CN113505428A - Comprehensive quantitative design method for circular water-passing tunnel lining structure - Google Patents
Comprehensive quantitative design method for circular water-passing tunnel lining structure Download PDFInfo
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Abstract
The invention discloses a comprehensive quantitative design method, particularly discloses a comprehensive quantitative design method for a circular water-passing tunnel lining structure, and belongs to the technical field of design processes of hydraulic and hydroelectric engineering buildings. The comprehensive quantitative design method for the lining structure of the circular water-passing tunnel can conveniently realize accurate and efficient design of the lining structure of the water-passing tunnel, simplify the design verification process and ensure that the design meets the requirements. The comprehensive quantitative design method at least comprises the steps of establishing a comprehensive quantitative design platform, primarily designing lining parameters on the comprehensive quantitative design platform according to the existing hydrogeological data, calling a finite element calculation program to complete finite element calculation, and judging whether the primarily designed lining parameters meet the requirements of design results according to the finite element calculation results.
Description
Technical Field
The invention relates to a comprehensive quantitative design method, in particular to a comprehensive quantitative design method for a circular water-passing tunnel lining structure, and belongs to the technical field of design processes of hydraulic and hydroelectric engineering buildings.
Background
Term(s) for
And (3) tunneling: the water-passing channel is excavated in a mountain or underground in engineering and is used for water delivery, power generation, irrigation, flood discharge, diversion, emptying, sand discharge and the like, and the water-passing channel has a closed section.
Hydraulic tunnel: the water and electricity hydraulic engineering is arranged in a rock (soil) body, is used for water delivery, power generation, irrigation, flood discharge, flow guide, emptying, sand discharge and the like, and is provided with a channel with a closed section.
Lining the tunnel: in underground engineering, in order to reinforce surrounding rocks or level a flowing surface, engineering measures of supporting by adopting materials such as concrete, reinforced concrete and the like are taken.
The tunnel is used as an important hydraulic building, the safety and the reliability of the structural design of the tunnel directly influence the economic benefit of a power station, the safety of social water and the like, and serious secondary geological disasters can be caused if the lining is strongly permeable. Therefore, the reliability of the operation of the water conveying tunnel structure directly influences a plurality of social and economic benefits. The long diversion tunnel is usually longer in tunnel line, and geological conditions along the line are complex and changeable, and for diversion tunnels with the moving length of more than ten kilometers and even more than ten kilometers, the economical and safe operation of the engineering is determined to a great extent by the lining structure design which is safe, reliable, suitable for local conditions and economical and reasonable.
When a structural mechanics method is adopted for calculating a tunnel lining structure in the prior art, the actual structure of surrounding rocks of a tunnel cannot be considered, and the consideration on the aspects of a force transfer mode between lining and surrounding rocks and lining cracking damage is rough; although the conventional lining numerical calculation method can make up for the defects, the calculation period is often long, the long tunnel lining design calculation still mainly adopts a segmented typical section mode, and the pertinence is low.
In water conservancy and hydropower engineering, because the water taking place is often inconsistent with the water using place, a water delivery structure needs to be built to guide water flow, and tunnels are largely used as water passing channels. In order to ensure that the tunnel can safely and reliably play a water passing function under the load effect, the cross section of the tunnel is often required to be lined, and the lining is a key part of the design of the tunnel, so that the safety, reliability and economy of the tunnel are directly influenced. The use examples of tunnels are numerous and the excavation diameter has reached 19.8m and will not be illustrated here. The lining structure of the tunnel is directly related to the safety of the operation of the tunnel, and the design of the lining structure of the tunnel is directly about the selection of the grade and the thickness of concrete and the selection of the using amount of reinforcing steel bars, and the development condition of a lining crack needs to be checked. The loads currently considered for tunnel lining structures are mainly: dead weight, internal water pressure, external water pressure and mountain rock pressure, because the tunnel is buried underground, the temperature is comparatively invariable, so generally do not consider the temperature load, and underground structure receives earthquake influence less, also do not consider earthquake load. Improper tunnel lining structure design schemes often bring engineering quality and safety issues. If the strength of the lining is not designed enough, the lining cracking under the action of internal water pressure exceeds the standard allowable standard, so that internal water is leaked, and the hidden danger of stability of the slope on the tunnel is caused; under the action of external water, the tunnel can be directly crushed. But the intensity design with the tunnel lining is too high, directly causes the tunnel cost to rise, will directly influence the economic indicator of whole engineering to long diversion tunnel. Currently, there are two main design methods for the structure: one is to verify the rationality of the design scheme according to the hydrogeological data and a standard analysis method for the proposed tunnel design scheme according to the load; and the other is to judge the rationality of the design scheme according to hydrogeological data and the calculation result of a finite element program for the planned tunnel design scheme.
