representing the volume of the calculation unit.
4. The method of determining parameters of a tunnel support according to claim 2, wherein the step of calculating an external load of the tunnel support from the tunnel model comprises at least one of:
calculating the stratum resistance borne by the tunnel supporting structure according to the tunnel model and the geological parameters;
and calculating the surrounding rock pressure born by the tunnel supporting structure according to the tunnel model and the geological parameters.
5. The method of claim 4, wherein the step of calculating the resistance of the tunnel supporting structure to the ground layer according to the tunnel model and the geological parameters comprises:
determining a stratum resistance coefficient of the tunnel model according to geological parameters of tunnel surrounding rocks;
equating the tunnel surrounding rock and the tunnel model to be a spring set by adopting a Weckel assumed algorithm;
and endowing the stratum resistance coefficient to the spring group, and calculating the stratum resistance born by the tunnel supporting structure.
6. The method for determining the parameters of the tunnel supporting structure according to claim 4, wherein after the step of calculating the surrounding rock pressure borne by the tunnel supporting structure according to the tunnel model and the geological parameters, the method further comprises the following steps:
and adjusting the surrounding rock pressure according to a load coefficient, wherein the load coefficient is the surrounding rock load bearing proportion of the tunnel supporting structure in the actual engineering.
7. The method for determining the parameters of the tunnel supporting structure according to claim 4, wherein the step of calculating the surrounding rock pressure borne by the tunnel supporting structure according to the tunnel model and the geological parameters comprises the following steps:
and respectively calculating the vertical and horizontal uniform distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters.
8. The method for determining the parameters of the tunnel supporting structure according to claim 7, wherein the step of calculating the vertical uniform distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters comprises the following steps:
under the condition that the tunnel model is a deep-buried tunnel, calculating the surrounding rock vertical uniform distribution pressure q borne by the tunnel supporting structure by adopting a second formula; wherein the second formula is:
q＝γ2hq
wherein ,hqFirst constant x 2S-1w, w ═ a second constant + i (B — a third constant);
wherein ,γ2Indicates the weight of the surrounding rock, hqAnd (3) representing the calculated height of the collapse arch of the surrounding rock, S representing the surrounding rock level, w representing the width influence coefficient, B representing the tunnel excavation width, and i representing the surrounding rock pressure increase and decrease rate of each unit excavation width.
9. The method for determining the parameters of the tunnel supporting structure according to claim 7 or 8, wherein the step of calculating the horizontal distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters comprises the following steps:
and under the condition that the tunnel model is a deep-buried tunnel, determining the product of the surrounding rock vertical uniform distribution pressure borne by the tunnel supporting structure and a specific coefficient as the surrounding rock horizontal uniform distribution pressure borne by the tunnel supporting structure, wherein the value of the specific coefficient is related to the surrounding rock level.
10. The method for determining the parameters of the tunnel supporting structure according to claim 7, wherein the step of calculating the vertical uniform distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters comprises the following steps:
under the condition that the tunnel model is a shallow tunnel, calculating the vertical and uniform distribution pressure q of surrounding rocks borne by the tunnel supporting structure by adopting a third formula; wherein the third formula is:
Figure FDA0002202159220000031
wherein ,
Figure FDA0002202159220000032
Figure FDA0002202159220000033
γ2indicates the weight of the surrounding rock, h2Indicating the height of the tunnel roof above the groundDegree, lambda represents a side pressure coefficient, theta represents a friction angle at both sides of the top of the tunnel, B represents a tunnel excavation width, beta represents a burst angle at maximum thrust,
Figure FDA0002202159220000034
representing the calculated friction angle of the surrounding rock.
11. The method for determining the parameters of the tunnel supporting structure according to claim 7, wherein the step of calculating the horizontal distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters comprises the following steps:
under the condition that the tunnel model is a shallow tunnel, adopting a fourth formula to calculate the horizontal uniformly-distributed pressure e of the surrounding rock borne by the tunnel supporting structurei(ii) a Wherein the fourth formula is:
ei＝γ2hiλ
wherein ,γ2Indicates the weight of the surrounding rock, hiThe distance between any point in the tunnel and the ground is shown, and the lambda represents a lateral pressure coefficient.
