CN201474703U - Bearing structure of consolidated ring of hydraulic tunnel - Google Patents
Bearing structure of consolidated ring of hydraulic tunnel Download PDFInfo
- Publication number
- CN201474703U CN201474703U CN 200920309242 CN200920309242U CN201474703U CN 201474703 U CN201474703 U CN 201474703U CN 200920309242 CN200920309242 CN 200920309242 CN 200920309242 U CN200920309242 U CN 200920309242U CN 201474703 U CN201474703 U CN 201474703U
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- Prior art keywords
- tunnel
- grouting
- fixed circle
- lining concrete
- tunnel lining
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Abstract
The utility model discloses a bearing structure of a consolidated ring of a hydraulic tunnel, comprising a tunnel lining concrete (1) and a grouting effective consolidated ring (2), wherein the tunnel lining concrete (1) is connected with the grouting effective consolidated ring (2) by a primary support anchor rod (3) into a whole body. The bearing structure consists of the tunnel lining concrete and the grouting effective consolidated ring, and commonly bears the external water pressure by the effective consolidated ring and the tunnel lining concrete, thus thinning the thickness of the tunnel lining concrete, reducing the excavated diameter of the tunnel, reducing the construction quantity, shortening the construction period, saving the construction investment and having obvious economical benefits and good adaptability.
Description
Technical field
The utility model relates to a kind of hydraulic tunnel load-carrying construction, the fixed circle load-carrying construction of particularly a kind of hydraulic tunnel.
Background technology
Hydraulic tunnel is a hydraulic structure common in the Hydraulic and Hydro-Power Engineering, usually hydraulic tunnel with steel concrete as the lining cutting load-carrying construction.Hydraulic tunnel generally all will carry out consolidation grouting, and when barrel excavates, in order to guarantee the safety of construction period, all is provided with the once supporting anchor pole of some.Do not consider consolidation grouting and the effect of once supporting anchor pole in structure in traditional structural calculation, external water pressure is directly affacted on the tunnel lining concrete calculate.Under high external water pressure effect, according to China traditional theoretical analysis method and engineering treatment method, the required liner structure thickness of tunnel is big, needs bigger excavation size, thereby has increased engineering quantity, has prolonged the duration, has caused waste economically.
The utility model content
Technical problem to be solved in the utility model is to provide a kind of hydraulic tunnel fixed circle load-carrying construction.But the concrete lining thickness of the fixed circle load-carrying construction of this hydraulic tunnel attenuate hydraulic tunnel reduces footpath, tunnel excavation hole, thereby reduces engineering quantity, reduction of erection time, saving construction investment.
For solving the problems of the technologies described above the technical solution of the utility model: the fixed circle load-carrying construction of a kind of hydraulic tunnel.Comprise tunnel lining concrete and the effective fixed circle of grouting, the tunnel lining concrete connects as one by once supporting anchor pole and the effective fixed circle of grouting.
In the fixed circle load-carrying construction of above-mentioned hydraulic tunnel, the thickness d of effective fixed circle is 3～10m.
In the fixed circle load-carrying construction of aforesaid hydraulic tunnel, the once supporting anchor pole is to weld together with the concrete lining cutting reinforcing bar of tunnel lining.
The beneficial effects of the utility model: compared with prior art, the utility model is made of tunnel lining concrete and the effective fixed circle of grouting, bear external water pressure jointly by effective fixed circle and tunnel lining concrete, thereby attenuate the concrete thickness of tunnel lining, reduce footpath, tunnel excavation hole, reduced engineering quantity, shortened the duration, save construction investment, had remarkable economic efficiency and good compliance.Effective fixed circle is exactly to form fluid-tight relatively country rock circle around tunnel in the certain thickness, and its transmission coefficient is not more than 1～3 * 10
-5Cm/s, effective fixed circle is suitable with the concrete transmission coefficient of tunnel lining, and the seepage field gradient in both scopes is very little, and the tunnel lining concrete approaches zero with the water ballast(ing) increment that effectively encloses contact surface admittedly, does not have external water pressure at the tunnel lining concrete surface.External water pressure acts on effective fixed circle surface, and tunnel lining concrete and effective fixed circle have formed the associating force structure that the fixed circle of country rock is born external water pressure under the connection of once supporting anchor pole.In design, to guarantee the thick 3m at least of effective fixed circle.Fixed circle of country rock and the concrete combined force structure of tunnel lining are born external water pressure, thus attenuate the tunnel lining concrete thickness, reduced tunnel excavation hole footpath.In the utility model, behind the lining concrete of finishing tunnel,, country rock and tunnel lining concrete have been linked to be integral body by once supporting anchor pole and consolidation grouting, formed the associating force structure.Country rock is by consolidation grouting, and the integrality and the sex change modulus of country rock are improved on the one hand, and the permeability of country rock also reduces greatly on the other hand, has changed the permeance property of current in rock mass.Country rock through consolidation grouting can become relative impervious layer.Connect tunnel lining concrete and country rock by the once supporting anchor pole, strengthened the adhesion stress of tunnel lining concrete and country rock contact surface, simultaneously, the once supporting anchor pole also plays and transmits the effect of drawing (pressure) stress, makes both objectively become whole force structure.