For the analytical method according to the specification, the technical disadvantages are as follows: aiming at the lining bearing dead weight, internal water pressure, external water pressure and rock pressure at the same time, the standard method has no recommended analytic calculation method at present; in the actual construction process, a gap exists between the lining and the surrounding rock, the influence of the gap on the lining stress is large, and the influence of the gap cannot be considered by the standard method; the geological conditions encountered by the tunnel are quite complex and often not uniform, and when the tunnel encounters fault skew, the normative method also has no recommended analytical calculation method.
The technical disadvantages of the method according to finite element calculation are as follows: at present, the evaluation standard of a tunnel lining design by using a finite element calculation means is rough, specifically, whether a first main stress and a third main stress of a lining structure meet the limit value standard of a standard for the lining structure or not is checked, but quantitative evaluation cannot be performed on how to determine the key reinforcement allocation amount and whether crack development meets the standard limit value or not; at present, the finite element method still stays in a manual operation stage, and the efficiency is low.
In summary, it is important to provide a new tunnel lining design method and to improve the design efficiency and pertinence!
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the comprehensive quantitative design method for the lining structure of the circular water-passing tunnel can conveniently realize accurate and efficient design of the lining structure of the water-passing tunnel, simplify the design verification process and ensure that the design meets the requirements.
The technical scheme adopted for solving the technical problems is as follows: a comprehensive quantitative design method for a circular water tunnel lining structure at least comprises the steps of establishing a comprehensive quantitative design platform, primarily designing lining parameters according to the existing hydrogeological data on the comprehensive quantitative design platform, calling a finite element calculation program to complete finite element calculation, judging whether the primarily designed lining parameters meet the design achievement requirements according to the finite element calculation result,
wherein, the following conditions are at least satisfied when the design result is judged,
σ1max≤ft；
σ3max≤fc；
σsk(N；M)≤fy；
σsk(N；M)≤fy’；
ωmax＝αcrψ(σsk-σ0)/Eslcr≤ωlim；
in the above-mentioned conditional expressions,
σ1maxin the finite element calculation result, the maximum first principal stress of the lining structure can be directly found from the finite element calculation result through the platform;
ftthe design tensile strength of the lining concrete belongs to design basic information and is inquired from the specification;
σ3maxin the finite element calculation result, the absolute value of the third principal stress minimum value of the lining structure can be directly found from the finite element calculation result through the platform;
fcdesigning the compressive strength of the lining concrete, belonging to design basic information and inquiring from the specification;
n is an axial force value of a typical section in a finite element calculation result, and can be directly found from the finite element calculation result through a platform;
m is a bending moment value of a typical section in a finite element calculation result, and can be directly found from the finite element calculation result through a platform;
σskthe calculation formula is set forth in section 10.2.3 in the specification of Hydraulic concrete Structure design Specification (DL/T5057-2009) for the steel bar stress obtained according to lining thickness, steel bar proportioning, N, M and a specification calculation method;
ωmaxthe calculation formula is set forth in section 10.2.2 in the specification of Hydraulic concrete Structure design (DL/T5057-2009), in order to calculate the width of the crack according to the stress of the steel bar, the lining thickness, the grade of the lining concrete, the using amount of the steel bar and the grade of the steel bar;
ωlimthe maximum crack propagation width limit is determined directly from the hydrogeological data.
Further, after the primary lining parameter is judged to meet the requirement according to the finite element calculation result, whether the geological condition is changed or not is judged, when the geological condition is not changed, the situation that the design calculation verification work is completed can be determined, when the geological condition is changed, the lining parameter needs to be drawn again, the finite element calculation is carried out, and then the primary lining parameter judgment is carried out again.
The preferable mode of the scheme is that the lining parameters preliminarily determined according to the existing hydrogeological data at least comprise the tunnel excavation diameter D, the tunnel lining thickness h, the concrete mark number for lining and the specification of reinforcing steel bars, and the designed tensile strength f of the concrete needing finite element calculation is determined on the basistDesigned compressive strength f of concretecDesign tensile strength f of steel baryAnd design compressive strength f of reinforcing bary’。
Further, a gap value delta between the lining and the surrounding rock is preliminarily determined at the same time of primarily simulating the lining parameters, wherein the gap value delta is determined to be 0 or 0.2 mm.
The optimization mode of the scheme is that when the finite element calculation is finished by calling the finite element calculation program on the comprehensive quantitative design platform, the method at least comprises the steps of establishing a finite element calculation model, dividing a grid, assigning calculation parameters and finishing the finite element calculation, wherein the steps of establishing the model, dividing the grid, assigning the calculation parameters and finishing the finite element calculation are all automatically finished by calling an external finite element calculation program on the comprehensive quantitative design platform through internal codes.
