CN106599481A - Method for analyzing load transfer of deep buried round tunnel reserved deformation buffer layer - Google Patents
Method for analyzing load transfer of deep buried round tunnel reserved deformation buffer layer Download PDFInfo
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- CN106599481A CN106599481A CN201611166039.6A CN201611166039A CN106599481A CN 106599481 A CN106599481 A CN 106599481A CN 201611166039 A CN201611166039 A CN 201611166039A CN 106599481 A CN106599481 A CN 106599481A
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- prearrangement
- deformation amount
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- secondary lining
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- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
Abstract
The method relates to the technical field of tunnel engineering, and particularly relates to a method for analyzing load transfer of a deep buried round tunnel reserved deformation buffer layer. Through adoption of the method, specific load transfer condition of the reserved deformation buffer layer is obtained and serves as theoretical basis of the design and application of the reserved deformation buffer layer. The method is applicable to estimation of stress of a secondary lining when the reserved deformation buffer layer is deeply buried in a soft rock tunnel. The method of the present invention comprises a first step of building a multi-layer cylindrical model formed by an early tunnel support, the reserved deformation buffer layer and the secondary lining; a second step of determining a radial displacement expression of an internal surface of the initial support; a third step of determining a radial compression amount of the reserved deformation buffer layer; a fourth step of determining a radial displacement expression of an external surface of the secondary lining; and a fifth step of determining a ratio of surrounding rock load transferred to the secondary lining by the reserved deformation buffer layer according to a geometric compatibility condition, that is, the specific load transfer condition of the reserved deformation buffer layer.
Description
First, technical field：
The present invention relates to Tunnel Engineering technical field, and in particular to a kind of lotus of buried circular tunnel prearrangement of deformation amount cushion
Carry transmission analysis method.
2nd, background technology：
The characteristics of there is big deflection, fast rate of deformation and long duration after buried Soft Rock Tunnel Excavation, only by the initial stage
The strength and stiffness of supporting are often difficult to make surrouding rock deformation tend towards stability, and now unavoidable needs are born part by secondary lining and enclosed
Rock load, to resist tunnel wall rock deformation jointly.So, in the case of tunnel surrounding is unstabilized, if performing secondary lining in advance
Build, must just take certain concrete strength safeguard, for example postpone secondary lining striking time, in secondary lining behind
Prearrangement of deformation amount cushion etc. is set, to guarantee that secondary lining was not forced destruction before intensity formation.Wherein prearrangement of deformation amount delays
If rushing layer design and selecting appropriate, the quantitative country rock for adjusting preliminary bracing (or country rock+preliminary bracing) and secondary lining can be played
The effect of loading sharing ratio, can not only reduce the secondary lining stress in concrete strength forming process, and can subtract
Little concrete reaches the secondary lining stress after design strength, so as to be conducive to the steady in a long-term of tunnel.But, only with above-mentioned right
The qualitative understanding of prearrangement of deformation amount cushion action effect, cannot also determine rational prearrangement of deformation amount buffer layer thickness and associated materials
Mechanics parameter.To guarantee the reasonability and validity of the setting of prearrangement of deformation amount cushion, prearrangement of deformation amount cushion biography must be first understood
Country rock load combination ratio to secondary lining is the concrete load transmission situation of prearrangement of deformation amount cushion.Regrettably, still lack at present
A kind of specific analytical method of weary prearrangement of deformation amount cushion load transmission, causes its application to there is certain blindness.
3rd, the content of the invention
A kind of Analysis on load transfer of buried circular tunnel prearrangement of deformation amount cushion of offer of the present invention, thus obtains
The concrete load transmission situation of prearrangement of deformation amount cushion, is that its design and application provide theoretical foundation.It is applied to buried soft rock
The estimation of secondary lining stress size when tunnel arranges prearrangement of deformation amount cushion.
For achieving the above object, the technical solution used in the present invention is：A kind of buried circular tunnel prearrangement of deformation amount cushion
Analysis on load transfer comprise the following steps：
Step 1)：The multi-layer cylinder model that foundation is made up of Tunnel-prearrangement of deformation amount cushion-secondary lining；
Step 2)：Determine the radial displacement expression formula at preliminary bracing inner surface；
Step 3)：Determine the radial compression amount of prearrangement of deformation amount cushion；
Step 4)：Determine the radial displacement expression formula of secondary lining outer surface；
Step 5)：Using geometry consistency condition, determine that prearrangement of deformation amount cushion passes to the country rock load combination ratio of secondary lining
I.e. the concrete load of prearrangement of deformation amount cushion transmits situation.
