CN104005773A - Determination method suitable for deeply-buried large-diameter soft rock hydraulic tunnel reserved deformation - Google Patents

Determination method suitable for deeply-buried large-diameter soft rock hydraulic tunnel reserved deformation Download PDF

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Publication number
CN104005773A
CN104005773A CN201410253337.3A CN201410253337A CN104005773A CN 104005773 A CN104005773 A CN 104005773A CN 201410253337 A CN201410253337 A CN 201410253337A CN 104005773 A CN104005773 A CN 104005773A
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China
Prior art keywords
tunnel
deformation
different
supporting
buried
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CN201410253337.3A
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Chinese (zh)
Inventor
刘宁
张伟
张洋
邬远祥
鲍世虎
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中国水电顾问集团华东勘测设计研究院有限公司
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Priority to CN201410253337.3A priority Critical patent/CN104005773A/en
Publication of CN104005773A publication Critical patent/CN104005773A/en

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Abstract

The invention relates to a determination method suitable for deeply-buried large-diameter soft rock hydraulic tunnel reserved deformation and aims at providing a method for directly determining the deeply-buried large-diameter soft rock hydraulic tunnel reserved deformation under different conditions, directly calculating the deformation required to be reserved according to surrounding rock categories, tunnel size, ground stress magnitude and supporting intensity, providing a convenient means for tunnel cross section size design, enabling the introduction threshold to be low and enabling the working efficiency to be remarkably improved. The technical scheme is that the method comprises the steps of (S1) determining initial ground stress; (S2) determining the surrounding rock categories and obtaining corresponding physical-mechanical indexes including Poisson's ratio, elasticity modulus, cohesive force and internal friction angle according to the surrounding rock categories; (S3) utilizing a formula (shown in the description) to calculate displacements of tunnel periphery under the conditions of different rock categories, different supporting intensities, different tunnel sizes and different ground stresses according to the actual situation, namely the reserved tunnel deformation.