Furthermore, when a finite element calculation model is established, gaps between the lining and surrounding rocks are directly considered, and a fault model is directly established in the calculation model, so that the load combination problem of lining dead weight, internal water pressure, external water pressure and rock pressure in superposition consideration is solved.
The optimization mode of the scheme is that before judging whether the primary lining parameter meets the requirement of the design result according to the finite element calculation result, the finite element calculation result needs to be retrieved through the comprehensive quantitative design platform, the retrieval of the finite element calculation result is carried out according to the following steps,
based on the calculation data of the lining structure stored in the comprehensive quantitative design platform, at least setting a vault section, a vault downward 45-degree section, a center line section, a vault bottom section and an arch bottom upward 45-degree section at a typical part of the lining, then extracting the axial force N and the bending moment M of the corresponding section on the selected section by using a local coordinate system method, and finally passing all lining nodes throughThe maximum first principal stress sigma of the node is found by the traversal method1maxFinding the absolute value sigma of the minimum third principal stress of the lining node by the same method3maxThe retrieval work of the calculation result is completed,
each section is based on a cross coordinate established by taking a geometric central point of the cross section of the circular water passing tunnel as a central point, and then each section is made to pass through the central point and cut into a section formed by lining along the longitudinal direction.
Furthermore, after retrieving the finite element calculation results, whether the design solution meets the strength requirement is evaluated according to the finite element calculation results, in the following specific process,
σ1max≤ftwhere σ is1maxIs the maximum first principal stress of the lining, ftDesigning tensile strength for the concrete;
σ3max≤fcwhere σ is3maxIs the absolute value of the minimum third principal stress of the lining, fcDesigning compressive strength for the concrete;
according to the extracted axial force N and bending moment M of the key section, combining the design of the selected lining scheme and the calculated steel bar stress sigma of the selected steel barskThe stress of the steel bar is not higher than the designed tensile strength and the designed compressive strength of the steel bar;
obtaining the stress sigma of the steel barskCalculating the development amount omega of the lining cracks obtained according to the comprehensive quantitative design platformmaxSatisfy the crack development amount omegamaxNot higher than the crack limit value omega defined by the specificationlim。
Furthermore, after the 'preliminary lining parameters' are calculated by the comprehensive quantitative design platform and are compared and judged to meet the requirements, the steps can be repeated to complete optimization work of the tunnel lining design scheme such as reduction of the lining thickness h and reduction of the quantity of selected steel bars.
The invention has the beneficial effects that: the comprehensive quantitative design method provided by the application is based on the existing finite element calculation program, a comprehensive quantitative design platform is established, then the comprehensive quantitative design platform is used as a basis, the preliminary lining parameters are input according to the existing hydrogeological data on the comprehensive quantitative design platform, then the finite element calculation program is called by the comprehensive quantitative design platform to carry out finite element calculation on the preliminary lining, and finally whether the preliminary lining parameters meet the design achievement requirements or not is judged according to the requirements, so that the lining structure of the water tunnel can be conveniently designed efficiently, the design is simplified and verified, and the design is ensured to meet the requirements. According to the technical scheme, the comprehensive quantitative design method provided by the application integrates finite element calculation means and a standard analysis method, provides a new lining design technical method and realizes the standardization of tunnel lining design. Specifically, the main technical problems to be solved are: when the lining structure bears the superposition combination of self weight, internal water pressure, external water pressure and rock pressure, quantitative design calculation can still be carried out according to the method; quantitatively considering a gap between the lining and the surrounding rock in design analysis; when the tunnel encounters fault skew, quantitative design analysis can still be carried out by using the method; by using the method, the finite element calculation result can be further utilized, and the method is combined with the lining reinforcement design and the crack development quantitative analysis, so that the accuracy and the economy of the tunnel lining design are improved.
Drawings
FIGS. 1 to 7 are schematic diagrams of the steps of designing the lining structure of the fault condition by using the comprehensive quantitative design platform provided by the present application in the comprehensive quantitative design method of the present invention;
FIG. 8 is a schematic illustration of the position of a typical cross-section involved in the integrated quantitative design method of the present invention;
fig. 9 is a flowchart of a tunnel lining design method related to the comprehensive quantitative design method of the present invention.
