CN103279606A - Computing method of unfavorable geological section hydraulic round pressure tunnel lining - Google Patents
Computing method of unfavorable geological section hydraulic round pressure tunnel lining Download PDFInfo
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- CN103279606A CN103279606A CN2013101989670A CN201310198967A CN103279606A CN 103279606 A CN103279606 A CN 103279606A CN 2013101989670 A CN2013101989670 A CN 2013101989670A CN 201310198967 A CN201310198967 A CN 201310198967A CN 103279606 A CN103279606 A CN 103279606A
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Abstract
The invention discloses a computing method of unfavorable geological section hydraulic round pressure tunnel lining. Namely, after a supporting measure is considered to be adopted on an unfavorable geological section surrounding rock, mechanical parameters and surrounding rock strength are improved. When hydraulic tunnel lining structural computation is conducted, a computed result tends to be reasonable according to a corrected surrounding rock mechanical parameter value, a lining structure is optimized, lining reinforcement quantity is reduced, construction progress is accelerated, project volume is saved, and good social benefit and economic benefit are obtained.
Description
Technical field
The lining cutting that the present invention relates to the circular pressurized tunnel of a kind of water conservancy project is calculated, the computing method of the circular pressurized tunnel lining cutting of especially a kind of bad geological section water conservancy project.
Background technology
Usually the lining cutting of hydraulic tunnel is to carry out Structure Calculation according to surrounding rock category and corresponding mechanics parameter that geology is determined by exploration means, bad geological section (as IV, V class surrounding rock), because its mechanics parameter is lower, therefore the lining thickness that calculates is bigger, and quantity of reinforcement is also bigger.But when hydraulic tunnel excavates, bad geological section has generally all adopted a large amount of supporting measures, as advance anchor bolt, steel truss support, full section system supporting anchor pole, linked network reinforcing bar, pneumatically placed concrete, consolidation grouting etc., country rock self-bearing capacity and integrality all are enhanced, mechanics parameter also increases, these are not considered when the hydraulic tunnel lining cutting is calculated usually, still adopt the preceding country rock mechanics parameter of supporting to calculate, for example when adopting the thick cyclinder method to carry out water conservancy project circle pressurized tunnel lining cutting calculating, computing formula is as follows:
Wherein: K
0---unit elasticity resistance coefficient (N/cm
3);
Rock mass deformation (elasticity) modulus (N/cm before E---the supporting
2);
μ---Poisson ratio.
E is distortion (elasticity) modulus (N/cm of rock mass
2), these parameters are for adopting the country rock mechanics parameter before the supporting measure, and this way is unreasonable, and the tunnel lining structure stress not have the stressing conditions of true reflection reality yet, causes simultaneously that lining thickness is excessive, quantity of reinforcement is excessive, and construction investment is big, and is uneconomical.
Summary of the invention
The technical problem to be solved in the present invention is, the computing method of the circular pressurized tunnel lining cutting of a kind of bad geological section water conservancy project are provided, after considering that namely country rock is taked supporting measure, mechanics parameter and country rock intensity make moderate progress and improve, and are using the tunnel lining theory of computation and method commonly used at present, carry out adopting when the hydraulic tunnel liner structure calculates the country rock mechanics parameter value after improving, make result of calculation be tending towards reasonable, liner structure can be optimized, and quantity of reinforcement reduces, and saves quantities.
The technical solution adopted in the present invention is: the computing method of the circular pressurized tunnel lining cutting of a kind of bad geological section water conservancy project, after considering that IV, V class class surrounding rock are taked supporting measure, the country rock mechanical characteristic makes moderate progress, according to the hydraulic tunnel lining cutting theory of computation and method, when carrying out hydraulic tunnel liner structure designing and calculating, adopt the country rock mechanics parameter value after adjusting.
When adopting the finite element theory method to calculate, directly the deformation modulus of rock mass in the coverage is revised λ E, E is the rock mass deformation modulus before the supporting, λ is surrouding rock deformation modulus correction factor, according to different lithology, determine that by site test span is 1.2～1.5.
When adopting the thick cyclinder method to carry out water conservancy project circle pressurized tunnel lining cutting calculating, the K0 value to be revised, modified computing formulae is as follows:
Wherein: K
0---unit elasticity resistance coefficient (N/cm
3);
Rock mass deformation modulus (N/cm before E---the supporting
2);
μ---Poisson ratio;
λ---surrouding rock deformation modulus correction factor according to different lithology, determines that by site test span is 1.2～1.5.
Describedly take that the support engineering measure is that advance anchor bolt, leading grouting with small pipe, steel support, the one or more combination in the full section system supporting anchor pole, linked network reinforcing bar, pneumatically placed concrete, consolidation grouting.
