CN108154002B - Combined type multi-arch tunnel intermediate wall structure stress calculation method - Google Patents
Combined type multi-arch tunnel intermediate wall structure stress calculation method Download PDFInfo
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- CN108154002B CN108154002B CN201810186548.8A CN201810186548A CN108154002B CN 108154002 B CN108154002 B CN 108154002B CN 201810186548 A CN201810186548 A CN 201810186548A CN 108154002 B CN108154002 B CN 108154002B
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Abstract
The invention relates to a method for calculating stress of a composite multi-arch tunnel intermediate wall structure, and belongs to the field of tunnel engineering. In the method, in the process of excavating the combined multi-arch tunnel, after primary support buckling arch is finished, the primary support is taken as a research object, the connecting part of the primary support and the intermediate wall is simplified into a fixed support, and the internal force of the end part of the primary support is calculated according to a load-structure method. And then taking the intermediate wall as a stressed member, applying the internal force of the primary support end part, the dead weight of the intermediate wall structure, the triangular soil covering weight at the top of the intermediate wall and the vertical supporting force of the substrate to the intermediate wall, obtaining the internal force of the temporary cross brace according to a static balance equation and a temporary cross brace arrangement scheme, further obtaining the internal force condition of the weak cross section of the intermediate wall, and carrying out bearing force checking calculation on the temporary cross brace and the intermediate wall. The method is simple, can solve the reasonable design of the temporary cross brace in construction, can solve the checking calculation of the section size and the reinforcing bars of the intermediate wall, and avoids the blind design of the temporary cross brace and the intermediate wall.
Description
Technical Field
The invention relates to a method for calculating the stress of an intermediate wall structure, in particular to a method for calculating the stress of the intermediate wall structure of a combined multi-arch tunnel, and belongs to the field of tunnel engineering.
Background
The multi-arch tunnel has the advantages of large freedom degree of hole position selection, small lead occupation area, convenience for bridge and tunnel connection, convenience for operation management and the like, and is widely applied to engineering practice at present. The multi-arch tunnel mainly comprises an integral multi-arch tunnel and a composite multi-arch tunnel. Compared with an integral multi-arch tunnel, the composite multi-arch tunnel has the advantages of independent secondary lining closed ring formation, simple stress system, good water prevention and drainage effect, less later-stage operation damage and the like. The composite multi-arch tunnel mid-board mainly plays a role in the primary arch supporting and buckling process, and only plays a role in connecting the two side tunnels into a whole and transmitting horizontal action force after the secondary lining is closed into a ring. In the process of primary arch buckling, the middle partition wall is complex in stress and various in mechanical conversion times, and deflection of the middle partition wall is easily caused to encroach on secondary lining limits, so that the quality of the whole project is influenced. The stress analysis method and the temporary cross brace quantitative analysis of the composite multi-arch tunnel intermediate wall structure are not solved effectively so far.
Disclosure of Invention
Based on the engineering problems and the current situation, the invention aims to solve the engineering problems that the calculation of the partition wall structure in the existing combined type multi-arch tunnel is complicated and the setting of the temporary cross braces is difficult to quantitatively analyze, make up the defects of the conventional design, provide a novel and effective calculation method, and be capable of efficiently calculating the stress of the partition wall structure and quantitatively analyzing the temporary cross braces.
In order to achieve the purpose, the specific technical scheme of the invention is as follows:
a stress calculation method for a composite multi-arch tunnel intermediate wall structure is characterized by comprising the following steps: the method comprises the following steps:
step (1), calculating internal force of primary support end of outer tunnel
Completing primary support arch buckling of the tunnel on the outer side of the combined multi-arch tunnel, independently analyzing primary support according to a load structure method according to the obtained vertical pressure of the arch part of the tunnel and the horizontal surrounding rock pressure, simplifying the connecting part of the primary support and the intermediate wall into a fixed support, and finally obtaining the internal force of the end part of the primary support;
step (2), calculating the internal force distribution of the variable cross-section mid-partition
Taking the intermediate wall as a research object, applying the internal force obtained in the step (1), the self weight of the intermediate wall, the triangular soil covering weight at the top of the intermediate wall and the vertical supporting force of the base of the intermediate wall on the intermediate wall, calculating the internal force of a temporary cross brace according to a static balance condition to obtain the internal force distribution of the intermediate wall with a variable cross section, and further performing cross section checking calculation and reinforcing; the friction force between the intermediate wall and the surrounding rock is not considered in the calculation process;
step (3) calculating internal force of end part of primary support structure of inner and outer side tunnels
Completing primary support arch buckling of the inner tunnel and the outer tunnel of the combined multi-arch tunnel, and respectively obtaining the internal force of the end parts of the primary support structure of the inner tunnel and the outer tunnel according to the step (1);
step (4), calculating the internal force of the temporary cross brace and the variable cross-section mid-partition
And (4) applying the internal force of the primary support end part, the dead weight of the structure of the intermediate wall, the triangular soil covering weight at the top of the intermediate wall and the vertical supporting force obtained by calculation in the step (3) to the intermediate wall, obtaining the internal force of the temporary cross brace and the variable cross-section intermediate wall according to the arrangement condition of the temporary cross brace, and checking the bearing capacity of the temporary cross brace and the variable cross-section intermediate wall.