Detailed Description
Fig. 1 to 9 show a comprehensive quantitative design method for a lining structure of a circular water tunnel, which is provided by the invention, and can conveniently realize efficient design of the lining structure of the water tunnel, simplify the design verification process and ensure that the design meets the requirements. The comprehensive quantitative design method at least comprises the steps of establishing a comprehensive quantitative design platform, primarily designing lining parameters on the comprehensive quantitative design platform according to the existing hydrogeological data, calling a finite element calculation program to complete finite element calculation, judging whether the primarily designed lining parameters meet the requirements of design results according to the finite element calculation result,
wherein, the following conditions are at least satisfied when the design result is judged,
σ1max≤ft；
σ3max≤fc；
σsk(N；M)≤fy；
σsk(N；M)≤fy’；
ωmax＝αcrψ(σsk-σ0)/Eslcr≤ωlim；
in the above-mentioned conditional expressions,
σ1maxin the finite element calculation result, the maximum first principal stress of the lining structure can be directly found from the finite element calculation result through the platform;
ftthe design tensile strength of the lining concrete belongs to design basic information and is inquired from the specification;
σ3maxin the finite element calculation result, the absolute value of the third principal stress minimum value of the lining structure can be directly found from the finite element calculation result through the platform;
fcdesigning the compressive strength of the lining concrete, belonging to design basic information and inquiring from the specification;
n is an axial force value of a typical section in a finite element calculation result, and can be directly found from the finite element calculation result through a platform, the value is obtained by using a structure calculation method in the prior art, and the method provides a finite element calculation result value which is more accurate;
m is a bending moment value of a typical section in a finite element calculation result, and can be directly found from the finite element calculation result through a platform, the value is obtained by using a structure calculation method in the prior art, and the method provides a finite element calculation result value which is more accurate;
σskis based onLining thickness, steel bar proportioning and N, M, and steel bar stress obtained according to a standard calculation method, wherein the calculation formula is already described in section 10.2.3 of the design Specification of Hydraulic concrete Structure (DL/T5057-2009);
ωmaxthe calculation formula is set forth in section 10.2.2 in the specification of Hydraulic concrete Structure design (DL/T5057-2009), in order to calculate the width of the crack according to the stress of the steel bar, the lining thickness, the grade of the lining concrete, the using amount of the steel bar and the grade of the steel bar;
ωlimthe maximum crack propagation width limit is determined directly from the hydrogeological data. The comprehensive quantitative design method provided by the application is based on the existing finite element calculation program, a comprehensive quantitative design platform is established, then the comprehensive quantitative design platform is used as a basis, the preliminary lining parameters are input according to the existing hydrogeological data on the comprehensive quantitative design platform, then the finite element calculation program is called by the comprehensive quantitative design platform to carry out finite element calculation on the preliminary lining, and finally whether the preliminary lining parameters meet the design achievement requirements or not is judged according to the requirements, so that the lining structure of the water tunnel can be conveniently designed efficiently, the design is simplified and verified, and the design is ensured to meet the requirements. According to the technical scheme, the comprehensive quantitative design method provided by the application integrates finite element calculation means and a standard analysis method, provides a new lining design technical method and realizes the standardization of tunnel lining design. Specifically, the main technical problems to be solved are: when the lining structure bears the superposition combination of self weight, internal water pressure, external water pressure and rock pressure, quantitative design calculation can still be carried out according to the method; quantitatively considering a gap between the lining and the surrounding rock in design analysis; when the tunnel encounters fault skew, quantitative design analysis can still be carried out by using the method; by using the method, the finite element calculation result can be further utilized, and the method is combined with the lining reinforcement design and the crack development quantitative analysis, so that the accuracy and the economy of the tunnel lining design are improved.
Combining with the realization condition of the lining structure design to obtain safe and reliable lining structure to the maximum extentAccording to the method, after the primary lining parameter is judged to meet the requirement according to the finite element calculation result, the geological condition is judged to be changed, when the geological condition is not changed, the design calculation verification work can be determined to be completed, when the geological condition is changed, the lining parameter needs to be drawn again, the finite element calculation is carried out, and then the primary lining parameter is judged again. According to design requirements, the lining parameters which are preliminarily simulated according to the existing hydrogeological data at least comprise tunnel excavation diameter D, tunnel lining thickness h, concrete label for lining and steel bar specification, and the design tensile strength f of the concrete needing finite element calculation is determined on the basistDesigned compressive strength f of concretecDesign tensile strength f of steel baryAnd design compressive strength f of reinforcing bary'. And simultaneously preliminarily determining a gap value delta between the lining and the surrounding rock during preliminary lining parameters, wherein the gap value delta is determined to be 0 or 0.2 mm.