System of the present invention has considered the reasonable stressed combination of tunnel support and lining cutting, takes all factors into consideration the mechanical characteristic of hydraulic tunnel, simultaneously liner structure design is optimized, as the tunnel excavation section reduce, lining thickness reduces lining cutting quantity of reinforcement minimizing etc.
The invention has the beneficial effects as follows: after considering the measure of bad geological section hydraulic tunnel surrounding rock supporting, the country rock mechanics parameter improves, and can be optimized liner structure, and accelerating construction progress is saved quantities, obtains good social benefit and economic benefit.
Description of drawings
Fig. 1 is the diagrammatic cross-section of reinforced concrete lining of hydraulic tunnels of the present invention.
Fig. 2 is hydraulic tunnel supporting measure diagrammatic cross-section of the present invention.
Embodiment
Below in conjunction with the drawings and specific embodiments the present invention is described in further detail:
The computing method of the circular pressurized tunnel lining cutting of bad geological section water conservancy project of the present invention, after considering that IV, V class surrounding rock are taked supporting measure, the country rock mechanical characteristic makes moderate progress, according to the hydraulic tunnel lining cutting theory of computation and method, when carrying out hydraulic tunnel liner structure designing and calculating, adopt the country rock mechanics parameter value after adjusting.
When adopting the finite element theory method to calculate, directly the deformation modulus of rock mass in the coverage is revised λ E, E is the rock mass deformation modulus before the supporting, λ is surrouding rock deformation modulus correction factor, according to different lithology, determine that by site test span is 1.2～1.5.
When adopting the thick cyclinder method to carry out water conservancy project circle pressurized tunnel lining cutting calculating, the K0 value to be revised, modified computing formulae is as follows:
Wherein: K
0---unit elasticity resistance coefficient (N/cm
3);
Rock mass deformation modulus (N/cm before E---the supporting
2);
μ---Poisson ratio;
λ---surrouding rock deformation modulus correction factor according to different lithology, determines that by site test span is 1.2～1.5.
describedly take that the support engineering measure is that advance anchor bolt, leading grouting with small pipe, steel support, the one or more combination in the full section system supporting anchor pole, linked network reinforcing bar, pneumatically placed concrete, consolidation grouting.
The optimization of described liner structure, as the tunnel excavation section reduce, lining thickness reduces lining cutting quantity of reinforcement minimizing etc.
Specifically, when tunnel excavation, bad geological section adopts as behind the supporting measures such as advance anchor bolt, leading grouting with small pipe, steel support, full section system supporting anchor pole, linked network reinforcing bar, pneumatically placed concrete, consolidation grouting, make country rock self-bearing capacity and country rock integrality improve a lot, the engineering mechanics parameter also will improve, according to on-the-spot test, IV, V class surrounding rock are behind consolidation grouting, it is preceding more than 1.2 times that rock mass velocity can reach grouting, the rock mass deformation modulus will improve 20%～50%, can revise the country rock parameter value thus.When adopting the finite element theory method to calculate, can directly revise λ E to the distortion in the rock mass coverage (elasticity) modulus; When adopting the thick cyclinder method to carry out water conservancy project circle pressurized tunnel lining cutting calculating, to K
0Value is revised, and modified computing formulae is as follows:
Wherein: K
0---unit elasticity resistance coefficient (N/cm
3);
The distortion of E---rock mass (elasticity) modulus (N/cm
2)
μ---Poisson ratio;
λ---surrouding rock deformation modulus correction factor generally gets 1.2～1.5.According to different lithology, determine by site test.
The present invention has considered the reasonable stressed combination of tunnel support and lining cutting, takes all factors into consideration the mechanical characteristic of hydraulic tunnel, simultaneously liner structure design is optimized, as the tunnel excavation section reduce, lining thickness reduces lining cutting quantity of reinforcement minimizing etc.
As shown in Figure 1, be the circular pressurized tunnel reinforced concrete lining layer of bad geological section water conservancy project, comprise hydraulic tunnel 1, reinforced concrete lining layer 2, IV, V class surrounding rock 3, shown in Figure 2, be the supporting measure that hydraulic tunnel adopts, comprise steel support 4, consolidation grouting 5, anchor pole 6, pneumatically placed concrete and linked network reinforcing bar 7.
Below in conjunction with embodiment the present invention is described in further detail:
Certain Hydropower Project, diversion tunnel total length 2514m, internal diameter 8.2m, base slope are 5 ‰, reinforced concrete lining layer.Diversion tunnel III class surrounding rock along the line length is 1133m, and lining thickness is 0.6m; IV, V class surrounding rock length are 1381m, and lining thickness is 0.8m.In digging process, at IV, V class surrounding rock hole section, taked the strong supporting measure: all IV, V class surrounding rock hole Duan Jun carry out consolidation grouting, first hole linked network pneumatically placed concrete, increase supporting steel grating for V class surrounding rock hole section.
