CN107818200B - Design and calculation method for advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model - Google Patents
Design and calculation method for advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model Download PDFInfo
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Abstract
The invention discloses a design method and a model of an advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model, which comprises the following steps: according to the actual construction working condition, establishing an advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical analysis model of the tunnel; determining an action load value according to the current construction state and an agreed calculation method, and calculating the internal force and deformation of the structure; judging whether each typical physical quantity exceeds an allowable value, if so, strengthening corresponding support structure design parameters according to the physical quantity which does not meet the requirements, returning and recalculating, if not, gradually weakening the corresponding support structure design parameters and returning and recalculating until the typical physical quantities obtained under the condition of the current support parameters are close to the allowable value, and ending; and calculating the state of the next working condition until the analysis of all the circulating working conditions is finished, and outputting the final design value of the support structure parameters. The invention reduces the cost on the premise of ensuring the safety.
Description
Technical Field
The invention relates to the field of tunnel design, in particular to an advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model considering the synergistic effect of advanced small conduit, steel arch frame, foot locking anchor rod (pipe) and other components and a design method thereof.
Background
In recent years, with the vigorous development of infrastructure construction in China, more and more shallow-buried weak surrounding rock tunnels appear. In order to ensure the rapid tunnel construction, a step method based on a pipe shed advanced support measure is adopted in many engineering practices for construction, and the problems of tunnel arch springing settlement and steel frame sinking frequently occur in actual construction due to insufficient bearing capacity of the arch springing foundation under the condition of weak surrounding rocks. Aiming at the problems possibly occurring in the construction, the steel frames on two sides of the step are often designed into a large arch springing form and are provided with foot locking anchor rods (pipes) simultaneously in the construction, so that the deformation of the structure and surrounding rocks is effectively controlled, and the safety of tunnel construction is ensured.
Although the integrated supporting structure form of the advanced small conduit-steel arch frame-foot locking anchor rod (pipe) cooperative work is gradually formed in the shallow-buried weak surrounding rock tunnel, and a remarkable effect is achieved in engineering practice, at present, the selection of various parameters of the supporting structure does not have a reasonable and complete design method like a common tunnel supporting structure, and the mutual cooperative effect of various components is not considered in the calculation process. Therefore, in the construction process, in order to strictly control the settlement, supporting structure design parameters with a large safety factor are often adopted, and although the safety of tunnel construction is ensured, the bearing capacity of each component cannot be fully exerted, so that serious resource and fund waste is caused.
Therefore, how to perfect the design method of the existing tunnel supporting structure to give full play to the bearing performance of the material and save the manufacturing cost is a problem to be solved in the field of the current tunnel primary supporting design.
Disclosure of Invention
The invention aims to solve the technical problem that aiming at the defects of the prior art, the invention provides a design method and a model of an advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model, which fully consider the change of the stress state of a tunnel supporting structure caused by the change of the construction working condition (sequence) and ensure that the design result is safer and more reasonable.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a design method of an advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model comprises the following steps:
1) according to actual construction conditions, assuming initial design parameters of a supporting structure, and establishing a tunnel advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical analysis model;
2) determining the load acting on the tunnel advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical analysis model according to the current construction state and an agreed calculation method, and calculating the internal force and deformation of the structure to obtain various typical physical quantities;
3) judging whether each typical physical quantity exceeds an allowable value, if so, reinforcing corresponding support structure design parameters according to the physical quantity which does not meet the requirement, and returning to the step 2) for recalculation; if not, gradually weakening the design parameters of the corresponding supporting structure and returning to the step 2) for recalculation, and ending the calculation until the typical physical quantities obtained under the condition of the current supporting parameters are close to the allowable values;
4) and (3) calculating the next working condition state according to the steps 2) and 3), and outputting the optimized final support structure parameter design value until all the cycle process analysis is completed.
In step 2), the load acting on the tunnel advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical analysis model comprises: advancing the vertical and lateral surrounding rock pressure of the small guide pipe and the supporting counter force of the foot locking anchor rod and the steel arch center arch foot; wherein vertical and side direction surrounding rock pressure direct action is in advance little pipe structure, through the contact indirect supporting construction that acts on of little pipe structure of advance and steel bow member.