12. The method for determining parameters of a tunnel supporting structure according to claim 1, wherein the step of calculating the modulus of elasticity of the equivalent space casing of the tunnel supporting structure according to the set values of the parameter items comprises:
calculating the elastic modulus E of the equivalent space shell of the tunnel supporting structure by adopting a fifth formula; wherein the fifth formula is:
Figure FDA0002202159220000041
wherein ,Ag、A‘gShowing the cross-sectional area of the rod body in the tension and compression zones, EgThe modulus of elasticity of the rod body is represented, L represents the effective longitudinal length of a truss in the tunnel supporting structure, and h represents the thickness of the equivalent space shell.
13. The method of determining parameters of a tunnel supporting construction according to claim 12, wherein, in the case where the rod bodies are reinforcing bars,
wherein n represents the number of the rod bodies contained in the longitudinal section of one truss, and D represents the diameter of the steel bar.
14. The method of determining parameters of a tunnel supporting structure according to claim 12, wherein, in the case where the rod bodies are steel pipes,
Figure FDA0002202159220000043
wherein n represents the number of rod bodies contained in the longitudinal section of one truss, D represents the diameter of the steel pipe, and t represents the wall thickness of the steel pipe.
15. The method of determining parameters of a tunnel support structure according to claim 1, wherein the internal force parameters include at least one of a bending moment, an axial force, and a shear force.
16. The method according to claim 15, wherein the step of verifying the safety of the tunnel supporting structure according to the calculated internal force and the material strength of the truss to obtain a corresponding verification result includes:
calculating a corresponding verification result by adopting a sixth formula at the stage of erecting the truss; the sixth formula is: KN ═ α RgA, where K represents a safety factor, N represents an axial force, α represents an eccentricity influence coefficient of the axial force, and RgThe tensile and compression ultimate strength of the material of the truss is shown, and A represents the cross-sectional area of the equivalent space shell;
and when the verification result is that the safety factor is greater than or equal to a first value, determining that the tension and compression safety of the tunnel supporting structure meets the requirement.
17. The method of determining parameters of a tunnel support structure according to claim 16, characterized in that the eccentricity influence coefficient of the shaft force is related to the eccentricity of the shaft force and the thickness of the equivalent space casing.
18. The method of determining parameters of a tunnel supporting structure according to claim 15, wherein the step of verifying the safety of the tunnel supporting structure according to the calculated internal force and the material strength of the truss to obtain a corresponding verification result further comprises:
calculating a corresponding verification result by adopting a seventh formula; wherein the seventh formula is:
Figure FDA0002202159220000051
k represents the safety factor, Q represents the shear force, RgRepresents the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the connection,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1Representing an included angle between the central direction and the horizontal direction of the connecting piece rod piece, and c representing the circumferential spacing of the connecting pieces;
and when the verification result is that the safety factor is greater than or equal to a first value, determining that the shearing resistance safety of the tunnel supporting structure meets the requirement.
19. The method according to claim 15, wherein the step of verifying the safety of the tunnel supporting structure according to the calculated internal force and the material strength of the truss to obtain a corresponding verification result includes:
after the stage of spraying concrete, when the large eccentric compression member is judged according to the height of the concrete compression area, calculating a corresponding verification result by adopting an eighth formula; the eighth formula is:
KNe＝Rwbx(h0-x/2)+RgA‘g(h0-a’)
wherein ,
Figure FDA0002202159220000061
k represents the safety factor, N represents the axial force, e' represent the distance from the center of gravity of the rod body in the tension and compression zone to the point of action of the axial force, RwRepresenting the flexural compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, x representing the height of the compression zone of the concrete, RgRepresents the ultimate tensile strength of the material of the truss, Ag、A‘gRepresenting the cross-sectional area of the rod in the tension and compression zone, a' representing the closest distance from the center of gravity of the rod in the tension and compression zone to the cross-sectional edge of the shell in the equivalent space, h0Representing an effective height of a cross section of the equivalent spatial shell;
and when the verification result is that the safety factor is greater than or equal to a first value, determining that the tension and compression safety of the tunnel supporting structure meets the requirement.
20. The method according to claim 15, wherein the step of verifying the safety of the tunnel supporting structure according to the calculated internal force and the material strength of the truss to obtain a corresponding verification result includes:
after the stage of spraying concrete, when the small eccentric compression member is judged according to the height of the concrete compression area, a ninth formula is adopted to calculate a corresponding verification result; the ninth formula is:
Figure FDA0002202159220000062
wherein K represents factor of safety, N represents the axial force, e represents the distance from the center of gravity of the rod body to the point of action of the axial force, RaRepresenting the ultimate compressive strength of the concrete, b representing the longitudinal width of the calculation unit, RgRepresents the ultimate tensile strength of the material of the truss, A‘gRepresenting the cross-sectional area of the stick, a' representing the closest distance of the center of gravity of the stick to the cross-sectional edge of the equivalent spatial shell, h0Representing an effective height of a cross section of the equivalent spatial shell;
and when the verification result is that the safety factor is greater than or equal to a first value, determining that the tension and compression safety of the tunnel supporting structure meets the requirement.
