CN105019463B - Integral tension formula big cross section underground structure and its construction method - Google Patents
Integral tension formula big cross section underground structure and its construction method Download PDFInfo
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- CN105019463B CN105019463B CN201510477881.0A CN201510477881A CN105019463B CN 105019463 B CN105019463 B CN 105019463B CN 201510477881 A CN201510477881 A CN 201510477881A CN 105019463 B CN105019463 B CN 105019463B
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Abstract
The invention discloses a kind of integral tension formula big cross section underground structure, inner side anchors beam and is arranged circumferentially about in the boundary for excavating cavern cross section, outside anchors beam and is arranged circumferentially about outside the border for excavating cavern cross section, inner side anchors beam and corresponded with outside anchoring beam, bearing of trend arranged for interval of the rope net along excavation cavern, rope net includes medial strand, lateral funiculus and radial cable, it is connected between adjacent inboard anchoring beam by medial strand, it is connected between adjacent outer anchoring beam by lateral funiculus, inner side is anchored to be connected between beam and corresponding outside anchoring beam by radial cable.Meanwhile, also disclose its construction method.As the force structure of underground structure, formed before big cross section underground structure excavation, more preferable safety guarantee is provided so as to be excavated for big cross section underground structure, and full face tunneling can be carried out, working space is larger.
Description
Technical field
The present invention relates to the structure of underground structure and construction method, and in particular to big cross section underground structure and its construction party
Method.
Background technology
Big cross section underground structure is the direction of underground structure development.It is now general at present to use for big cross section underground structure
Composite lining structure, is made up of preliminary bracing and secondary lining, and preliminary bracing typically uses combined bolting and shotcrete.Combined bolting and shotcrete is by anchor
The formation such as bar (or anchor cable), bar-mat reinforcement, gunite concrete, combined bolting and shotcrete forms common effect system with country rock.The master of presence
Wanting deficiency is：On the one hand, traditional big cross section underground structure is not utilized sufficiently to Cable Structure, is only used as anchor
Rope, is reinforced to rock stratum.On the other hand, this structure is applied after big cross section underground structure excavation, and requires timely
Complete supporting.
In terms of big cross section Underground Construction, mainly there are upper half section advanced short benching tunnelling method, CD methods, two side-wall pilot tunnel
Deng, but to there is excavation sequence more for these excavating loads, and working space is smaller, does not apply to big cross section supporting machineryization construction etc. no
Foot.
The content of the invention
For supporting after first being excavated when overcoming prior art not make full use of, construct to Cable Structure, construction working space by
The problems such as limit, the present invention is intended to provide a kind of integral tension formula underground structure, this structure takes full advantage of the tensile property of rope,
Rope forms a kind of integral tension structure with country rock, and this new force structure can be the replacement of traditional force structure, while this
Plant structure just to be formed before excavation, provide safety guarantee for the excavation of the underground space, full face tunneling can be carried out, work
Space is larger.
Therefore, the technical solution adopted in the present invention is：A kind of integral tension formula big cross section underground structure, including interior side anchor
Gu Liang (1), outside anchoring beam (2) and rope net, boundary circumferentially cloth of the inner side anchoring beam (1) in excavation cavern cross section
Put, outside anchoring beam (2) is arranged circumferentially about outside the border for excavating cavern cross section, the inner side anchoring beam (1) and outer side anchor
Gu Liang (2) is corresponded, and it is consistent with the bearing of trend for excavating cavern that inner side anchoring beam (1) anchors beam (2) with outside；The rope net
Along the bearing of trend arranged for interval for excavating cavern, rope net includes medial strand (3), lateral funiculus (4) and radial cable (5), adjacent inboard
It is connected between anchoring beam (1) by the medial strand (3), the lateral funiculus (4) phase is passed through between adjacent outer anchoring beam (2)
Even, it is connected between inner side anchoring beam (1) and corresponding outside anchoring beam (2) by the radial cable (5).
Meanwhile, present invention also offers a kind of construction method of integral tension formula big cross section underground structure, including following step
Suddenly：
(a) the small pilot tunnel in multiple inner sides (6), is opened up in the boundary for excavating cavern cross section, cavern cross section is being excavated
Accordingly opened up outside border and offer medial strand hole between the small pilot tunnel in outside (7) of identical quantity, the small pilot tunnel of adjacent inboard (6),
Lateral funiculus hole is offered between the small pilot tunnel of adjacent outer (7), footpath is offered between the small pilot tunnel in inner side and the small pilot tunnel in corresponding outside
Xiang Suokong, and medial strand hole, lateral funiculus hole and radial cable hole offered along the bearing of trend compartment of terrain for excavating cavern it is multiple；
(b) inner side anchoring beam (1), is set in the small pilot tunnel in inner side (6), sets outside to anchor in the small pilot tunnel in outside (7)
It is equipped with beam (2), each medial strand hole in medial strand (3), each lateral funiculus hole and is equipped with lateral funiculus (4), each radial cable
Radial cable (5) is equipped with hole, two ends, the inner of radial cable (5) of medial strand (3) are anchored in corresponding inner side anchoring beam (1)
On, two ends, the outer end of radial cable (5) of lateral funiculus (4) are anchored on corresponding outside anchoring beam (2)；
(c) full face tunneling or two step constructions, are carried out to underground structure；
(d) combined bolting and shotcrete, is carried out to underground structure.