The load acting on any single small advanced guide pipe in the 2 theta range of the tunnel vault is as follows: q (theta) ═ qnD; wherein d is the diameter of the advanced small catheter;
qithe pressure of vertical surrounding rock borne by any single advanced small conduit; e.g. of the typeiThe lateral surrounding rock pressure on any single leading small conduit.
In the step 3), the typical physical quantities comprise the maximum tensile stress of the advanced small guide pipe, the maximum deflection of the advanced small guide pipe, the vault settlement of the primary support, the displacement of the arch springing, the maximum tensile stress of the foot-locking anchor rod and the maximum shear stress.
In the step 3), when each typical physical quantity exceeds an allowable value, corresponding support structure design parameters are reinforced according to the physical quantity which does not meet the requirements, and the method specifically comprises the following five conditions:
when the maximum tensile stress of the advanced small guide pipe exceeds the yield stress of the steel pipe, the strength or the rigidity of the advanced small guide pipe is improved;
when the maximum deflection value of the advanced small catheter exceeds the allowable range, the rigidity of the advanced small catheter is enhanced;
when the displacement of the arch springing exceeds the allowable range, the diameter of the anchor rod for locking the arch springing is increased or the contact area of the arch springing and the foundation is increased;
when the settlement of the primary support arch crown exceeds the allowable range, improving the rigidity of the steel arch, such as improving the specification of I-steel of the steel arch;
and when the maximum tensile stress of the foot-locking anchor rod exceeds the yield stress of the steel pipe or the maximum shear stress exceeds the ultimate shear strength of the steel pipe, the strength or rigidity of the foot-locking anchor rod is improved.
In the step 3), the typical physical quantity is close to the allowable value, which means that the calculated value of each typical physical quantity is 0.8-0.9 times of the allowable value.
Correspondingly, the invention also provides an advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical model, which comprises the advanced small conduit of the tunnel, the steel arch frame, the foot locking anchor rod and the mutual constraint thereof; wherein, the advanced small conduit is simulated by adopting an elastic foundation beam model; the steel arch frame is simulated by adopting a beam unit; simulating a foot locking anchor rod by adopting a friction pile unit; the interaction relationship in the mechanical model comprises: the tail end of the small advanced conduit is regarded as an unconstrained cantilever end; the foot locking anchor rod and the steel arch frame are fixedly bound; the interaction between the steel arch springing and the foundation is simulated by adopting a foundation normal spring unit. .
Compared with the prior art, the invention has the beneficial effects that:
1. the traditional tunnel primary support design method does not carry out quantitative calculation aiming at a small advanced conduit, a foot locking anchor rod (pipe) and a large arch foot structure, and the selection of the parameters completely depends on the design experience;
2. the design of the traditional tunnel supporting structure is generally carried out on the premise of full-section excavation, the actual stress conditions of tunnels under different procedures in actual subsection construction are not separately analyzed, and the reasonability of the design is controversial.
The method not only can verify the safety of the supporting structure in different procedures through calculation, but also can fully consider the synergistic effect of each component, thereby optimizing the design parameters of the supporting structure to ensure the economy of the supporting structure, being suitable for the supporting structure design of the shallow-buried weak surrounding rock tunnel, guiding the subsequent construction, and having higher guiding significance for the design and construction of the tunnel supporting structure.
Drawings
FIG. 1 is a flow chart of a design method of the present invention.
Fig. 2 is a schematic diagram of an integrated mechanical analysis model of a tunnel advanced small conduit-steel arch frame-foot locking anchor rod (pipe) provided by the invention.
Fig. 2-A is a schematic view of the consolidation constraint contact between the steel arch and the advanced small conduit.
Fig. 2-B is a schematic diagram of a simulation of a soil spring between a steel arch and a leading small conduit.
Fig. 2-C is a schematic view of the contact between the steel arch and the foot-locking anchor rod (pipe).
Fig. 3 is a model of a leading small conduit longitudinal elastic foundation beam.
FIG. 4-A is a transverse mechanics analysis model of the upper step primary support.
FIG. 4-B is a transverse mechanics analysis model of upper step + lower step primary support.