21. The method for determining parameters of a tunnel supporting structure according to claim 19 or 20, wherein the step of verifying the safety of the tunnel supporting structure according to the calculated internal force and the material strength of the truss to obtain a corresponding verification result further comprises:
calculating a corresponding verification result by adopting a tenth formula; wherein the tenth formula is:
Figure FDA0002202159220000071
k represents the safety factor, Q represents the shear force, RaRepresenting the compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, h0Represents the effective height, R, of the cross section of the equivalent space casinggRepresents the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the connection,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1Representing an included angle between the central direction and the horizontal direction of the connecting piece rod piece, and c representing the circumferential spacing of the connecting pieces;
and when the verification result is that the safety factor is greater than or equal to a first value, determining that the shearing resistance safety of the tunnel supporting structure meets the requirement.
22. The method of determining parameters of a tunnel supporting structure according to claim 1, wherein the step of adjusting the values of the parameter items according to the verification result includes:
when the verification result is that the safety factor is smaller than the safety requirement threshold value, increasing the value of the parameter item;
when the verification result is that the safety coefficient exceeds the safety requirement threshold value and reaches a specific value, reducing the value of the parameter item;
and when the verification result is that the safety factor exceeds the safety requirement threshold and does not reach the specific value, keeping the set value of the parameter item unchanged.
23. A parameter determination device for a tunnel supporting structure, comprising:
the first acquisition module is used for acquiring a set value of a parameter item of the tunnel supporting structure and a tunnel model; wherein, tunnel supporting construction includes two at least annular trusses of assembling each other, the truss includes: the stress rod body and the connecting piece are connected with the rod body;
the first calculation module is used for calculating the bearing load of the tunnel supporting structure according to the set value of the parameter item and the tunnel model;
the second calculation module is used for calculating the elastic modulus of the equivalent space shell of the tunnel supporting structure according to the set value of the parameter item;
the third calculation module is used for simulating a tunnel supporting structure by adopting a finite element model, taking the elastic modulus as a material parameter of the simulated tunnel supporting structure, applying the bearing load and calculating the internal force of the simulated tunnel supporting structure;
the verification module is used for verifying the safety of the tunnel supporting structure according to the internal force and the material strength of the truss to obtain a corresponding verification result;
and the adjusting module is used for adjusting the value of the parameter item according to the verification result.
24. The parameter determination apparatus of a tunnel supporting structure according to claim 23, wherein the first calculation module includes:
the first calculation submodule is used for calculating the dead load of the tunnel supporting structure according to the set value of the parameter item;
the second calculation submodule is used for calculating the external load of the tunnel supporting structure according to the tunnel model;
and the first determining submodule is used for determining the self-weight load and the external load as the bearing load of the tunnel supporting structure.
25. The parameter determination apparatus for a tunnel supporting structure according to claim 24, wherein the first calculation sub-module includes:
the first calculation unit is used for calculating the dead weight load f of the tunnel supporting structure by adopting a first formula; wherein the first formula is:
f＝γ1V1；
wherein ,γ1Indicating the material weight of the tunnel supporting structure, V1Representing the volume of the calculation unit.
26. The parameter determination device of a tunnel supporting structure according to claim 24, characterized in that the second calculation submodule includes at least one of:
the second calculation unit is used for calculating the stratum resistance borne by the tunnel supporting structure according to the tunnel model and the geological parameters;
and the third calculating unit is used for calculating the surrounding rock pressure born by the tunnel supporting structure according to the type and the geological parameters of the tunnel model.
27. The parameter determination device of a tunnel supporting structure according to claim 26, wherein the second calculation unit includes:
the first calculation subunit is used for determining a formation resistance coefficient of the tunnel model according to geological parameters of tunnel surrounding rocks;
the equivalent subunit is used for equating the tunnel surrounding rock and the tunnel model into a spring group by adopting a Wenker assumption algorithm;
and the second calculating subunit is used for endowing the formation resistance coefficient to the spring group and calculating the formation resistance born by the tunnel supporting structure.
28. The parameter determination apparatus for a tunnel supporting structure according to claim 26, wherein the second calculation sub-module further includes:
and the adjusting unit is used for adjusting the surrounding rock pressure according to a load coefficient, wherein the load coefficient is the surrounding rock load bearing proportion of the tunnel supporting structure in the actual engineering.