Described step 1) in multi-layer cylinder model should meet following condition：
A：Tunnel cross-section is circle, and in each to isobaric hydrostatic pressure state, therefore belong to axial symmetry, plane strain and ask
Topic；
B：Tunnel, prearrangement of deformation amount cushion and secondary lining material disregard deadweight, and are and meet Hooke
The linear elastic materials of law；
C：Tunnel is considered as homogeneous material, and its elastic modelling quantity is using mixing modulus, i.e., equivalent according to compressional stiffness
Principle, the elastic model of steelframe is converted in the elastic model of gunite concrete.
The step 5) geometry consistency condition is：In the early stage under the pressure from surrounding rock effect outside supporting, table in preliminary bracing
The difference of the radial displacement of face and secondary lining outer surface is equal to the Elastic penetration of prearrangement of deformation amount cushion.
Compared with prior art, the invention has the advantages that and effect：Prearrangement of deformation amount is obtained using the inventive method
Concrete load transmission situation, i.e. the prearrangement of deformation amount cushion of cushion pass to the country rock load combination ratio of secondary lining, and then can be right
The action effect of prearrangement of deformation amount cushion makes quantitative assessment, is the thickness and associated materials mechanics parameter of prearrangement of deformation amount cushion
The reasonability of selection provides theoretical foundation.
4th, illustrate：
Fig. 1 is the flow chart of the present invention；
Fig. 2 is the multi-layer cylinder model schematic of Tunnel-prearrangement of deformation amount cushion-secondary lining composition；
Fig. 3 is the stress model schematic diagram of Tunnel；
Fig. 4 is the stress model schematic diagram of tunnel prearrangement of deformation amount cushion；
Fig. 5 is the stress diagram of any micro unit of tunnel prearrangement of deformation amount cushion；
Fig. 6 is the stress model schematic diagram of Tunnel Second Lining.
5th, specific embodiment
In order that the objects, technical solutions and advantages of the present invention become more apparent, it is right below in conjunction with drawings and Examples
The present invention is further elaborated.It should be appreciated that specific embodiment described herein is only to explain the present invention, and
It is not used in the restriction present invention.
A kind of Analysis on load transfer of buried circular tunnel prearrangement of deformation amount cushion of the present invention, comprises the following steps：
Step 1)：The multi-layer cylinder model that foundation is made up of Tunnel-prearrangement of deformation amount cushion-secondary lining；
Step 1) described in multi-layer cylinder model should meet following condition：
A：Tunnel cross-section is circle, and in each to isobaric hydrostatic pressure state, therefore belong to axial symmetry, plane strain and ask
Topic；
B：Tunnel, prearrangement of deformation amount cushion and secondary lining material disregard deadweight, and are and meet Hooke
The linear elastic materials of law；
C：Tunnel is considered as homogeneous material, and its elastic modelling quantity is using mixing modulus, i.e., equivalent according to compressional stiffness
Principle, the elastic model of steelframe is converted in the elastic model of gunite concrete.
Step 2)：Determine the radial displacement expression formula at preliminary bracing inner surface；
Step 3)：Determine the radial compression amount of prearrangement of deformation amount cushion；
Step 4)：Determine the radial displacement expression formula of secondary lining outer surface；
Step 5)：Using geometry consistency condition, determine that prearrangement of deformation amount cushion passes to the country rock load combination ratio of secondary lining
I.e. the concrete load of prearrangement of deformation amount cushion transmits situation.
Step 5) described in geometry consistency condition be：In the early stage under the pressure from surrounding rock effect outside supporting, in preliminary bracing
The difference of the radial displacement of surface and secondary lining outer surface is equal to the Elastic penetration of prearrangement of deformation amount cushion.
Embodiment：
As shown in figure 1, the analysis method, initially sets up by Tunnel, prearrangement of deformation amount cushion and secondary lining
The multi-layer cylinder model of composition, as shown in Fig. 2 and meeting following condition：
(1) tunnel cross-section is circle, and in each to isobaric hydrostatic pressure state, therefore belong to axial symmetry, plane strain
Problem；
(2) Tunnel, prearrangement of deformation amount cushion and secondary lining material disregard deadweight, and are and meet Hooke
The linear elastic materials of law；
(3) Tunnel is considered as homogeneous material, and its elastic modelling quantity is using mixing modulus, i.e., equivalent according to compressional stiffness
Principle, the elastic model of steelframe is converted in the elastic model of gunite concrete.