Description of drawings
Fig. 1 is a structural representation of the present utility model;
Among the figure: 1-tunnel lining concrete, 2-effective fixed circle that is in the milk, 3-support anchor rod, the fixed circle of 4-, 5-country rock, 6-consolidation grouting hole.
Below in conjunction with the drawings and specific embodiments the utility model is further described.
The specific embodiment
Embodiment.As shown in Figure 1, comprise tunnel lining concrete 1 and the effective fixed circle 2 of grouting, tunnel lining concrete 1 connects as one by support anchor rod 3 and the effective fixed circle 2 of grouting.The thickness d of effective fixed circle 2 is determined according to actual conditions, is generally 3～10m, but the minimum 3m that is no less than, the transmission coefficient of effective fixed circle 2 is not more than 1～3 * 10
-5Cm/s.
The key element of the fixed circle load-carrying construction of hydraulic tunnel is the technology and the quality of control consolidation grouting, for guaranteeing to form effective fixed circle, adopts following supporting technology:
(1) country rock basic demand: have I, II, the III class surrounding rock of certain self-stable ability and the IV class surrounding rock that reaches from steady condition by certain reinforcement measure in the karst limestone and can be used as the requirement of country rock primary condition.It should be rock at first that following feature: a. should be arranged, and has globality and certain integrality, is not bulk solid.B. by can be steady certainly after reinforcing, tunnel lining not be produced imposed load, can be as load body or force transfer body.C. should have certain thickness, be not less than one times of hole height (wide).
(2) anchor pole is arranged: all utilize the once supporting anchor pole, do not making the base plate of once supporting (arch) increase structural anchor bar, press in the nothing of not lining cutting crown and establish the reinforcing of hollow prestressed anchor on the section abutment wall of hole.For guaranteeing good switching performance and higher intensity, once supporting anchor pole 3 adopts the II grade reinforcing steel, and diameter adopts 22～32mm.Array pitch and protruded length between once supporting anchor pole 3, adopt the relevant parameter of once supporting anchor pole, the structural anchor bar that increases also adopts the supporting parameter of corresponding hole section, the concrete lining thickness of its protruded length and corresponding hole section adapts, and requires once supporting anchor pole and the concrete lining cutting reinforcing bar welding of tunnel lining.Like this, compare not extra increase engineering quantity with traditional tunnel treatment measures.Can not lining cutting also can satisfy the requirement of HYDRODYNAMIC CONDITION RELATING TO at the crown of some hole sections, in this case, press in the nothing of not lining cutting crown and to establish the hollow prestressed anchor on the section abutment wall of hole and reinforce, to form the fixed circle 4 of country rock.In view of the important function of anchor pole in country rock " fixed circle " load system, anchor pole is carried out nondestructive testing, adopting the content of nondestructive testing is rock-bolt length and bolthole slip casting saturation ratio.After reaching 80%, bolt grouting intensity detects (about general 7d).
(3) consolidation grouting technology and detection are estimated: according to country rock " fixed circle " structural requirement, in conjunction with the experimental study achievement of tunnel country rock engineering geology, hydrogeological situation and consolidation grouting, determine the consolidation grouting parameter of hydraulic tunnel.
Grouting process control: the order of consolidation grouting after the first backfill grouting, backfill grouting is carried out after lining concrete reaches 70% design strength, and the consolidation grouting at the backfill grouting position carries out behind backfill grouting 7d.Consolidation grouting adopts the grouting process of " circulation in the hole, " from top to bottom, grouting is strict to divide preface by interannular, encrypt principle in the ring, the I of elder generation preface hole, back II preface hole, adopt the P.O.42.5MPa Portland cement, the screen over-size of 80 μ m square hole screens must not be greater than 2% excessively for the used cement fineness requirement of the preceding hole of hydraulic tunnel curtain section, and screen over-size must not be greater than 5% behind the curtain.