29. The parameter determination device of a tunnel supporting structure according to claim 26, wherein the third calculation unit includes:
and the third calculation subunit is used for respectively calculating the vertical and horizontal uniform distribution pressure of the surrounding rock borne by the tunnel supporting structure according to the tunnel model and the geological parameters.
30. The parameter determination apparatus of a tunnel support structure according to claim 29, wherein the third calculation subunit is further configured to:
under the condition that the tunnel model is a deep-buried tunnel, calculating the surrounding rock vertical uniform distribution pressure q borne by the tunnel supporting structure by adopting a second formula; wherein the second formula is:
q＝γ2hq
wherein ,hqFirst constant x 2S-1w, w ═ a second constant + i (B — a third constant);
wherein ,γ2Indicates the weight of the surrounding rock, hqAnd (3) representing the calculated height of the collapse arch of the surrounding rock, S representing the surrounding rock level, w representing the width influence coefficient, B representing the tunnel excavation width, and i representing the surrounding rock pressure increase and decrease rate of each unit excavation width.
31. Parameter determination apparatus of a tunnel supporting construction according to claim 29 or 30, characterised in that the third calculation subunit is further adapted to:
and under the condition that the tunnel model is a deep-buried tunnel, determining the product of the surrounding rock vertical uniform distribution pressure borne by the tunnel supporting structure and a specific coefficient as the surrounding rock horizontal uniform distribution pressure borne by the tunnel supporting structure, wherein the value of the specific coefficient is related to the surrounding rock level.
32. The parameter determination apparatus of a tunnel support structure according to claim 29, wherein the third calculation subunit is further configured to:
under the condition that the tunnel model is a shallow tunnel, calculating the vertical and uniform distribution pressure q of surrounding rocks borne by the tunnel supporting structure by adopting a third formula; wherein the third formula is:
Figure FDA0002202159220000101
wherein ,
Figure FDA0002202159220000102
Figure FDA0002202159220000103
γ2indicates the weight of the surrounding rock, h2Denotes a height of a tunnel top from the ground, lambda denotes a side pressure coefficient, theta denotes a friction angle of both sides of the tunnel top, B denotes a tunnel excavation width, beta denotes a burst angle at the time of maximum thrust,
Figure FDA0002202159220000104
representing the calculated friction angle of the surrounding rock.
33. The parameter determination apparatus of a tunnel support structure according to claim 29, wherein the third calculation subunit is further configured to:
under the condition that the tunnel model is a shallow tunnel, adopting a fourth formula to calculate the horizontal uniformly-distributed pressure e of the surrounding rock borne by the tunnel supporting structurei(ii) a Wherein the fourth formula is:
ei＝γ2hiλ
wherein ,γ2Indicates the weight of the surrounding rock, hiThe distance between any point in the tunnel and the ground is shown, and the lambda represents a lateral pressure coefficient.
34. The parameter determination apparatus of a tunnel supporting structure according to claim 23, wherein the second calculation module includes:
the third calculation submodule is used for calculating the elastic modulus E of the equivalent space shell of the tunnel supporting structure by adopting a fifth formula; wherein the fifth formula is:
Figure FDA0002202159220000111
wherein ,Ag、A‘gShowing the cross-sectional area of the rod body in the tension and compression zones, EgThe modulus of elasticity of the rod body is represented, L represents the effective longitudinal length of a truss in the tunnel supporting structure, and h represents the thickness of the equivalent space shell.
35. The parameter determination apparatus of a tunnel supporting structure according to claim 34, wherein, in the case where the rod bodies are reinforcing bars,
Figure FDA0002202159220000112
wherein n represents the number of the rod bodies contained in the longitudinal section of one truss, and D represents the diameter of the steel bar.
36. The apparatus for determining parameters of a tunnel supporting structure according to claim 34, wherein, in the case where the rod body is a steel pipe,
Figure FDA0002202159220000113
wherein n represents the number of rod bodies contained in the longitudinal section of one truss, D represents the diameter of the steel pipe, and t represents the wall thickness of the steel pipe.
37. The parameter determination device of a tunnel support structure according to claim 23, wherein the internal force parameter includes at least one of a bending moment, an axial force, and a shear force.
