CN103590332A - Tunnel type anchorage suitable for soft rock area - Google Patents
Tunnel type anchorage suitable for soft rock area Download PDFInfo
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- CN103590332A CN103590332A CN201310602947.5A CN201310602947A CN103590332A CN 103590332 A CN103590332 A CN 103590332A CN 201310602947 A CN201310602947 A CN 201310602947A CN 103590332 A CN103590332 A CN 103590332A
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- type anchorage
- anchor
- tunnel type
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Abstract
The invention discloses a tunnel type anchorage suitable for a soft rock area. The tunnel type anchorage comprises a front anchor chamber, an anchor plug body, a buttress cable release saddle and a main cable. The front anchor chamber is connected with the inner anchor surface of the anchor plug body. The anchor plug body is formed by pouring concrete. A buttress and the main cable are located in the front anchor chamber. The main cable is anchored on the outer anchor surface of the anchor plug body after being released by the buttress cable release saddle. The tunnel type anchorage further comprises a prestress pipeline and an annular support rigid frame. The prestress pipeline is axially distributed along the anchor plug body, penetrates through the outer anchor surface of the anchor plug body and makes contact with a rock mass. The annular support rigid frame covers the outer surface of the anchor plug body. The tunnel type anchorage is simple in structure. Due to the fact that stiffening steel I-beams are arranged at the position of the anchor plug body of the tunnel type anchorage, compared with a conventional tunnel type anchorage, the tunnel type anchorage has the advantages that the whole shear strength of the tunnel type anchorage is remarkably improved under the condition that a small amount of steel is increased, the sectional size and the length of the tunnel type anchorage are reduced, the tunnel type anchorage has certain economy, and a soft rock foundation of the tunnel type anchorage is prevented from being sheared and damaged.
Description
Technical field
The present invention relates to bridge construction technical field, be specially a kind of tunnel-type anchorage that is applicable to Soft Rock Area.
Background technology
Anchorage, as the main load-carrying construction thing of suspension bridge, has the structural shapes such as tunnel anchor and gravity anchor conventionally.Tunnel-type anchorage is greatly saved engineering quantity and is widely applied just gradually because it makes full use of country rock body self intensity.Meanwhile, the related technical problem of tunnel-type anchorage is many, and difficulty of construction hinders greatly again it and develops on a large scale.
Because tunnel anchor can work and jointly carry the Zhang Zaihe that main push-towing rope is huge with country rock one, can avoid extensive excavation, environmental friendliness, saving investment and reduction of erection time.Adopting tunnel anchor technology to solve the carrying problem of mountain area main rope of suspension bridge load, is a Bridges in Mountainous Areas construction significant development technically.Tunnel anchor stress is similar to conventional support anchor rod, but the real size of tunnel anchor and actual loading are much bigger, and the factor that affects its stability is also more more complicated, and tunnel anchor is also higher to the requirement of country rock.Failure mode possible after tunnel anchor is stressed mainly contains: massif bulk deformation unstable failure, country rock shear failure, country rock and anchorage concrete cement plane shear failure and anchor rope breakage skid off etc.
Summary of the invention
The object of the invention is for overcome above-mentioned deficiency provide a kind of simple in structure and the tunnel-type anchorage that is applicable to Soft Rock Area.
The present invention includes front anchor chamber, male cone body, the loose cable saddle of buttress and main push-towing rope, described front anchor chamber is connected with the interior anchor face of male cone body, described male cone body is formed by concreting, it is indoor that described buttress and main push-towing rope are positioned at front anchor, described main push-towing rope is anchored in the outer anchor face of male cone body after the loose cable saddle of buttress scatters, also comprise prestress pipe and annular supporting rigid frame, the outer anchor face that described prestress pipe arranged and passed male cone body along male cone body axial distribution contacts with rock mass, and described annular supporting rigid frame covers male cone external surface.
Between one end of described prestress pipe and rock mass, be provided with prestressing force location skeleton, the surrounding of described prestressing force location skeleton is welded with the steel I-beam of putting more energy into, described in the steel I-beam two ends of putting more energy into lay respectively in male cone body and rock mass.
Described level interval of putting more energy between steel I-beam is that 1.5m and vertical spacing are 2m.
The sectional dimension of the described steel I-beam of putting more energy into is height 180mm, the wide 94mm of leg and the thick 6.5mm of waist.
The present invention is simple in structure, by the steel I-beam of putting more energy into is set in tunnel-type anchorage male cone body position, compare with conventional tunnel-type anchorage, in the situation that increasing a small amount of steel, significantly improved the integral anti-shearing intensity of tunnel-type anchorage, sectional dimension and the length of tunnel-type anchorage have been reduced, there is certain economy, avoid tunnel-type anchorage soft rock base shear failure.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention.
Fig. 2 is cross sectional representation of the present invention.
The specific embodiment
Below in conjunction with drawings and Examples, further illustrate the present invention.
Embodiment: the present invention includes front anchor chamber 1, male cone body 2, the loose cable saddle 3 of buttress and main push-towing rope 4, described front anchor chamber 1 is connected with the interior anchor face of male cone body 2, described male cone body 2 is formed by concreting, described buttress 3 and main push-towing rope 4 are positioned at front anchor chamber 1, described main push-towing rope 4 is anchored in the outer anchor face of male cone body 2 after the loose cable saddle 3 of buttress scatters, also comprise prestress pipe 5 and annular supporting rigid frame 6, described prestress pipe 5 contacts with rock mass 7 along the 2 axial distribution settings of male cone body and through the outer anchor face of male cone body 2, and described annular supporting rigid frame 6 covers male cone body 2 external surfaces.Between one end of described prestress pipe 5 and rock mass 7, be provided with prestressing force location skeleton 8, the surrounding of described prestressing force location skeleton 8 is welded with the steel I-beam 9 of putting more energy into, described in steel I-beam 9 two ends of putting more energy into lay respectively in male cone body 2 and rock mass 7.Described level interval of putting more energy between steel I-beam 9 is that 1.5m and vertical spacing are 2m.The sectional dimension of the described steel I-beam 9 of putting more energy into is height 180mm, the wide 94mm of leg and the thick 6.5mm of waist.