Furthermore, when the comprehensive quantitative design platform is used for designing and calculating the lining structure, the steps of establishing a finite element calculation model, dividing a grid, assigning calculation parameters and completing finite element calculation at least comprise the steps of establishing the finite element calculation model, dividing the grid, assigning the calculation parameters and completing the finite element calculation when a finite element calculation program is called on the comprehensive quantitative design platform to complete the finite element calculation, and the steps of establishing the model, dividing the grid, assigning the calculation parameters and completing the finite element calculation are all automatically completed by calling an external finite element calculation program through internal codes on the comprehensive quantitative design platform. And when a finite element calculation model is established, gaps between the lining and surrounding rocks are directly considered, and a fault model is directly established in the calculation model, so that the load combination problem of the lining dead weight, the internal water pressure, the external water pressure and the rock pressure which are considered in a superposition mode is solved. Before judging whether the primary lining parameters meet the requirements of design results according to the finite element calculation results, retrieving the finite element calculation results through a comprehensive quantitative design platform, wherein the retrieving of the finite element calculation results is carried out according to the following steps,
based on the calculation data of the lining structure stored in the comprehensive quantitative design platform, at least a vault section, a vault downward 45-degree section, a section at the center line and an arch are set at the typical part of the liningCalculating key sections of bottom sections and sections with 45 degrees upwards from the arch bottom, then extracting axial force N and bending moment M of corresponding sections on the selected sections by using a local coordinate system method, and finally finding out the maximum first principal stress sigma of nodes for all lining nodes by a traversal method1maxFinding the absolute value sigma of the minimum third principal stress of the lining node by the same method3maxThe retrieval work of the calculation result is completed,
each section is based on a cross coordinate established by taking a geometric central point of the cross section of the circular water passing tunnel as a central point, and then each section is made to pass through the central point and cut into a section formed by lining along the longitudinal direction. After retrieving the finite element calculation result, whether the design scheme meets the strength requirement is evaluated according to the finite element calculation result, in the following specific process,
σ1max≤ftwhere σ is1maxIs the maximum first principal stress of the lining, ftDesigning tensile strength for the concrete;
σ3max≤fcwhere σ is3maxIs the absolute value of the minimum third principal stress of the lining, fcDesigning compressive strength for the concrete;
according to the extracted axial force N and bending moment M of the key section, combining the design of the selected lining scheme and the calculated steel bar stress sigma of the selected steel barskThe stress of the steel bar is not higher than the designed tensile strength and the designed compressive strength of the steel bar;
obtaining the stress sigma of the steel barskCalculating the development amount omega of the lining cracks obtained according to the comprehensive quantitative design platformmaxSatisfy the crack development amount omegamaxNot higher than the crack limit value omega defined by the specificationlim. After the 'preliminary lining parameters' are calculated by the comprehensive quantitative design platform and are compared and judged to meet the requirements, the steps can be repeated to complete the optimization work of the tunnel lining design scheme such as reducing the lining thickness h and reducing the quantity of selected reinforcing steel bars.
DETAILED DESCRIPTION OF EMBODIMENT (S) OF INVENTION
The lining design method is mainly developed by depending on lining design standards proposed by finite element calculation principles and specifications.
Hydrogeological data, which is the basic data for any design work, has been provided by professional work at the previous stage, and is already available when the lining design work is performed. Through hydrogeological data, the surrounding rock pressure, the internal water pressure, the external water pressure and the initial gap between the lining and the surrounding rock of the lining structure can be obtained preliminarily, for example, the construction gap is usually considered to be 0.2 mm. At this stage, the lining crack development limit value standard is also determined, and if the fault influence exists, the structural parameters and the physical and mechanical parameters of the fault are also determined.
It should be noted that:
the construction gap is considered to be 0.2mm, which is a standard recommended value, and this value is an empirical value after the construction is completed.
And secondly, because the hydrogeological data is basic data of the design work and is directly provided by the professional in the previous stage, general structural design workers directly use the hydrogeological data, and the physical and mechanical parameters of the rock, the structural parameters of the fault and the physical and mechanical parameters of the fault can be directly read from characters and tables in the hydrogeological data.
The finite element calculation principle or formula is shown as follows. The finite element calculation principle has been published for many years and is widely accepted by structural calculation in engineering. The linear elastic finite element obtains an elastomechanics problem finite element expression form based on an elastomechanics variation principle. The basic idea of the linear elastic finite element is as follows: dispersing a larger continuous domain into a finite number of units with simple geometric shapes, expressing the material properties and control equations of the units by using unknown quantities of unit nodes, processing the integration, load and constraint conditions of the units to obtain an equation set, and finally solving the equation set to obtain an approximate solution. The formation of the cellular stiffness matrix and the global stiffness matrix in the solution process is the most important part of the above process.
And fourthly, designing a lining structure. For the design of the lining structure, firstly, the bearing capacity design is needed, namely the lining of the design scheme should meet the requirement of strength when bearing load, and at this stage, whether the design scheme meets the first 4 conditions of 'design result judgment' shown in fig. 9 is mainly verified. Secondly, normal use limit state design is required, namely the design scheme cannot generate crack values which do not meet the standard limit value under the action of load, and whether the design scheme meets the 5 th condition of 'design result judgment' shown in figure 9 is mainly verified at the stage.
