CN202187288U - Compound tunnel anchorage - Google Patents
Compound tunnel anchorage Download PDFInfo
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- CN202187288U CN202187288U CN2011202949107U CN201120294910U CN202187288U CN 202187288 U CN202187288 U CN 202187288U CN 2011202949107 U CN2011202949107 U CN 2011202949107U CN 201120294910 U CN201120294910 U CN 201120294910U CN 202187288 U CN202187288 U CN 202187288U
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- tunnel
- anchor
- anchorage
- rock
- male cone
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Abstract
A compound tunnel anchorage can effectively resolve the problem that rock quality is poor and problems of strength and flowing deformation of the bridge location compound tunnel anchorage, and safety of tunnel cavitation can be easily ensured. The compound tunnel anchorage comprises a tunnel, an anchor plug body (21) and a front anchor chamber (22). The anchor plug body (21) is formed by concrete filled and poured into an inner section of the tunnel, a buttress (23) is arranged in the front anchor chamber (22), and main cables (10) pass through a cable saddle at the top of the buttress (23) to scatter and are fixed in the front anchor face of the anchor plug body (21) in anchoring mode. Anchor rods (31) penetrating into a surrounding rock from the bed rock surface are arranged at a vault section and two side wall sections of the tunnel at intervals, and an initial-stage supporting structure and a secondary lining (35) are arranged from the bed rock surface to the inside in sequence. Prestressing anchor cables (24) penetrating through the anchor plug body (21) and the inner end face of the tunnel into a deep-layer rock mass are arranged axially along the tunnel, and two ends of the prestressing anchor cables (24) are respectively connected with the front anchor face of the anchor plug body (21) and the deep-layer rock mass in anchoring mode.
Description
Technical field
The utility model relates to bridge engineering, and the tunnel-type anchorage structure of suspension bridge is striden in particularly a kind of mountain area that is applicable to greatly.
Background technology
Modern suspension mainly is made up of four big members such as anchorage, Sarasota, funicular system, stiff girders.Anchorage generally is divided into two types of gravity anchor and tunnel-type anchorages as the important component that cable power is passed to ground.Gravity anchor relies on the huge pulling force of the dead-weight balanced main push-towing rope of anchorage, and tunnel-type anchorage makes full use of the acting in conjunction of anchorage and surrounding rock body and comes the anchoring main push-towing rope.
Compare with gravity anchor, the tunnel anchor is cheap, as is built in U.S. George Washington bridge in 1931, and gravity anchor needs concrete 10.7 ten thousand m
3, tunnel-type anchorage only needs 2.2 ten thousand m
3, the Chongqing E Gongyan Yangtze Bridge that built up in 2000, tunnel-type anchorage force of gravity formula anchorage is practiced thrift 1,500 ten thousand yuans.Because the tunnel anchor is in below the face of land, has avoided the heavy excavation to the former face of land, be that gravity anchor is irreplaceable in the advantage aspect the protection environment.
Though tunnel-type anchorage has tangible advantage than gravity anchor aspect saving cost, the environmental protection; But the practical engineering application of tunnel-type anchorage seldom; Trace it to its cause is because the cable power big (single cable reaches tens thousand of tons) for striding suspension bridge greatly; Rock quality to bridge location anchorage place is had relatively high expectations, and because male cone body size is bigger, the difficulty of excavation supporting is bigger.
The utility model content
The utility model technical problem to be solved provides the compound anchorage of a kind of tunnel type, can solve the intensity and the rheology problem of the relatively poor bridge location tunnel-type anchorage of rock quality effectively, and the safety of the tunnel cavitation guarantee that is easy to get.
It is following that the utility model solves the technical scheme that its technical problem adopted:
The compound anchorage of the tunnel type of the utility model; Comprise tunnel, male cone body and preceding anchor chamber; The male cone body forms the anchor face indoor buttress that is provided with of preceding anchor, main push-towing rope are anchored in the male cone body after the diffusing cable saddle at buttress top scatters before by the concrete that filling is poured into section in the tunnel; It is characterized in that: said tunnel penetrates the anchor pole in the country rock at its crown section and the laying of both sides abutment wall spacer segment by the basement rock surface, and inwardly sets gradually preliminary bracing structure and secondary lining by the basement rock surface; The prestress anchorage cable that male cone body and tunnel inner face get into the deep layer rock mass is passed in the axial distribution setting along the tunnel, the two ends of prestress anchorage cable respectively with the male cone body before anchor face, deep layer rock anchorage be connected.