Consider that diversion tunnel has carried out strong supporting to IV, V class surrounding rock hole section in digging process, therefore when carrying out diversion tunnel concrete lining Structure Calculation, get the surrouding rock deformation modulus and improve 20%.Through calculating, IV, V class surrounding rock hole section are calculated the ratio of reinforcement than not improving the little 14kg/m of the ratio of reinforcement that the surrouding rock deformation modulus calculates
3, total reinforcing bar amount reduces 910t, saves surplus the direct expense of project 5,150,000 yuan.
Generating was gone into operation more than 2 years in this power station, the every Monitoring Data of diversion tunnel is normal, stable, illustrate in diversion tunnel IV, V class surrounding rock hole section concrete liner structure calculate, consider that supporting is realistic for the effect of the raising of diversion tunnel surrouding rock deformation modulus.
Above-described embodiment only is used for explanation technological thought of the present invention and characteristics, its purpose is to make those skilled in the art can understand content of the present invention and implements according to this, can not only limit claim of the present invention with present embodiment, be equal variation or the modification that all disclosed spirit is done, still drop in the claim of the present invention.
Claims (4)
1. the computing method of the circular pressurized tunnel lining cutting of a bad geological section water conservancy project, it is characterized in that, after considering that IV, V class surrounding rock are taked supporting measure, the country rock mechanical characteristic makes moderate progress, according to the hydraulic tunnel lining cutting theory of computation and method, when carrying out hydraulic tunnel liner structure designing and calculating, adopt the country rock mechanics parameter value after adjusting.
2. the computing method of the circular pressurized tunnel lining cutting of bad geological section water conservancy project according to claim 1, it is characterized in that, when adopting the finite element theory method to calculate, directly the deformation modulus of rock mass in the coverage is revised λ E, E is the rock mass deformation modulus before the supporting, and λ is surrouding rock deformation modulus correction factor, according to different lithology, determine that by site test span is 1.2～1.5.
3. the computing method of the circular pressurized tunnel lining cutting of bad geological section water conservancy project according to claim 1 is characterized in that, when adopting the thick cyclinder method to carry out hydraulic tunnel lining cutting calculating, to K
0Value is revised, and modified computing formulae is as follows:
Wherein: K
0---unit elasticity resistance coefficient, N/cm
3
Rock mass deformation modulus before E---the supporting, N/cm
2
μ---Poisson ratio;
λ---surrouding rock deformation modulus correction factor according to different lithology, determines that by site test span is 1.2～1.5.
4. the computing method of the circular pressurized tunnel lining cutting of bad geological section water conservancy project according to claim 1, it is characterized in that, describedly take that the support engineering measure is that advance anchor bolt, leading grouting with small pipe, steel support, the one or more combination in the full section system supporting anchor pole, linked network reinforcing bar, pneumatically placed concrete, consolidation grouting.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104453950A (en) * | 2014-12-29 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Underground cavity hanging concrete structure |
| CN108590711A (en) * | 2018-06-25 | 2018-09-28 | 中国电建集团中南勘测设计研究院有限公司 | A kind of liner structure of tunnel rock burst hole section |
| CN110595606A (en) * | 2019-09-25 | 2019-12-20 | 武汉理工大学 | Device of long-term monitoring hydraulic tunnel lining cutting vibration characteristic |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| US20110013986A1 (en) * | 2009-07-20 | 2011-01-20 | Zebrowski Daniel R | Method For Sequestering Carbon Dioxide In Geological Formations |
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2013
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Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| US20110013986A1 (en) * | 2009-07-20 | 2011-01-20 | Zebrowski Daniel R | Method For Sequestering Carbon Dioxide In Geological Formations |
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| 丛培江 等: "水工压力隧洞有限元模型简化算法", 《长江科学院院报》 * |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104453950A (en) * | 2014-12-29 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Underground cavity hanging concrete structure |
| CN108590711A (en) * | 2018-06-25 | 2018-09-28 | 中国电建集团中南勘测设计研究院有限公司 | A kind of liner structure of tunnel rock burst hole section |
| CN108590711B (en) * | 2018-06-25 | 2024-04-30 | 中国电建集团中南勘测设计研究院有限公司 | Lining structure of tunnel rock explosion section |
| CN110595606A (en) * | 2019-09-25 | 2019-12-20 | 武汉理工大学 | Device of long-term monitoring hydraulic tunnel lining cutting vibration characteristic |
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Application publication date: 20130904 |