The steel I-beam 9 of putting more energy into welds with annular supporting rigid frame 6, prestress pipe 5 respectively.For the steel I-beam 9 that makes to put more energy into has necessary strength and stiffness, guarantee its durability and reasonable economy, consider the convenience of assembling and welding simultaneously, by investigation, finite element analysis, ratio choosing and model testing, prove, determined sectional dimension, rigidity and the spacing of the steel I-beam 9 of putting more energy into, selected Assurance of Size the steel I-beam 9 of putting more energy into there is enough shear strengths.This device is reliably stressed and rationally economical, can the less problem of fine solution Soft Rock Area tunnel-type anchorage shear strength, significantly improve the shear strength of tunnel-type anchorage, and in the application life of guaranteeing structure, avoid tunnel-type anchorage soft rock base shear failure.The tunnel-type anchorage of the pioneering i-beam frame of putting more energy into, to the anchorage of suspension bridge particularly the tunnel-type anchorage design of Soft Rock Area there is reference and reference.
Above-described embodiment is preferably embodiment of the present invention; but embodiments of the present invention are not restricted to the described embodiments; other any do not deviate from change, the modification done under Spirit Essence of the present invention and principle, substitutes, combination, simplify; all should be equivalent substitute mode, within being included in protection scope of the present invention.
Claims (4)
1. a tunnel-type anchorage that is applicable to Soft Rock Area, comprise front anchor chamber (1), male cone body (2), buttress fall apart cable saddle (3) and main push-towing rope (4), described front anchor chamber (1) is connected with the interior anchor face of male cone body (2), described male cone body (2) is formed by concreting, described buttress (3) and main push-towing rope (4) are positioned at front anchor chamber (1), described main push-towing rope (4) is anchored in the outer anchor face of male cone body (2) after the loose cable saddle (3) of buttress scatters, it is characterized in that: also comprise prestress pipe (5) and annular supporting rigid frame (6), described prestress pipe (5) contacts with rock mass (7) along male cone body (2) axial distribution setting and through the outer anchor face of male cone body (2), described annular supporting rigid frame (6) covers male cone body (2) external surface.
2. the tunnel-type anchorage that is applicable to Soft Rock Area according to claim 1, it is characterized in that being provided with between one end of described prestress pipe (5) and rock mass (7) prestressing force location skeleton (8), the surrounding of described prestressing force location skeleton (8) is welded with the steel I-beam of putting more energy into (9), described in steel I-beam (9) two ends of putting more energy into lay respectively in male cone body (2) and rock mass (7).
3. the tunnel-type anchorage that is applicable to Soft Rock Area according to claim 2, the level interval of putting more energy into described in it is characterized in that between steel I-beam (9) is that 1.5m and vertical spacing are 2m.
4. according to the tunnel-type anchorage that is applicable to Soft Rock Area described in claim 2 or 3, the sectional dimension of the steel I-beam (9) of putting more energy into described in it is characterized in that is height 180mm, the wide 94mm of leg and the thick 6.5mm of waist.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310602947.5A CN103590332A (en) | 2013-11-25 | 2013-11-25 | Tunnel type anchorage suitable for soft rock area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310602947.5A CN103590332A (en) | 2013-11-25 | 2013-11-25 | Tunnel type anchorage suitable for soft rock area |
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| Publication Number | Publication Date |
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| CN103590332A true CN103590332A (en) | 2014-02-19 |
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| CN201310602947.5A Pending CN103590332A (en) | 2013-11-25 | 2013-11-25 | Tunnel type anchorage suitable for soft rock area |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109898414A (en) * | 2019-03-18 | 2019-06-18 | 中国石油天然气集团公司 | A kind of pipeline suspension bridge tunnel-type anchorage main push-towing rope anchor system |
| CN109944166A (en) * | 2019-04-26 | 2019-06-28 | 四川路桥华东建设有限责任公司 | A kind of overlength high inclination-angle tunnel anchorage large-tonnage dissipates cable saddle and glides and installation system and operating method |
| CN114922085A (en) * | 2022-06-09 | 2022-08-19 | 湖南科技大学 | Assembly type tunnel anchor system and construction method |
| CN114922063A (en) * | 2022-05-20 | 2022-08-19 | 兰州理工大学 | Suspension bridge tunnel type anchorage |
-
2013
- 2013-11-25 CN CN201310602947.5A patent/CN103590332A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109898414A (en) * | 2019-03-18 | 2019-06-18 | 中国石油天然气集团公司 | A kind of pipeline suspension bridge tunnel-type anchorage main push-towing rope anchor system |
| CN109944166A (en) * | 2019-04-26 | 2019-06-28 | 四川路桥华东建设有限责任公司 | A kind of overlength high inclination-angle tunnel anchorage large-tonnage dissipates cable saddle and glides and installation system and operating method |
| CN109944166B (en) * | 2019-04-26 | 2023-10-24 | 四川路桥华东建设有限责任公司 | Ultra-long large-dip-angle tunnel anchor large-tonnage cable saddle sliding and mounting system and operation method |
| CN114922063A (en) * | 2022-05-20 | 2022-08-19 | 兰州理工大学 | Suspension bridge tunnel type anchorage |
| CN114922085A (en) * | 2022-06-09 | 2022-08-19 | 湖南科技大学 | Assembly type tunnel anchor system and construction method |
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Application publication date: 20140219 |