Further, in the step (1), determining the height of the slump arch according to the grade of the surrounding rock, considering the stress release rate eta, obtaining the surrounding rock pressure of the outer tunnel, and connecting the primary support and the surrounding rock through a spring chain rod only subjected to pressure.
Further, in the step (2), judging whether the other side of the intermediate wall needs to be supported by a temporary cross brace or not according to a static balance condition;
if the temporary cross braces need to be arranged, the axial force of each cross brace is obtained according to stress balance; and finally, obtaining the internal force of the weakest section of the intermediate wall, and carrying out reinforcement and bearing capacity checking calculation on the internal force.
Further, in the step (3), the stress release rate η is considered to obtain the pressures of the surrounding rocks of the inner and outer tunnels, the primary supports of the inner and outer tunnels are respectively taken as research objects, the connecting part of the primary supports and the intermediate wall is simplified into a fixed support, and the primary supports and the surrounding rocks are connected through a spring chain rod which is only pressed by adopting a load-structure method to obtain the internal force of the primary support end parts of the inner and outer tunnels.
Further, in the step (4), whether the other side of the intermediate wall needs to be supported by a temporary cross brace is judged according to a static balance condition; and obtaining the axial force of each cross brace according to the design scheme of the temporary cross braces, finally obtaining the internal force of the weakest section of the intermediate wall, and carrying out reinforcement and bearing capacity checking calculation on the internal force. According to different arrangement forms of the temporary wales, the corresponding internal force of the wales is calculated, so that the structural design of the wales is more economical and reasonable.
Compared with the prior art, the invention has the main technical effects that:
(1) the invention can quantitatively analyze the stress condition of the temporary cross brace in the construction process of the combined multi-arch tunnel, so that the temporary cross brace is more reasonable and effective in design.
(2) The invention provides an internal force calculation method of a composite multi-arch tunnel intermediate wall structure, which is used for obtaining the internal force of a temporary cross brace according to a static balance equation and a temporary cross brace arrangement scheme, further obtaining the internal force condition of a weak cross section of an intermediate wall and carrying out bearing capacity checking calculation on the temporary cross brace and the intermediate wall. The size and the reinforcing bar of the intermediate wall are designed more reasonably, and the section size and the reinforcing bar of the intermediate wall can be calculated and checked efficiently.
(3) The invention effectively realizes reasonable calculation and design of the intermediate wall and the temporary cross braces, avoids blind design and construction, and has remarkable economical efficiency and safety.
Drawings
FIG. 1 is a schematic view of the composite multi-arch tunnel structure of the present invention;
fig. 2 is a flowchart for calculating the intermediate wall of the composite multi-arch tunnel according to the present invention;
FIG. 3 is a model for calculating the structure of the partition wall in the composite multi-arch tunnel.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of examples of the present invention, and not all examples. All other embodiments, which can be obtained by a person skilled in the art without inventive effort based on the embodiments of the present invention, are within the scope of the present invention.
As shown in fig. 1, the composite multi-arch tunnel according to the present embodiment includes an inner tunnel 1, an outer tunnel 2, and a middle pilot tunnel 3 disposed between the inner tunnel 1 and the outer tunnel 2, where the middle pilot tunnel 3 includes an intermediate wall 6, a primary support 7 for construction of the middle pilot tunnel 3, a primary support 9 and a secondary lining 5 of the inner tunnel 1, and a primary support 8 and a secondary lining 4 of the outer tunnel 2.
As shown in fig. 2, for the composite type multiple arch tunnel, the method for calculating the stress of the partition wall structure in the composite type multiple arch tunnel is as follows:
step (1), calculating the vertical pressure and the horizontal surrounding rock pressure of the arch part of the tunnel at the outer side of the multi-arch tunnel:
based on the assumption of collapse arch, determining a deep and shallow burying boundary and a tunnel load mode by combining a deep and shallow burying boundary method of a single-hole tunnel in Highway tunnel design Specifications (JTGD70-2004) to obtain the vertical pressure q of the arch part of the outer tunnelwAnd horizontal surrounding rock pressure ew1、ew2、ew1’、ew2', as shown in FIG. 3, the details are as follows:
A. judging the depth of the tunnel, and according to a judgment formula of the equivalent height of the load: hp＝(2～2.5)hpIn the formula: hpThe depth of the boundary of the deep and shallow buried tunnel (unit: m); taking H from IV-VI grade surrounding rockp＝2.5hpH from grade I-III surrounding rockp＝2.0hp；
hp is the load equivalent height (unit: m).