Fig. 5 is a mechanical analysis model of the locking pin anchor (tube).
In the figure:
1-leading small catheter.
And 2, primary support steel arch.
3-weld in the lock foot anchor rod (tube) of the steel arch center arch springing.
And 4, simulating a soil body spring of the elastic resistance of the surrounding rock.
5-welding contact between the components.
Detailed Description
Referring to fig. 1, the process of the method of the present invention is as follows:
(1) according to the actual construction working condition (sequence), assuming the initial design parameters of the supporting structure, establishing an advanced small conduit-steel arch frame-foot locking anchor rod (pipe) integrated mechanical analysis model of the tunnel;
(2) determining an action load value according to the current construction state and an agreed calculation method, and calculating the internal force and deformation of the structure;
(3) judging whether each typical physical quantity exceeds an allowable value, if so, strengthening corresponding support structure design parameters according to the physical quantity which does not meet the requirement, returning to the second step for recalculation, if not, gradually weakening the corresponding support structure design parameters, returning to the second step for recalculation, and ending the calculation until the typical physical quantities obtained under the condition of the current support parameters are close to the allowable value;
(4) and (4) calculating the state of the next working condition (sequence) according to the steps, and outputting the final design value of the support structure design parameters after optimization until all cycle working condition (sequence) analysis is completed.
In the method, the load acting on the tunnel advanced small conduit-steel arch frame-foot locking anchor rod (pipe) integrated mechanical analysis model comprises the following steps: the pressure of the surrounding rock in the vertical direction and the lateral direction of the advanced small guide pipe, the elastic resistance of the surrounding rock of the advanced small guide pipe, a foot locking anchor rod (pipe) and the supporting counter force of the arch foot of the steel arch frame. The elastic resistance of the surrounding rock of the advanced small conduit, the support counter force of the foot-locking anchor rod (pipe) and the steel arch springing are unknown forces, and the unknown forces are solved through model calculation.
The surrounding rock load acting on the small advanced conduit is calculated in the following way:
from the transverse analysis of the tunnel, the radial load in the supporting range of the single advanced small conduit is as follows:
in the formula, qiVertical surrounding rock pressure (gravity of an upper earth pillar body in an action range) borne by any single advanced small conduit; e.g. of the typeiThe lateral surrounding rock pressure (the product of a lateral pressure coefficient and the vertical surrounding rock pressure) borne by any single advanced small conduit.
And (3) the radial load is equivalent to the diameter of the small advanced guide pipe, and the load acting on any single small advanced guide pipe in the 2 theta range of the tunnel vault is as follows:
q(θ)＝qn/d
wherein d is the leading small catheter diameter.
Typical physical quantities for judging the safety and the rationality of the design parameters of the supporting structure include: leading small conduit maximum tensile stress, leading small conduit maximum deflection, primary support vault settlement, arch springing displacement, locking feet anchor rod (pipe) maximum tensile stress and maximum shear stress.
When the calculation result of each typical physical quantity exceeds an allowable value, the following five conditions are specifically classified according to the design parameters of the physical quantity reinforced supporting structure which do not meet the requirements:
when the maximum tensile stress of the advanced small guide pipe exceeds the yield stress of the steel pipe, the strength or the rigidity of the advanced small guide pipe is improved, such as the strength grade of the advanced small guide pipe steel pipe is improved or the diameter and the wall thickness of the advanced small guide pipe are increased;
secondly, when the maximum deflection value of the advanced small catheter exceeds the allowable range, the rigidity of the advanced small catheter is enhanced, such as the diameter of the advanced small catheter and the wall thickness of the advanced small catheter are increased;
thirdly, when the displacement of the arch springing exceeds the allowable range, the diameter of a locking anchor rod (pipe) is increased or the contact area of the arch springing and the foundation is increased;
when the settlement of the arch crown of the primary support exceeds an allowable range, improving the rigidity of the steel arch, such as improving the specification of I-steel of the steel arch;
and fifthly, when the maximum tensile stress of the foot-locking anchor rod (pipe) exceeds the yield stress of the steel pipe or the maximum shear stress exceeds the ultimate shear strength of the steel pipe, the strength or rigidity of the foot-locking anchor rod (pipe) is improved, such as the strength grade of the foot-locking anchor rod (pipe) is improved or the diameter and the wall thickness of the foot-locking anchor rod (pipe) are increased.