The finite element calculation principle or formula is as follows:
a. the formula for checking the bearing capacity of the eccentric compression section is as follows:
e0＝M/N
b1. the formula for checking the bearing capacity of the small eccentric tension section is as follows:
b2. the formula for checking the bearing capacity of the large eccentric tension section is as follows:
c. the section normal use limit state checking formula is as follows:
ωmax≤ωlim
according to hydrogeological data, the method can select the tunnel excavation diameter D, the tunnel lining thickness h, the concrete grade for lining and the specification of the steel bars, and the material parameters and the strength control parameters of finite element calculation, such as the design tensile strength ft of the concrete, the design compressive strength fc of the concrete, the design tensile strength fy of the steel bars, the design compressive strength fy' of the steel bars and the like, are determined in the link. And determining a gap value delta between the lining and the surrounding rock.
It should be noted that: common parameters can be selected by means of experience of designers when the tunnel excavation diameter D, the tunnel lining thickness h, the concrete label for lining and the specification of the steel bar are preliminarily selected. Because the process is in the stage of planning, the above parameters must be initially simulated manually to perform the next stage. The selection of the gap value delta between the lining and the surrounding rock can be directly selected according to the hydrogeological data, and the method gives a suggested value, namely 0.2mm or 0 mm.
The platform of the method stores the basic design data in the platform, and then calls a finite element program to establish a model, divide a grid, assign calculation parameters and complete finite element calculation by using the platform of the method. The work of the steps is completed by calling a finite element program by the method platform. When the finite element calculation model is established, gaps between the lining and the surrounding rock are directly considered, and the fault model (if existing) is directly established in the calculation model. The problem of load combination of lining dead weight, internal water pressure, external water pressure and rock pressure is considered in a superposition mode is solved. The problem of the gap between the lining and the surrounding rock is quantitatively considered in the design analysis is solved. The problem of quantitative design analysis when the tunnel encounters fault skew is solved.
It should be noted that: the method comprises the steps of establishing a model, dividing a grid, assigning calculation parameters and completing finite element calculation, belongs to the method that a platform calls an external finite element program by using an internal code of the platform to automatically complete the finite element calculation, and is mainly used for automatically completing the links of establishing the model, dividing the grid, assigning the calculation parameters and completing the finite element calculation so as to facilitate the program to automatically retrieve finite element results in the next step.
The calculation results are then retrieved from the finite element program using the present method platform: setting and calculating key sections at typical positions of the lining according to lining structure data stored by the platform of the method, wherein the specific key sections are shown in FIG. 8, such as a vault section, a vault downward 45-degree section, a center line section, a vault bottom section and a vault upward 45-degree section; extracting the axial force N and the bending moment M of the selected section by using a local coordinate system method; and finding the maximum first principal stress sigma 1max of the nodes by a traversal method for all the lining nodes, and finding the absolute value sigma 3max of the minimum third principal stress of the lining nodes by the same method.
The following is a link of evaluating whether the design scheme meets the strength requirement by the design method, and is also the key of the design method: σ 1max is less than or equal to ft, namely the maximum first principal stress of the lining must not be higher than the designed tensile strength of the concrete; σ 3max ≦ fc, i.e. the absolute value of the minimum third principal stress of the lining must not be higher than the designed compressive strength of the concrete; according to the extracted axial force N and bending moment M of the key section and in combination with a design selection lining scheme, the method platform can calculate the stress sigma sk of the steel bar of the selected steel bar, wherein the stress of the steel bar must not be higher than the designed tensile strength and compressive strength of the steel bar; after the stress sigma sk of the steel bar is obtained, the platform of the method can calculate the lining crack development amount omega max, and the crack development amount omega max must not be higher than the crack limit value omega lim defined by the specification. Therefore, the problem that finite element calculation results are used for quantifying reinforcement amount and crack development amount is solved. The above-mentioned contents, namely the work contents of "design result evaluation" shown in fig. 1, must all be satisfied, otherwise, the design solution is re-drawn and checked again.
If the tunnel lining design scheme in the 'preliminary lining parameters' completely meets the conditions in 'design result judgment', the tunnel lining design scheme meets the standard bearing capacity and normal use requirements, and the design process is finished. But the method can still be continuously used for optimizing the design scheme of the tunnel lining, such as reducing the lining thickness h and reducing the quantity of selected steel bars.
Example one
The invention aims to provide a new lining design technical method by integrating finite element calculation means and a standard analysis method, so as to standardize the tunnel lining design. Specifically, the technical problems to be solved by the present invention are: when the lining structure bears the superposition combination of self weight, internal water pressure, external water pressure and rock pressure, quantitative design calculation can still be carried out according to the method; quantitatively considering a gap between the lining and the surrounding rock in design analysis; when the tunnel encounters fault skew, quantitative design analysis can still be carried out by using the method; fourthly, the method can further utilize the finite element calculation result to be combined with the lining reinforcement design and the crack development quantitative analysis. By solving the technical problems, the accuracy and the economical efficiency of the tunnel lining design are improved.