In uniform pressure from surrounding rock P0Under effect, preliminary bracing is closely connected with prearrangement of deformation amount cushion, and by prearrangement of deformation amount
Cushion and the uniform contact P at preliminary bracing interface (i.e. preliminary bracing inner surface) place1, as shown in Figure 3.According to axle pair
Claim cylinder theory, preliminary bracing inner surface r=r2The radial displacement at place is represented by：
Wherein E1=Ec+AgEg/Ac, the E1For the preliminary bracing gunite concrete elastic modelling quantity after conversion, unit is
MPa；The μ1For the preliminary bracing gunite concrete Poisson's ratio after conversion；The EcFor former gunite concrete elastic modelling quantity, unit
For Mpa；The EgFor steelframe elastic modelling quantity, unit is Mpa；The AcFor preliminary bracing gunite concrete sectional area, unit is
m2；The AgFor steelframe sectional area, unit is m2；The R is preliminary bracing outer radius, and unit is m；The r2For preliminary bracing
Inside radius, unit is m.
For prearrangement of deformation amount cushion, the change of radial stress can not be considered in its relatively thin thickness range, such as
Shown in Fig. 4.It is P because acting on prearrangement of deformation amount cushion with the contact at preliminary bracing interface1, then prearrangement of deformation amount delays
The radial stress rushed in the range of thickness degree is represented by：
σr=-P1 (2)
Any micro unit is taken to prearrangement of deformation amount cushion, as shown in figure 5, the radially row equation of static equilibrium, has：
Ignore higher order indefinite small in formula (3), andTherefore can be further represented as：
The σθFor the belt stress at prearrangement of deformation amount cushion any point.
Can be obtained by formula (3) and (4)：
σθ=σr=-P1 (5)
Prearrangement of deformation amount cushion is regarded as linear elastic materials, its radial strain is represented by：
The E2For prearrangement of deformation amount cushion elastic modelling quantity, unit is MPa；The μ2For prearrangement of deformation amount cushion Poisson's ratio.
The radial strain ε of prearrangement of deformation amount cushionrWith radial displacement urMeet following relation：
Formula (7) integration can be obtained into prearrangement of deformation amount cushion radial displacement urExpression formula be：
ur=εrr+u0 (8)
The radial compression amount that can obtain prearrangement of deformation amount cushion by formula (6) and (8) is：
For secondary lining, by prearrangement of deformation amount cushion and secondary lining interface (i.e. secondary lining outer surface) place
Uniform contact P1, as shown in Figure 6.According to axial symmetry cylinder theory, secondary lining is in outer surface r=r1The radial direction position at place
Shifting is represented by：
The E3For secondary lining elastic modelling quantity, unit is MPa；The μ3For secondary lining Poisson's ratio；
By geometry consistency condition：In uniform pressure from surrounding rock P0Under effect, preliminary bracing inner surface r=r2Place and secondary lining
Outer surface r=r1The difference of the radial displacement at place is equal to the radial compression amount of prearrangement of deformation amount cushion, i.e.,
Formula (1), (9) and (10) is substituted into into formula (11), is obtained：
Arrangement formula (12), can obtain
Can determine that prearrangement of deformation amount cushion is passed to the country rock load combination ratio i.e. prearrangement of deformation amount of secondary lining and delayed by formula (13)
The concrete load transmission situation of layer is rushed, and then quantitative assessment can be made to the action effect of prearrangement of deformation amount cushion, be reserved change
The reasonability of shape buffer layer thickness and associated materials selection of mechanical parameters provides theoretical foundation.
The above, only presently preferred embodiments of the present invention is not intended to limit protection scope of the present invention.