B. And (4) obtaining the vertical pressure q of the arch part of the outer tunnel according to the surrounding rock grade and the burial depth by referring to appendix E and appendix F of Highway Tunnel design Specification (JTGD70-2004)wPressure e of horizontal surrounding rock on both sidesw1、ew2、ew1’、ew2’。
Step (2), calculating the internal force of the end part of the primary support
According to the surrounding rock grade, referring to appendix D of highway tunnel Specification, determining that the stress release rate of the surrounding rock excavated in the tunnel is eta, and determining that the surrounding rock pressure borne by the outer tunnel is eta qw、ηew1、ηew1、ηew1’、ηew1’。
Taking the primary support of the outer tunnel as a research object, simplifying the connecting part of the primary support and the intermediate wall into a fixed support, connecting the primary support and the surrounding rock through a spring chain rod which is only pressed by adopting a load-structure method to obtain the internal force of the end part of the primary support, wherein the internal force comprises a bending moment M as shown in figure 3wAnd Mw', axial force NwAnd Nw' and shear force QwAnd Qw', the bending moment is positive clockwise, the axial force is positive under compression, and the shear force is positive to rotate the member clockwise.
Step (3) calculating the internal force of the intermediate wall
The weight W of the triangular block at the top of the intermediate wall was applied as shown in FIG. 3, taking the intermediate wall as a subject regardless of the frictional force between the intermediate wall and the surrounding rocks1Reaction force F of internal force of primary support end, structural dead weight W and lower vertical supporting force FVertical。
By whether or not Σ F is satisfiedxAnd (5) judging whether the other side of the intermediate wall needs temporary cross bracing support or not according to the value of 0.If a temporary cross brace needs to be arranged, according to the cross brace arrangement scheme, the sum of the sigma Fx＝0；∑Fy＝0；∑MObtaining the axial force F of each cross brace as 01、F2、…、Fn. And finally, obtaining the internal force (bending moment M, axial force N and shearing force Q) of the weakest section of the intermediate wall, and carrying out reinforcement and bearing capacity checking calculation on the internal force.
Step (4), calculating the arch vertical pressure and horizontal surrounding rock pressure of the tunnel on the inner side and the outer side of the multi-arch tunnel
After the inner side tunnel is excavated, based on the assumption of double collapse arches, the vertical pressure q of the vault of the inner side tunnel and the vault of the outer side tunnel are respectively obtained by combining the design specification of the highway tunnel (JTGD70-2004) multi-arch tunneln、qwPressure e of horizontal surrounding rock on both sidesn1、en2、en1’、en2’、ew1、ew2、ew1’、ew2', as shown in FIG. 3.
Step (5), calculating internal force of the primary support end of the inner and outer side tunnels
According to the surrounding rock grade, referring to appendix D of highway tunnel Specification, determining that the stress release rate of the tunnel excavation surrounding rock is eta, and determining the surrounding rock pressure eta q born by the inner tunnel and the outer tunneln、ηqw、ηen1、ηen2、ηen1’、ηen2’、ηew1、ηew2、ηew1’、ηew2' separately using the primary supports of the inner and outer tunnels as research objects, simplifying the connecting part of the primary support and the intermediate wall into a fixed support, connecting the primary support and the surrounding rock by a spring chain rod which is only pressed by adopting a load-structure method to obtain the internal force of the primary support end part of the inner and outer tunnels, wherein the internal force comprises a bending moment M as shown in figure 3n’、Mw', axial force Nn’、Nw', shear force Qn’、Qw', the bending moment is positive clockwise, the axial force is positive under compression, and the shear force is positive to rotate the member clockwise.