38. The parameter determination apparatus of a tunnel supporting structure according to claim 37, wherein the verification module includes:
the fourth calculation submodule is used for calculating a corresponding verification result by adopting a sixth formula in the stage of erecting the truss; the sixth formula is: KN ═ α RgA, where K represents a safety factor, N represents an axial force, α represents an eccentricity influence coefficient of the axial force, and RgThe tensile and compression ultimate strength of the material of the truss is shown, and A represents the cross-sectional area of the equivalent space shell;
and the second determining submodule is used for determining that the tension and compression safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
39. The tunnel support parameter determination device of claim 38, wherein the eccentricity coefficient of influence of the shaft force is related to the eccentricity of the shaft force and the thickness of the equivalent space casing.
40. The parameter determination apparatus of a tunnel support structure of claim 37, wherein the verification module further comprises:
the fifth calculation submodule is used for calculating a corresponding verification result by adopting a seventh formula; wherein the seventh formula is:
Figure FDA0002202159220000121
k represents the safety factor, Q represents the shear force, RgPresentation instrumentUltimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the connection,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1Representing an included angle between the central direction and the horizontal direction of the connecting piece rod piece, and c representing the circumferential spacing of the connecting pieces;
and the third determining submodule is used for determining that the shearing resistance safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
41. The parameter determination apparatus of a tunnel support structure of claim 37, wherein the verification module further comprises:
the sixth calculation submodule is used for calculating a corresponding verification result by adopting an eighth formula when the large eccentric compression member is judged according to the height of the concrete compression area after the stage of spraying concrete; the eighth formula is:
KNe＝Rwbx(h0-x/2)+RgA‘g(h0-a’)
wherein ,
Figure FDA0002202159220000122
k represents the safety factor, N represents the axial force, e' represent the distance from the center of gravity of the rod body in the tension and compression zone to the point of action of the axial force, RwRepresenting the flexural compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, x representing the height of the compression zone of the concrete, RgRepresents the ultimate tensile strength of the material of the truss, Ag、A‘gRepresenting the cross-sectional area of the rod in the tension and compression zone, a' representing the closest distance from the center of gravity of the rod in the tension and compression zone to the cross-sectional edge of the shell in the equivalent space, h0Representing an effective height of a cross section of the equivalent spatial shell;
and the fourth determining submodule is used for determining that the tension and compression safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
42. The parameter determination apparatus of a tunnel support structure of claim 37, wherein the verification module further comprises:
the seventh calculation submodule is used for calculating a corresponding verification result by adopting a ninth formula when the small eccentric compression member is judged according to the height of the concrete compression area after the stage of spraying the concrete; the ninth formula is:
Figure FDA0002202159220000131
wherein K represents factor of safety, N represents the axial force, e represents the distance from the center of gravity of the rod body to the point of action of the axial force, RaRepresenting the ultimate compressive strength of the concrete, b representing the longitudinal width of the calculation unit, RgRepresents a tension-compression ultimate strength, A'gRepresenting the cross-sectional area of the stick, a' representing the closest distance of the center of gravity of the stick to the cross-sectional edge of the equivalent spatial shell, h0Representing an effective height of a cross section of the equivalent spatial shell;
and the fifth determining submodule is used for determining that the tension and compression safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
43. The parameter determination device of a tunnel supporting structure according to claim 41 or 42, wherein the verification module further includes:
the eighth calculation submodule is used for calculating a corresponding verification result by adopting a tenth formula; wherein the tenth formula is:
k represents the safety factor, Q represents the shear force, RaRepresenting the compressive ultimate strength of the concrete, b representing the longitudinal width of the calculation unit, h0Representing a cross-section of the equivalent space casingEffective height, RgRepresents the ultimate tensile strength of the material of the truss, AkDenotes the cross-sectional area of the connection,/eRepresents the length, θ, of the selected beam element in the finite element algorithm1Representing an included angle between the central direction and the horizontal direction of the connecting piece rod piece, and c representing the circumferential spacing of the connecting pieces;
and the sixth determining submodule is used for determining that the shearing resistance safety of the tunnel supporting structure meets the requirement when the verification result is that the safety factor is greater than or equal to the first value.
44. The parameter determination apparatus of a tunnel support structure according to claim 23, wherein the adjustment module includes:
the first adjusting submodule is used for increasing the value of the parameter item when the verification result is that the safety factor is smaller than the safety requirement threshold;
the second adjusting submodule is used for reducing the value of the parameter item when the verification result shows that the safety coefficient exceeds the safety requirement threshold value and reaches a specific value;
and the third adjusting submodule is used for keeping the set value of the parameter item unchanged when the verification result shows that the safety coefficient exceeds the safety requirement threshold and does not reach the specific value.
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