Claims (3)
1. a kind of Analysis on load transfer of buried circular tunnel prearrangement of deformation amount cushion, it is characterised in that：The analysis side
Method is comprised the following steps：
Step 1）：The multi-layer cylinder model that foundation is made up of Tunnel-prearrangement of deformation amount cushion-secondary lining；
Step 2）：Determine the radial displacement expression formula at preliminary bracing inner surface；
Step 3）：Determine the radial compression amount of prearrangement of deformation amount cushion；
Step 4）：Determine the radial displacement expression formula of secondary lining outer surface；
Step 5）：Using geometry consistency condition, determine that prearrangement of deformation amount cushion passes to the country rock load combination ratio of secondary lining i.e. in advance
The concrete load for staying layer deformation buffer transmits situation.
2. the Analysis on load transfer of a kind of buried circular tunnel prearrangement of deformation amount cushion according to claim 1, its
It is characterised by：
Described step 1）Middle multi-layer cylinder model should meet following condition：
A：Tunnel cross-section is circle, and in each to isobaric hydrostatic pressure state, therefore belong to axial symmetry, plane strain problems；
B：Tunnel, prearrangement of deformation amount cushion and secondary lining material disregard deadweight, and are and meet Hooke's law
Linear elastic materials；
C：Tunnel is considered as homogeneous material, and its elastic modelling quantity adopts mixing modulus, i.e., according to the original that compressional stiffness is equivalent
Then, the elastic model of steelframe is converted in the elastic model of gunite concrete.
3. the Analysis on load transfer of a kind of buried circular tunnel prearrangement of deformation amount cushion according to claim 1, its
It is characterised by：The step 5）Geometry consistency condition is：In the early stage under the pressure from surrounding rock effect outside supporting, table in preliminary bracing
The difference of the radial displacement of face and secondary lining outer surface is equal to the Elastic penetration of prearrangement of deformation amount cushion.
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Cited By (5)
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| CN108536942A (en) * | 2018-03-29 | 2018-09-14 | 西南石油大学 | A kind of Soft Rock Tunnel Excavation facial disfigurement computational methods |
| CN109101744A (en) * | 2018-08-28 | 2018-12-28 | 华东交通大学 | A method of calculating tunnel deformation and stress under non-homogeneous Blast Loads |
| CN109740251A (en) * | 2018-12-30 | 2019-05-10 | 中铁十四局集团有限公司 | Selection method, device, memory and the processor of the parameter of secondary lining |
| CN110633482A (en) * | 2019-06-03 | 2019-12-31 | 中铁二院工程集团有限责任公司 | Tunnel advanced pipe shed deformation calculation method |
| CN113338994A (en) * | 2021-04-14 | 2021-09-03 | 交通运输部公路科学研究所 | Buffer layer design method for rapid tunnel construction |
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| CN105138767A (en) * | 2015-08-23 | 2015-12-09 | 北京工业大学 | Deep-buried asymmetric closely spaced tunnel surrounding rock pressure calculation method |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108536942A (en) * | 2018-03-29 | 2018-09-14 | 西南石油大学 | A kind of Soft Rock Tunnel Excavation facial disfigurement computational methods |
| CN108536942B (en) * | 2018-03-29 | 2022-04-08 | 西南石油大学 | Soft rock tunnel excavation face deformation calculation method |
| CN109101744A (en) * | 2018-08-28 | 2018-12-28 | 华东交通大学 | A method of calculating tunnel deformation and stress under non-homogeneous Blast Loads |
| CN109101744B (en) * | 2018-08-28 | 2022-05-03 | 华东交通大学 | Method for calculating tunnel deformation and stress under action of non-uniform explosive load |
| CN109740251A (en) * | 2018-12-30 | 2019-05-10 | 中铁十四局集团有限公司 | Selection method, device, memory and the processor of the parameter of secondary lining |
| CN109740251B (en) * | 2018-12-30 | 2023-07-07 | 中铁十四局集团有限公司 | Method and device for selecting parameters of secondary lining, memory and processor |
| CN110633482A (en) * | 2019-06-03 | 2019-12-31 | 中铁二院工程集团有限责任公司 | Tunnel advanced pipe shed deformation calculation method |
| CN110633482B (en) * | 2019-06-03 | 2022-05-10 | 中铁二院工程集团有限责任公司 | Deformation calculation method for tunnel advanced pipe shed |
| CN113338994A (en) * | 2021-04-14 | 2021-09-03 | 交通运输部公路科学研究所 | Buffer layer design method for rapid tunnel construction |
| CN113338994B (en) * | 2021-04-14 | 2021-12-07 | 交通运输部公路科学研究所 | Buffer layer design method for rapid tunnel construction |
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