As shown in fig. 1 to 7, the method for designing the lining structure of the circular water tunnel provided by the invention has the advantages of convenience in operation, high automation degree, capability of improving the simulation analysis precision and capability of avoiding errors as much as possible. The design method comprises the following steps of,
a) developing software, wherein the development kit comprises a software platform of a basic data input module, a preliminary lining module, a CAE modeling calculation module and a design result analysis and evaluation module;
b) the hydrogeological data belongs to design input data, is provided for designers by upstream professionals, and is directly filled into a platform for use, and if fault cutting exists, fault geological information data also needs to be listed, as shown in figure 1;
c) in the stage of primarily planning lining parameters, designers need to preset the inner diameter of the tunnel, the lining thickness and the lining and surrounding rock gap value, the 3 values are designed by the designers, the lining concrete material parameters and the steel bar material parameters need to be selected by the designers from the existing materials, then the parameters are directly taken and referred to the hydraulic engineering concrete structure design specification (DL/T5057-2009), and the surrounding rock pressure gauge is taken and referred to the hydraulic engineering tunnel design specification (NB/T10391-Buck 2020), as shown in FIG. 2;
d) designing the scale of a finite element calculation model by designers according to the primary lining parameters, wherein the boundary distance from the central line of the tunnel to the surrounding rock is generally not less than 3-5 times of the diameter of the tunnel, fault information belongs to basic data, and the step a) is finished, as shown in figure 3, calling an external program by using the platform to finish building a tunnel calculation analysis physical model, wherein the model comprises geological information of lining and surrounding rock, and considering the geological information of the gap (if any) between the lining and the surrounding rock and the fault (if any), as shown in figure 4;
e) calling a cae program, establishing a tunnel calculation model and completing finite element calculation, and calling back a finite element result as shown in FIG. 6, wherein the whole process is completed by a software platform background without manual intervention as shown in FIG. 5;
f) and rechecking the reasonability of the calculation design result according to the recalled finite element calculation result. The axial force N and the bending moment M of the key section in the finite element calculation result are combined with a theoretical calculation formula (see specification 'hydraulic concrete structure design specification' (DL/T5057-2009)), reinforcement calculation amount of the method is provided, and the crack development width is quantitatively given, as shown in FIG. 7.
It should be noted that the software used and/or developed by the platform is visual basic6.0, which is software developed and obtained by a software development company according to the technical requirements provided by the customers and can realize corresponding functions and purposes, and the operating platform is Windows.
The invention has the beneficial effects that: 1. the method integrates the process of providing surrounding rock conditions and geological parameters for geological specialties → designing personnel for primarily simulating lining parameters → establishing a structural model → dividing grids → inputting calculation parameters → stress calculation → achievement arrangement → section checking calculation and reinforcement calculation into a platform, so that the manual design deviation of the operation of the designing personnel is reduced. 2. The method can consider geological faults, gaps between lining and surrounding rocks and complex working conditions including mountain rock pressure. 3. Compared with the traditional technology, the method has wide applicability, high precision and high efficiency. 4. The method combines the finite element calculation result with the reinforcement calculation and the crack development calculation which are provided by the specification, and finally obtains the reinforcement result and the crack development calculation result of the method.
Claims (9)
1. A comprehensive quantitative design method for a circular water-passing tunnel lining structure is characterized by comprising the following steps: the comprehensive quantitative design method at least comprises the steps of establishing a comprehensive quantitative design platform, primarily designing lining parameters on the comprehensive quantitative design platform according to the existing hydrogeological data, calling a finite element calculation program to complete finite element calculation, judging whether the primarily designed lining parameters meet the requirements of design results according to the finite element calculation result,
wherein, the following conditions are at least satisfied when the design result is judged,
σ1max≤ft；
σ3max≤fc；
σsk(N；M)≤fy；
σsk(N；M)≤fy ’；
ωmax＝αcrψ(σsk-σ0)/Eslcr≤ωlim；
in the above-mentioned conditional expressions,
σ1maxin the finite element calculation result, the maximum first principal stress of the lining structure can be directly found from the finite element calculation result through the platform;
ftthe design tensile strength of the lining concrete belongs to design basic information and is inquired from the specification;
σ3maxin the finite element calculation result, the absolute value of the third principal stress minimum value of the lining structure can be directly found from the finite element calculation result through the platform;
fcdesigning the compressive strength of the lining concrete, belonging to design basic information and inquiring from the specification;
n is an axial force value of a typical section in a finite element calculation result, and can be directly found from the finite element calculation result through a platform;
m is a bending moment value of a typical section in a finite element calculation result, and can be directly found from the finite element calculation result through a platform;
σskthe calculation formula is set forth in section 10.2.3 in the specification of Hydraulic concrete Structure design Specification (DL/T5057-2009) for the steel bar stress obtained according to lining thickness, steel bar proportioning, N, M and a specification calculation method;
ωmaxthe calculation formula is set forth in section 10.2.2 in the specification of Hydraulic concrete Structure design (DL/T5057-2009), in order to calculate the width of the crack according to the stress of the steel bar, the lining thickness, the grade of the lining concrete, the using amount of the steel bar and the grade of the steel bar;
ωlimthe maximum crack propagation width limit is determined directly from the hydrogeological data.
2. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 1, wherein the method comprises the following steps: and judging whether the geological conditions are changed or not after judging that the primary lining parameters meet the requirements according to the finite element calculation result, determining that the design calculation verification work is finished when the geological conditions are not changed, re-drafting the lining parameters and performing finite element calculation when the geological conditions are changed, and then judging the primary lining parameters again.
3. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 2, wherein the method comprises the following steps: the lining parameters preliminarily determined according to the existing hydrogeological data at least comprise tunnel excavation diameter D, tunnel lining thickness h, concrete mark number for lining and steel bar specification, and the design tensile strength f of the concrete needing finite element calculation is determined on the basistDesigned compressive strength f of concretecDesign tensile strength f of steel baryAnd design compressive strength f of reinforcing bary ’。
4. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 3, wherein the method comprises the following steps: and simultaneously preliminarily determining a gap value delta between the lining and the surrounding rock during preliminary lining parameter simulation, wherein the gap value delta is determined to be 0 or 0.2 mm.
5. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 2, 3 or 4, wherein: the method at least comprises the steps of establishing a finite element calculation model, dividing a grid, assigning calculation parameters and finishing finite element calculation when a finite element calculation program is called on the comprehensive quantitative design platform to finish the finite element calculation, wherein the steps of establishing the model, dividing the grid, assigning the calculation parameters and finishing the finite element calculation are all automatically finished by calling an external finite element calculation program through internal codes on the comprehensive quantitative design platform.
6. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 5, wherein the method comprises the following steps: when a finite element calculation model is established, gaps between the lining and surrounding rocks are directly considered, and a fault model is directly established in the calculation model, so that the load combination problem of lining dead weight, internal water pressure, external water pressure and mountain rock pressure in a superposition consideration mode is solved.
7. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 6, wherein the method comprises the following steps: before judging whether the primary lining parameters meet the requirements of design results according to the finite element calculation results, retrieving the finite element calculation results through a comprehensive quantitative design platform, wherein the retrieving of the finite element calculation results is carried out according to the following steps,
based on the calculation data of the lining structure stored in the comprehensive quantitative design platform, at least setting a vault section, a vault downward 45-degree section, a center line section, a vault bottom section and an arch bottom upward 45-degree section at a typical part of the lining, then extracting the axial force N and the bending moment M of the corresponding sections on the selected sections by using a local coordinate system method, and finally finding nodes of all lining nodes by a traversal methodMaximum first principal stress σ of1maxFinding the absolute value sigma of the minimum third principal stress of the lining node by the same method3maxThe retrieval work of the calculation result is completed,
each section is based on a cross coordinate established by taking a geometric central point of the cross section of the circular water passing tunnel as a central point, and then each section is made to pass through the central point and cut into a section formed by lining along the longitudinal direction.
8. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 7, wherein the method comprises the following steps: after retrieving the finite element calculation result, whether the design scheme meets the strength requirement is evaluated according to the finite element calculation result, in the following specific process,
σ1max≤ftwhere σ is1maxIs the maximum first principal stress of the lining, ftDesigning tensile strength for the concrete;
σ3max≤fcwhere σ is3maxIs the absolute value of the minimum third principal stress of the lining, fcDesigning compressive strength for the concrete;
according to the extracted axial force N and bending moment M of the key section, combining the design of the selected lining scheme and the calculated steel bar stress sigma of the selected steel barskThe stress of the steel bar is not higher than the designed tensile strength and the designed compressive strength of the steel bar;
obtaining the stress sigma of the steel barskCalculating the development amount omega of the lining cracks obtained according to the comprehensive quantitative design platformmaxSatisfy the crack development amount omegamaxNot higher than the crack limit value omega defined by the specificationlim。
9. The comprehensive quantitative design method for the circular water tunnel lining structure according to claim 8, wherein: after the 'preliminary lining parameters' are calculated by the comprehensive quantitative design platform and are compared and judged to meet the requirements, the steps can be repeated to complete the optimization work of the tunnel lining design scheme such as reducing the lining thickness h and reducing the quantity of selected reinforcing steel bars.
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