And when the calculation results of the typical physical quantities do not exceed the allowable values, sequentially weakening the parameters of the supporting structure, such as strength or rigidity and the like, of each member, and completing the design of the supporting structure under the construction working condition (sequence) when the calculation values of the typical physical quantities are within 0.8-0.9 times of the allowable values after the circular calculation.
As shown in fig. 2, the tunnel primary support integrated mechanical model comprises a tunnel forepoling small guide pipe 1, a steel arch 2, a foot-locking anchor rod (pipe) 3 and a constraint A, B, C therebetween, wherein q (x, y) is a surrounding rock vertical pressure acting on a support structure, and e (z) represents a surrounding rock lateral pressure acting on the support structure. As shown in fig. 2-a, a consolidation constraint is adopted between the advanced small conduit 1 and the previous steel arch 2; as shown in fig. 2-B, a soil spring connection is arranged between the leading small conduit 1 and the subsequent steel arch frame 2; as shown in fig. 2-C, the foot-locking anchor rod (pipe) 3 and the steel arch frame 2 are fixedly bound.
As shown in fig. 3, the advanced small duct 1 is longitudinally simulated by an elastic foundation beam model, and can be divided into a supported section AB and an unexcavated surrounding rock loose section, namely a cantilever end BC, according to the stress characteristics of the advanced small duct at different stages, and q (x) represents the vertical load of the surrounding rock acting on the advanced small duct 1; p (x) is the elastic resistance of the steel arch or surrounding rock. q (x) and p (x) are determined as follows:
the vertical surrounding rock load borne by the single advanced small conduit is as follows:
q(x)＝γHx
in the formula, gamma is the volume weight of the surrounding rock; hxCorresponding to the lead small conduit burial depth at xm.
The elastic resistance of the advanced small catheter is as follows:
p(x)＝kω(x)
in the formula, k is respectively expressed as elastic resistance coefficients of the steel arch frame and the surrounding rock according to different construction procedures;
omega (x) is a function of longitudinal deflection of the leading small conduit.
As shown in fig. 4-a and 4-B, the steel arch frame 2 is regarded as a plane non-hinged arch, and is simulated by using a beam unit, and the arch springing and the tangential spring between the arch springing and the foundation are simulated by using the normal direction and the tangential direction of the foundation; FIG. 4-A is a transverse mechanical analysis model of the steel arch 2 under the working condition (sequence) of excavating only the upper steps, wherein q is1(theta) represents the load of the front small guide pipe 1 on the steel arch frame 2 under the working condition (sequence), P1L、P1RRespectively showing the load of the foot locking anchor rods (pipes) 3 on the left side and the right side of the lower step and the upper step on the steel arch frame 2 under the working condition (sequence); FIG. 4-B is a transverse mechanical analysis model of the lower steel arch 2 under the working condition (sequence) of the excavated upper and lower steps, wherein q is2(theta) represents the load of the front small guide pipe 1 on the steel arch frame 2 under the working condition (sequence), P2L、P2RRespectively shows the load of the foot locking anchor rods (pipes) 3 on the left and right sides of the upper step on the steel arch frame 2 under the working condition (sequence); q2L、Q2RRespectively shows the load of the foot locking anchor rods (pipes) on the left side and the right side of the lower step (sequence) on the steel arch frame 2 under the working condition. q (θ) is determined as follows:
the radial load in the supporting range of the single advanced small conduit is as follows:
in the formula, qiVertical surrounding rock pressure (gravity of an upper earth pillar body in an action range) borne by any single advanced small conduit; e.g. of the typeiThe lateral surrounding rock pressure (the product of a lateral pressure coefficient and the vertical surrounding rock pressure) borne by any single advanced small conduit.
The radial load is equivalent to the diameter of the small advanced guide pipe, and the load acting on any single small advanced guide pipe in the 2 theta range of the tunnel vault is as follows:
q(θ)＝qn/d
wherein d is the leading small catheter diameter.