The beneficial effect of the utility model is; Adopt preliminary bracing structure and combining anchor that excavated section is carried out immediate support; Both guaranteed the cavitation safety of large cross section excavation in soft rock, satisfied the force request of anchorage through the development of control wall rock loosening ring again at Cheng Qiaohou; Prestress anchorage cable and male cone body form combining structure; To transfer the intensity of deep layer rock mass; Improved the anchorage bearing capacity; The active stretch-draw of prestress anchorage cable can reduce male cone body and the stress level of country rock contact surface under long duration load, has solved the rheology problem that the relatively poor bridge location of rock quality is built the tunnel anchor; Compare with gravity anchor, can reduce construction costs significantly.
Description of drawings
This manual comprises following three width of cloth accompanying drawings:
Fig. 1 is the facade structures sketch map of the compound anchorage of the utility model tunnel type;
Fig. 2 is the cross-sectional configuration sketch map in tunnel in the compound anchorage of the utility model tunnel type;
Fig. 3 is the constructional drawing of the compound anchorage application example of the utility model tunnel type.
Member shown in the figure, toponym and pairing mark: main push-towing rope 10, male cone body 21, preceding anchor chamber 22, buttress 23, prestress anchorage cable 24, anchor pole 31, shotcrete layer 32, loopful steelframe 33, lock foot anchoring stock 34, secondary lining 35.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment the utility model is further specified.
See figures.1.and.2; The compound anchorage of the tunnel type of the utility model comprises tunnel, male cone body 21 and preceding anchor chamber 22; Male cone body 21 is formed by the concrete that filling is poured into section in the tunnel; Buttress 23 is set, anchor face main push-towing rope 10 is anchored in male cone body 21 after the diffusing cable saddle at buttress 23 tops scatters before in the preceding anchor chamber 22.Said tunnel penetrates the anchor pole 31 in the country rock at its crown section and the laying of both sides abutment wall spacer segment by the basement rock surface, and inwardly sets gradually preliminary bracing structure and secondary lining 35 by the basement rock surface.Anchor pole 31 can adopt the segmentation self-feeding anchor pile for 21 sections at the male cone body, and 22 sections can be adopted cement mortar cartridge bag anchor pole etc. in preceding anchor chamber.Preliminary bracing structure be distributed in anchor pole 31 in the tunnel surrounding and unite excavated section is carried out immediate support, both guaranteed the cavitation safety of large cross section excavation in soft rock, satisfy the force request of anchorage through the development of control wall rock loosening ring again at Cheng Qiaohou.With reference to Fig. 2, said preliminary bracing structure is made up of shotcrete layer that covers the tunnel basement rock 32 and the loopful steelframe 33 that is embedded in it usually, and loopful steelframe 33 is provided with lock foot anchoring stock 34 at the connecting portion place of its crown section and abutment wall section.
With reference to Fig. 1, the prestress anchorage cable 24 of male cone body 21 and tunnel inner face entering deep layer rock mass is passed in the axial distribution setting along the tunnel, and the two ends of prestress anchorage cable 24 are connected with male cone body 21 preceding anchor faces, deep layer rock anchorage respectively.Promptly adopt the prestress anchorage cable 24 that is anchored in male cone body 21 preceding anchor faces to form combining structures, can transfer the intensity of deep layer rock mass, to improve the anchorage bearing capacity with male cone body 21.The active stretch-draw of prestress anchorage cable 24 can reduce male cone body 21 and the stress level of country rock contact surface under long duration load, has solved the rheology problem that the relatively poor bridge location of rock quality is built the tunnel anchor effectively.
The applicant successfully is applied to the compound anchorage of the tunnel type of the utility model in the design and construction of the national freeway net Chengdu-Chongqing loop wire Nanxi Yangtze Bridge.With reference to Fig. 3, this bridge north bank adopts gravity anchor, and southern bank adopts the compound anchorage of tunnel type of the utility model.The volume of concrete of the compound anchorage of south bank tunnel type is 16690m
3, and northern bank employing gravity anchor volume is 76627m
3Bank tunnel type compound anchorage cost in south is 2,917 ten thousand yuan, compares for 7,456 ten thousand yuan with northern bank gravity anchor cost, saves 4,539 ten thousand yuan of about costs.