Step (6), calculating the internal force of the weakest section of the intermediate wall
The third part of the top of the middle wall is applied by taking the middle wall as a research object without considering the friction force between the middle wall and the surrounding rockWeight W of angular block1And reaction inner F of the primary branch endVertical. According to whether sigma F is satisfiedxAnd (5) judging whether the other side needs temporary cross brace support or not when the other side needs the temporary cross brace support. By the design scheme of temporary cross brace, sigma Fx＝0；∑Fy＝0；∑MObtaining the axial force F of each cross brace as 01’、F2’、…、Fn'. And finally, obtaining the internal force (bending moment M ', axial force N ' and shearing force Q ') of the weakest section of the middle partition wall after the inner and outer side tunnels are excavated, and carrying out reinforcement and bearing capacity checking calculation on the internal force.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (5)
1. A stress calculation method for a composite multi-arch tunnel intermediate wall structure is characterized by comprising the following steps:
the combined multi-arch tunnel comprises an inner side tunnel, an outer side tunnel and a middle pilot tunnel arranged between the inner side tunnel and the outer side tunnel, wherein the middle pilot tunnel comprises a middle partition wall, a primary support for construction of the middle pilot tunnel, a primary support and a secondary lining of the inner side tunnel, and a primary support and a secondary lining of the outer side tunnel;
the method comprises the following steps:
step (1), calculating internal force of primary support end of outer tunnel
Completing primary support arch buckling of the tunnel on the outer side of the combined multi-arch tunnel, independently analyzing primary support according to a load structure method according to the obtained vertical pressure of the arch part of the tunnel and the horizontal surrounding rock pressure, simplifying the connecting part of the primary support and the intermediate wall into a fixed support, and finally obtaining the internal force of the end part of the primary support;
step (2), calculating the internal force distribution of the variable cross-section mid-partition
Taking the intermediate wall as a research object, applying the internal force obtained in the step (1), the self weight of the intermediate wall, the triangular soil covering weight at the top of the intermediate wall and the vertical supporting force of the base of the intermediate wall on the intermediate wall, calculating the internal force of a temporary cross brace according to a static balance condition to obtain the internal force distribution of the intermediate wall with a variable cross section, and further performing cross section checking calculation and reinforcing; the friction force between the intermediate wall and the surrounding rock is not considered in the calculation process;
step (3) calculating internal force of end part of primary support structure of inner and outer side tunnels
Completing primary support arch buckling of the inner tunnel and the outer tunnel of the combined multi-arch tunnel, and respectively obtaining the internal force of the end parts of the primary support structure of the inner tunnel and the outer tunnel according to the step (1);
step (4), calculating the internal force of the temporary cross brace and the variable cross-section mid-partition
And (4) applying the internal force of the primary support end part, the dead weight of the structure of the intermediate wall, the triangular soil covering weight at the top of the intermediate wall and the vertical supporting force obtained by calculation in the step (3) to the intermediate wall, obtaining the internal force of the temporary cross brace and the variable cross-section intermediate wall according to the arrangement condition of the temporary cross brace, and checking the bearing capacity of the temporary cross brace and the variable cross-section intermediate wall.
2. The method for calculating the stress of the partition wall structure in the composite multi-arch tunnel according to claim 1, wherein: in the step (1), the collapse arch height is determined according to the grade of the surrounding rock, the stress release rate eta is considered, the surrounding rock pressure of the tunnel at the outer side is obtained, and the primary support and the surrounding rock are connected through a spring chain rod only subjected to pressure.
3. The method for calculating the stress of the partition wall structure in the composite multi-arch tunnel according to claim 1, wherein: in the step (2), judging whether the other side of the intermediate wall needs to be supported by a temporary cross brace or not according to static balance conditions;
if the temporary cross braces need to be arranged, the axial force of each cross brace is obtained according to stress balance; and finally, obtaining the internal force of the weakest section of the intermediate wall, and carrying out reinforcement and bearing capacity checking calculation on the internal force.
4. The method for calculating the stress of the partition wall structure in the composite multi-arch tunnel according to claim 1, wherein: in the step (3), the stress release rate eta is considered to obtain the surrounding rock pressure of the inner and outer side tunnels, the primary supports of the inner and outer side tunnels are respectively taken as research objects, the connecting part of the primary supports and the intermediate wall is simplified into a fixed support, and the primary supports and the surrounding rocks are connected through spring chain rods which are only pressed by adopting a load-structure method to obtain the internal force of the primary support end parts of the inner and outer side tunnels.
5. The method for calculating the stress of the partition wall structure in the composite multi-arch tunnel according to claim 1, wherein: in the step (4), judging whether the other side of the intermediate wall needs to be supported by a temporary cross brace or not according to static balance conditions; and obtaining the axial force of each cross brace according to the design scheme of the temporary cross braces, finally obtaining the internal force of the weakest section of the intermediate wall, and carrying out reinforcement and bearing capacity checking calculation on the internal force.
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| CN110210128A (en) * | 2019-06-03 | 2019-09-06 | 河北建筑工程学院 | A kind of quasi- full interior hydraulic design method of reinforced concrete frame structure optimization |
| CN110688696B (en) * | 2019-09-16 | 2023-08-15 | 中铁第五勘察设计院集团有限公司 | Method and device for determining parameters of tunnel supporting structure |
| CN116186829B (en) * | 2022-12-05 | 2024-02-09 | 中铁第四勘察设计院集团有限公司 | Method and device for constructing composite lining calculation model and terminal equipment |
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