According to country rock " fixed circle " grouting test achievement, reach the requirement of formation " fixed circle " for the effect that guarantees grouting, proposed setting-out inspection and the two control standards of physical prospecting test that the detection of consolidation grouting is estimated: 1. setting-out check criteria: grouting finished after 3～7 days, carry out the setting-out inspection, adopt the single-point method setting-out, pressure is 80% of the maximum grouting pressure of this hole section, as greater than 1.0Mpa, then adopts 1.0Mpa.Criterion of acceptability: the section of pressure q≤1.5Lu is arranged, do not have the section of pressure q≤3Lu, hole section qualification rate is not less than 85%.Do not conform to checkerwork cell section Lu value and be no more than 150% of setting, and do not concentrate.2. physical prospecting testing standard: limestone cave section rock mass velocity: single hole, stride hole test all 〉=3800m/s; Shale hole, nine grades of beaches section, filling-type Karst cave section rock mass velocity: single hole, stride hole test all 〉=2200m/s.3. the inspection evaluation of arbitrary grouting unit must be satisfied above-mentioned two standards simultaneously.
Embodiment of the present utility model is not limited to the foregoing description, all belongs within the protection domain of the present utility model in the various variations of making under the prerequisite that does not break away from the utility model aim.
Claims (3)
1. fixed circle load-carrying construction of hydraulic tunnel is characterized in that: comprise tunnel lining concrete (1) and grouting effective fixed circle (2), tunnel lining concrete (1) connects as one by the once supporting anchor pole (3) and the effective fixed circle (2) that is in the milk.
2. the fixed circle load-carrying construction of hydraulic tunnel according to claim 1 is characterized in that: the thickness d of described effective fixed circle (2) is 3～10m.
3. the fixed circle load-carrying construction of hydraulic tunnel according to claim 1 is characterized in that: described once supporting anchor pole (3) welds together with the lining cutting reinforcing bar of tunnel lining concrete (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200920309242 CN201474703U (en) | 2009-08-31 | 2009-08-31 | Bearing structure of consolidated ring of hydraulic tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200920309242 CN201474703U (en) | 2009-08-31 | 2009-08-31 | Bearing structure of consolidated ring of hydraulic tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201474703U true CN201474703U (en) | 2010-05-19 |
Family
ID=42410951
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200920309242 Expired - Lifetime CN201474703U (en) | 2009-08-31 | 2009-08-31 | Bearing structure of consolidated ring of hydraulic tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201474703U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102191940A (en) * | 2011-05-16 | 2011-09-21 | 长江勘测规划设计研究有限责任公司 | Water conveyance tunnel with prestressed composite lining for shield tunnelling |
| CN107245989A (en) * | 2017-08-04 | 2017-10-13 | 北京中水科海利工程技术有限公司 | Bear the tunnel structure and its construction technology of external water pressure in height |
| CN108518229A (en) * | 2018-04-24 | 2018-09-11 | 中铁五局集团第五工程有限责任公司 | Large deformation weak broken wall rock outsized section tunnel excavation supporting structure and construction method |
| CN110924976A (en) * | 2019-12-03 | 2020-03-27 | 中南大学 | Surrounding rock outer ring grouting reinforcement method |
-
2009
- 2009-08-31 CN CN 200920309242 patent/CN201474703U/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102191940A (en) * | 2011-05-16 | 2011-09-21 | 长江勘测规划设计研究有限责任公司 | Water conveyance tunnel with prestressed composite lining for shield tunnelling |
| CN107245989A (en) * | 2017-08-04 | 2017-10-13 | 北京中水科海利工程技术有限公司 | Bear the tunnel structure and its construction technology of external water pressure in height |
| CN108518229A (en) * | 2018-04-24 | 2018-09-11 | 中铁五局集团第五工程有限责任公司 | Large deformation weak broken wall rock outsized section tunnel excavation supporting structure and construction method |
| CN110924976A (en) * | 2019-12-03 | 2020-03-27 | 中南大学 | Surrounding rock outer ring grouting reinforcement method |
| CN110924976B (en) * | 2019-12-03 | 2020-09-18 | 中南大学 | Surrounding rock outer ring grouting reinforcement method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: HYDROCHINA GUIYANG ENGINEERING CORPORATION, LTD. Free format text: FORMER NAME: GUIYANG PROSPECTION + DESIGN INST, CHINA HYDRAULIC POWER CONSULTARY GROUP Owner name: CHINA POWER GROUP GUIYANG INVESTIGATION DESIGN + R Free format text: FORMER NAME: HYDROCHINA GUIYANG ENGINEERING CORPORATION, LTD. |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 550002 No. 85, Jiefang Road, Guizhou, Guiyang Patentee after: CHINA POWER CONSRTUCTION GROUP GUIYANG SURVEY AND DESIGN INSTITUTE Co.,Ltd. Address before: 550002 No. 85, Jiefang Road, Guizhou, Guiyang Patentee before: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. Address after: 550002 No. 85, Jiefang Road, Guizhou, Guiyang Patentee after: POWERCHINA GUIYANG ENGINEERING Corp.,Ltd. Address before: 550002 No. 85, Jiefang Road, Guizhou, Guiyang Patentee before: HydroChina Guiyang Engineering Corp. |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20100519 |