Some principles of the above compound anchorage of the utility model tunnel type that just explains through diagrams; Be not be to the utility model be confined to shown in described concrete structure and the scope of application in; So every the modify and equivalent that might be utilized all belongs to the claim that the utility model is applied for.
Claims (3)
1. the compound anchorage of tunnel type; Comprise tunnel, male cone body (21) and preceding anchor chamber (22); Male cone body (21) is formed by the concrete that filling is poured into section in the tunnel; In the preceding anchor chamber (22) buttress (23) is set; Main push-towing rope (10) is anchored in the preceding anchor face of male cone body (21) after the diffusing cable saddle at buttress (23) top scatters, it is characterized in that: said tunnel penetrates the anchor pole (31) in the country rock at its crown section and the laying of both sides abutment wall spacer segment by the basement rock surface, and inwardly sets gradually preliminary bracing structure and secondary lining (35) by the basement rock surface; The prestress anchorage cable (24) of male cone body (21) and tunnel inner face entering deep layer rock mass is passed in the axial distribution setting along the tunnel, and the two ends of prestress anchorage cable (24) are connected with the preceding anchor face of male cone body (21), deep layer rock anchorage respectively.
2. the compound anchorage of tunnel type as claimed in claim 1; It is characterized in that: said preliminary bracing structure is by the shotcrete layer (32) that covers the tunnel basement rock and be embedded in loopful steelframe (33) formation in it, and loopful steelframe (33) is provided with lock foot anchoring stock (34) at the connecting portion place of its crown section and abutment wall section.
3. according to claim 1 or claim 2 the compound anchorage of tunnel type, it is characterized in that: said anchor pole (31) adopts the segmentation self-feeding anchor pile in male cone body (21) section, and section adopts cement mortar cartridge bag anchor pole in preceding anchor chamber (22).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011202949107U CN202187288U (en) | 2011-08-15 | 2011-08-15 | Compound tunnel anchorage |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011202949107U CN202187288U (en) | 2011-08-15 | 2011-08-15 | Compound tunnel anchorage |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202187288U true CN202187288U (en) | 2012-04-11 |
Family
ID=45918749
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011202949107U Expired - Fee Related CN202187288U (en) | 2011-08-15 | 2011-08-15 | Compound tunnel anchorage |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202187288U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102352601A (en) * | 2011-08-15 | 2012-02-15 | 四川省交通运输厅公路规划勘察设计研究院 | Tunnel type composite anchorage |
| CN102966039A (en) * | 2012-11-23 | 2013-03-13 | 四川省交通运输厅公路规划勘察设计研究院 | Splay saddle of suspension bridge |
| CN105155413A (en) * | 2015-08-14 | 2015-12-16 | 山东大学 | Partial non-bonded tunnel type compound anchorage system and method |
| CN112855168A (en) * | 2021-01-05 | 2021-05-28 | 广西壮族自治区公路发展中心 | Construction method of suspension cable bridge type tunnel spanning over super-huge karst cave |
-
2011
- 2011-08-15 CN CN2011202949107U patent/CN202187288U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102352601A (en) * | 2011-08-15 | 2012-02-15 | 四川省交通运输厅公路规划勘察设计研究院 | Tunnel type composite anchorage |
| CN102966039A (en) * | 2012-11-23 | 2013-03-13 | 四川省交通运输厅公路规划勘察设计研究院 | Splay saddle of suspension bridge |
| CN102966039B (en) * | 2012-11-23 | 2015-07-29 | 四川省交通运输厅公路规划勘察设计研究院 | A kind of suspension bridge vice saddle |
| CN105155413A (en) * | 2015-08-14 | 2015-12-16 | 山东大学 | Partial non-bonded tunnel type compound anchorage system and method |
| CN112855168A (en) * | 2021-01-05 | 2021-05-28 | 广西壮族自治区公路发展中心 | Construction method of suspension cable bridge type tunnel spanning over super-huge karst cave |
| CN112855168B (en) * | 2021-01-05 | 2023-06-13 | 广西壮族自治区公路发展中心 | Suspension cable bridge type tunnel construction method for crossing oversized karst cave |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20120411 Termination date: 20120815 |