Referring to fig. 4-a and 4-B, for different construction conditions (sequences), the transverse surrounding rock loads of the advanced small conduit 1 are respectively: q. q.s1(θ)、q2(θ)。
As shown in FIG. 5, the foot-locking anchor rod (pipe) 3 is simulated by a friction pile unit, and alpha represents the lower pin of the foot-locking anchor rod (pipe) 3, P0The load of the steel arch frame acting on the foot-locking anchor rod (pipe) 3 is shown; f represents the surrounding rock friction force acting on the surface of the locking anchor (tube) 3.
Claims (6)
1. An advanced small conduit-steel arch frame-foot locking anchor rod integrated design calculation method is characterized by comprising the following steps:
1) according to actual construction conditions, assuming initial design parameters of a supporting structure, and establishing a tunnel advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical analysis model;
2) determining the load acting on the tunnel advanced small conduit-steel arch frame-foot locking anchor rod integrated mechanical analysis model according to the current construction state and an agreed calculation method, and calculating the internal force and deformation of the structure to obtain various typical physical quantities;
3) judging whether each typical physical quantity exceeds an allowable value, if so, reinforcing corresponding support structure design parameters according to the physical quantity which does not meet the requirement, and returning to the step 2) for recalculation; if not, gradually weakening the design parameters of the corresponding supporting structure and returning to the step 2) for recalculation, and ending the calculation until the typical physical quantities obtained under the condition of the current supporting parameters are close to the allowable values;
4) and (3) calculating the next working condition state according to the steps 2) and 3), and outputting the optimized final support structure parameter design value until all the cycle process analysis is completed.
2. The advanced ductus columniformis-steel arch frame-foot-locking anchor rod integrated design calculation method as claimed in claim 1, wherein in the step 2), the load acting on the tunnel advanced ductus columniformis-steel arch frame-foot-locking anchor rod integrated mechanical analysis model comprises: advancing the vertical and lateral surrounding rock pressure of the small guide pipe and the supporting counter force of the foot locking anchor rod and the steel arch center arch foot; wherein vertical and side direction surrounding rock pressure direct action is in advance little pipe structure, through the contact indirect supporting construction that acts on of little pipe structure of advance and steel bow member.
3. The advanced ductus columni as claimed in claim 2, wherein the load acting on any single advanced ductus columni within 2 θ of the tunnel vault is: q (theta) ═ qnD; wherein d is the diameter of the advanced small catheter;
qithe pressure of vertical surrounding rock borne by any single advanced small conduit; e.g. of the typeiThe lateral surrounding rock pressure on any single leading small conduit.
4. The advanced ductwork-steel arch-lock anchor integrated design calculation method according to claim 1, wherein in step 3), the typical physical quantities include advanced ductwork maximum tensile stress, advanced ductwork maximum deflection, preliminary support arch crown settlement, arch springing displacement, lock anchor maximum tensile stress and maximum shear stress.
5. The advanced small conduit-steel arch frame-foot locking anchor rod integrated design calculation method of claim 4, wherein in the step 3), when each typical physical quantity exceeds an allowable value, corresponding support structure design parameters are strengthened according to the physical quantity which does not meet the requirements, and the method is specifically divided into the following five conditions:
when the maximum tensile stress of the advanced small guide pipe exceeds the yield stress of the steel pipe, the strength or the rigidity of the advanced small guide pipe is improved;
when the maximum deflection value of the advanced small catheter exceeds the allowable range, the rigidity of the advanced small catheter is enhanced;
when the displacement of the arch springing exceeds the allowable range, the diameter of the anchor rod for locking the arch springing is increased or the contact area of the arch springing and the foundation is increased;
when the settlement of the primary support arch crown exceeds the allowable range, improving the rigidity of the steel arch, such as improving the specification of I-steel of the steel arch;
and when the maximum tensile stress of the foot-locking anchor rod exceeds the yield stress of the steel pipe or the maximum shear stress exceeds the ultimate shear strength of the steel pipe, the strength or rigidity of the foot-locking anchor rod is improved.
6. The advanced small conduit-steel arch frame-foot locking anchor rod integrated design calculation method of claim 5, wherein in the step 3), the typical physical quantity is close to the allowable value, which means that each typical physical quantity calculated value is 0.8-0.9 times of the allowable value.
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