Description

Be applicable to buried major diameter soft rock hydraulic tunnel prearrangement of deformation amount method for determination of amount
Technical field
The present invention relates to one and be applicable to buried major diameter soft rock hydraulic tunnel prearrangement of deformation amount method for determination of amount, be mainly applicable in Hydraulic and Hydro-Power Engineering, particularly the excavation of buried major diameter (General Requirements diameter exceedes 6m) soft rock hydraulic tunnel.
Background technology
Deformation allowance, is the prearrangement of deformation amount space that prevents country rock excessive deformation and design in advance (being generally greater than original excavation profile).For buried soft rock tunnel, extruding large deformation problem will be very outstanding, in order to keep country rock to have enough stability, conventionally the deflection of Wall Rock of Tunnel is controlled in certain scope.Soft rock excavation is controlled deflection and will be occupied the footpath, part hole of excavated section, and conventionally very important, and after tunnel section headroom is determined according to actual demands of engineering, the excavation control distortion of tunnel is just interrelated with deformation allowance, specifically as shown in Figure 1.
Different from hard rock small deformation, unlined tunnel, for hydraulic tunnel, meet water softening in order to prevent soft rock, conventionally be provided with reinforced concrete lining layer, and occupy certain sectional space, rationally determining of initial deformation allowance is very difficult, and buried soft rock often exists large deformation problem in addition, makes the footpath, actual hole of tunnel excavation and tunnel headroom gap larger.If it is excessive that footpath, the initial hole of tunnel excavation is chosen, although sometimes can fill up the space of backbreaking by increasing the thickness of liner structure, often very uneconomical for distance, tunnel engineering that section is large.If the footpath, initial excavation hole of selecting is too small, basic supporting and protection structure will be occupied tunnel design headroom, cause digging tunnel and have to dig processing, and follow-up construction will be very loaded down with trivial details, therefore determine that the excavation deformation allowance of this type of tunnel is very crucial.At present, for this class engineering, mostly adopt engineering analog method, but owing to lacking engineering experience and engineering analogy, and the difference of each engineering actual conditions, the resultant error that causes the method to obtain is larger, and then affects carrying out smoothly of engineering.
Summary of the invention
The technical problem to be solved in the present invention is: the present invention considers mechanical property, stress field condition and the supporting intensity of buried soft rock, a kind of method that can directly determine buried major diameter soft rock hydraulic tunnel deformation allowance under different condition is provided, can directly calculate and need reserved deflection according to surrounding rock category, footpath, hole size and geostatic stress magnitude, supporting intensity, for the design of tunnel section size provides a kind of convenient means, enter gate threshold lower, can increase substantially operating efficiency.
The technical solution adopted in the present invention is: be applicable to buried major diameter soft rock hydraulic tunnel prearrangement of deformation amount method for determination of amount, it is characterized in that step is as follows:
S1, definite initially stress;
S2, determine surrounding rock category, and obtain corresponding mechanics index of physics according to this classification, comprise poisson's ratio, modulus of elasticity, cohesion and angle of internal friction;
S3, according to on-site actual situations, utilize formula calculate different surrounding rock classification, different supporting intensity, footpath, different hole size, the differently displacement in tunnel week under stress condition, obtain tunnel deformation allowance,
In formula, for tunnel Zhou Weiyi, μ is poisson's ratio, and E is modulus of elasticity, P 0for stress initially, r 0for tunnel radius, R 0for plastic zone radius, P rfor the radial stresses on border, plastic zone;
Plastic zone radius in formula, c is cohesion, for angle of internal friction, P 1for supporting drag, the supporting drag that non-support state is corresponding is 0MPa, and the supporting drag that combined bolting and shotcrete is corresponding is 1MPa, and it is 2MPa that combined bolting and shotcrete adds the supporting drag that reinforced concrete lining layer is corresponding;
The borderline radial stresses in plastic zone
It is further comprising the steps of:
S4, the displacement in tunnel week will be calculated according to the method described above, make form with corresponding surrounding rock category, supporting intensity, footpath, hole size and geostatic stress condition, then table look-up and can obtain the displacement in tunnel week under this condition according to on-the-spot physical condition, be i.e. tunnel deformation allowance.
The invention has the beneficial effects as follows: the present invention is according to Grades of Surrounding Rock, footpath, hole size, geostatic stress condition and supporting intensity, deformation allowance is directly calculated, more convenient, make up the deficiency of existing specification, and by with engineering actual monitoring Data Comparison, adopt the definite deformation allowance of this method very reasonable, there is very high accuracy.In addition, the present invention has overcome the deficiency of original engineering analog method, more presses close to engineering actual conditions, and the present invention uses threshold lower, facilitates Site Design librarian use, has greatly improved operating efficiency.
Brief description of the drawings
Fig. 1 is soft rock tunnel excavation supporting fracture morphology schematic diagram of the present invention.
Label declaration in figure: 1-excavates interface, 2-deformation allowance, 3-initial support, 4-secondary lining, 5-tunnel design section, 6-tunnel.
Detailed description of the invention
Due in buried major diameter soft rock tunnel, the secondary stresses state of country rock may exceed the shear strength that the compressive strength of country rock or local shear stress exceed rock mass, thereby make the rock mass of this part enter collapse state, therefore can select elastic-plastic analysis method to obtain tunnel week change in displacement.
The present embodiment is applicable to buried major diameter (General Requirements diameter exceedes 6m) soft rock hydraulic tunnel prearrangement of deformation amount method for determination of amount, comprises the following steps:
S1, owing to there is no initially stress field data of available actual measurement in tunnel excavation early stage, therefore in order just to have an estimation to deformation allowance early stage at excavation, must first clear and definite initially stress field.The present embodiment provides the analytical method of the initially stress field of a simple and convenient buried soft rock: for buried soft rock, due to the restriction of rock mass mechanics character own, soft rock modulus of elasticity is low and poisson's ratio is high, therefore can think that soft rock tunnel initial stress state is close to hydrostatic pressure state, in analysis, can get lateral pressure coefficient is 1, be that horizontal direction stress and vertical direction equate, so just can directly estimate and obtain initially stress level according to buried depth.
S2, determine surrounding rock category, and table look-up and obtain corresponding mechanics index of physics according to this classification, comprise poisson's ratio, modulus of elasticity, cohesion and angle of internal friction; For buried country rock, mainly taking IV class rock mass as main, a small amount of III class rock mass.
S3, according to on-site actual situations, utilize formula calculate different surrounding rock classification, different supporting intensity, footpath, different hole size, the differently displacement in tunnel week under stress condition, obtain tunnel deformation allowance,
In formula, for tunnel Zhou Weiyi, μ is poisson's ratio, and E is modulus of elasticity, P 0for stress initially, r 0for tunnel radius, R 0for plastic zone radius, P rfor the radial stresses on border, plastic zone;
Plastic zone radius in formula, c is cohesion, for angle of internal friction, P 1for supporting drag, for buried major diameter hydraulic tunnel, the supporting drag that non-support state is corresponding is 0MPa, and the supporting drag that combined bolting and shotcrete is corresponding is 1MPa, and it is 2MPa that combined bolting and shotcrete adds the supporting drag that reinforced concrete lining layer is corresponding;
The borderline radial stresses in plastic zone
In order to determine easily and fast the displacement in tunnel week, be tunnel deformation allowance, the present embodiment will calculate the displacement in tunnel week according to the method described above, makes three forms with corresponding surrounding rock category, supporting intensity, footpath, hole size and geostatic stress condition, as shown in table one, table two, table three
Table 1 non-support tunnel Zhou Weiyi (non-support, 0MPa)
Table 2 has supporting tunnel Zhou Weiyi (spray anchor, supporting power 1MPa)
Table 3 has supporting tunnel Zhou Weiyi (spray anchor+reinforced concrete lining layer, supporting power 2MPa)
In practical application, only need to table look-up and can obtain the displacement in tunnel week under this condition according to corresponding condition, i.e. tunnel deformation allowance, for tunnel excavation size design provides foundation.

Claims (2)

1. be applicable to a buried major diameter soft rock hydraulic tunnel prearrangement of deformation amount method for determination of amount, it is characterized in that step is as follows:
S1, definite initially stress;
S2, determine surrounding rock category, and obtain corresponding mechanics index of physics according to this classification, comprise poisson's ratio, modulus of elasticity, cohesion and angle of internal friction;
S3, according to on-site actual situations, utilize formula calculate different surrounding rock classification, different supporting intensity, footpath, different hole size, the differently displacement in tunnel week under stress condition, obtain tunnel deformation allowance,
In formula, for tunnel Zhou Weiyi, μ is poisson's ratio, and E is modulus of elasticity, P 0for stress initially, r 0for tunnel radius, R 0for plastic zone radius, P rfor the radial stresses on border, plastic zone;
Plastic zone radius in formula, c is cohesion, for angle of internal friction, P 1for supporting drag, the supporting drag that non-support state is corresponding is 0MPa, and the supporting drag that combined bolting and shotcrete is corresponding is 1MPa, and it is 2MPa that combined bolting and shotcrete adds the supporting drag that reinforced concrete lining layer is corresponding;
The borderline radial stresses in plastic zone
2. be according to claim 1ly applicable to buried major diameter soft rock hydraulic tunnel prearrangement of deformation amount method for determination of amount, it is characterized in that it is further comprising the steps of:
S4, the displacement in tunnel week will be calculated according to the method described above, make form with corresponding surrounding rock category, supporting intensity, footpath, hole size and geostatic stress condition, then table look-up and can obtain the displacement in tunnel week under this condition according to on-the-spot physical condition, be i.e. tunnel deformation allowance.
CN201410253337.3A 2014-06-09 2014-06-09 Determination method suitable for deeply-buried large-diameter soft rock hydraulic tunnel reserved deformation CN104005773A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106522978A (en) * 2016-11-14 2017-03-22 西安科技大学 Soft rock tunnel construction method on the basis of flexible formwork support
CN108062439A (en) * 2017-12-08 2018-05-22 西安科技大学 Roadway support quantifying design method based on plastic zone of surrounding rock size
CN109344539A (en) * 2018-10-31 2019-02-15 华中科技大学 The method and apparatus of Tunnel wall surrounding rock displacement is determined based on linear deformation curve

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CN102140924A (en) * 2011-02-09 2011-08-03 中国矿业大学 Double-shell coupling supporting method of deep soft rock tunnel
JP2014098704A (en) * 2013-12-16 2014-05-29 Kajima Corp Inner space displacement measuring method and inner space displacement measuring system

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DE3117110A1 (en) * 1981-04-30 1982-11-18 Finsterwalder Ulrich Tunnel, in particular a rock tunnel, with high overburden, and method of constructing it
JP2005264477A (en) * 2004-03-17 2005-09-29 Tokyo Metro Co Ltd Segment and construction method of tunnel
CN102140924A (en) * 2011-02-09 2011-08-03 中国矿业大学 Double-shell coupling supporting method of deep soft rock tunnel
JP2014098704A (en) * 2013-12-16 2014-05-29 Kajima Corp Inner space displacement measuring method and inner space displacement measuring system

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106522978A (en) * 2016-11-14 2017-03-22 西安科技大学 Soft rock tunnel construction method on the basis of flexible formwork support
CN108062439A (en) * 2017-12-08 2018-05-22 西安科技大学 Roadway support quantifying design method based on plastic zone of surrounding rock size
CN109344539A (en) * 2018-10-31 2019-02-15 华中科技大学 The method and apparatus of Tunnel wall surrounding rock displacement is determined based on linear deformation curve

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Application publication date: 20140827