Beneficial effects of the present invention：Inner side anchoring beam, outside anchoring beam are used to fix rope net, and country rock is carried out using rope net
Integral tension, in integral tension structure, rope net tension and country rock are pressurized, and rope net is by interior strop, outer strop and radial cable group
Into specific fabulous globality.This structure has been formed before big cross section underground structure excavation, and country rock is reinforced, it
After can carry out full face tunneling, increase working space.
Brief description of the drawings
Fig. 1 is the shaft side figure of integral tension formula big cross section underground structure.
Fig. 2 is Fig. 1 cross-sectional view.
Fig. 3 is outside pilot tunnel, inner side pilot tunnel, radial direction pilot tunnel layout drawing.
Fig. 4 is outside anchoring beam, inner side anchoring beam, lateral funiculus, medial strand, the layout drawing of radial cable.
Embodiment
Below by embodiment and with reference to accompanying drawing, the invention will be further described：
With reference to shown in Fig. 1~Fig. 2, a kind of integral tension formula big cross section underground structure mainly anchors beam 1, outside by inner side
Anchor beam 2 and rope net composition.
Inner side anchors totally eight, beam 1, is arranged circumferentially about in the boundary for excavating cavern cross section.Outside anchoring beam 2 totally eight
Root, is arranged circumferentially about outside the border for excavating cavern cross section.Inner side anchors beam 1 and corresponded with outside anchoring beam 2, quantity phase
Deng, inner side anchoring beam 1 and outside, to anchor beam 2 consistent with the bearing of trend of excavation cavern.Inner side anchoring beam 1, outside anchoring beam 2 are used
Rope net is fixed in installing.
Bearing of trend arranged for interval of the rope net along excavation cavern.Rope net is main by medial strand 3, lateral funiculus 4 and the structure of radial cable 5
Into.It is connected between adjacent inboard anchoring beam 1 by medial strand 3, totally eight medial strands 3, surround interior strop.Adjacent outer anchors beam
It is connected between 2 by lateral funiculus 4, totally eight lateral funiculus 4, surround outer strop.Inner side anchors beam 1 and anchors beam 2 with corresponding outside
Between be connected by radial cable 5, each rope net includes eight radial cables 5.Therefore, eight medial strands 3, eight lateral funiculus 4 and eight
Root radial cable 5 surrounds rope net jointly.
Inner side anchoring beam 1, outside anchoring beam 2 are used to fix rope net, and integral tension structure is formed using rope net and country rock,
In this integral tension structure, rope net is made up of interior strop, outer strop and radial cable, and rope net tension and country rock are pressurized, and this
The specific fabulous globality of structure.
Preferably, inner side anchoring beam 1 is circumferentially uniform in the boundary for excavating cavern cross section, and outside anchoring beam 2 is being opened
Dig a hole circumferentially uniform outside the border in room cross section.Bearing of trend of the rope net along excavation cavern is uniformly at intervals.
In addition, being additionally provided with spray anchor layer on the inwall for excavating cavern；Further, it is also provided with lining cutting in spray anchor layer
Structure.Spray anchor layer and liner structure are set up, the split room of digging a hole further is reinforced.
Certainly, inner side anchoring beam 1, the quantity of outside anchoring beam 2 are not limited to eight, and quantity is more, and stretch-draw effect is better, but
Quantity is excessive, can also increase construction volume, therefore, is selected generally according to actual conditions.
A kind of construction method of integral tension formula big cross section underground structure, comprises the following steps：
(a), as shown in figure 3, opening up the small pilot tunnel 6 in multiple inner sides in the boundary for excavating cavern cross section, cavern is being excavated
Accordingly opened up outside the border in cross section and offer medial strand between the small pilot tunnel 7 in outside of identical quantity, the small pilot tunnel 6 of adjacent inboard
Hole passes through for medial strand 3, and offer lateral funiculus hole between the small pilot tunnel 7 of adjacent outer passes through for lateral funiculus 4.The small pilot tunnel in inner side with it is right
Radial cable hole is offered between the small pilot tunnel in outside answered for radial cable 5 to pass through.Medial strand hole, lateral funiculus hole and radial cable hole edge are opened
Dig a hole room bearing of trend compartment of terrain offer it is multiple.
(b), with reference to shown in Fig. 3, Fig. 4, beam 1 is anchored on the inside of setting in the small pilot tunnel 6 in inner side, is set in the small pilot tunnel 7 in outside
Put to be equipped with medial strand 3, each lateral funiculus hole in outside anchoring beam 2, each medial strand hole and be equipped with lateral funiculus 4, Mei Gejing
Radial cable 5 is equipped with Xiang Suokong.Two ends, the inner of radial cable 5 of medial strand 3 are anchored on corresponding inner side anchoring beam 1, outside
Two ends, the outer end of radial cable 5 of funiculus lateralis 4 are anchored on corresponding outside anchoring beam 2.During Specific construction, it is necessary to medial strand 3,
Lateral funiculus 4 and radial cable 5 apply prestressing force, finally also to carry out slip casting backfill to rope hole.
(c) full face tunneling or two step constructions, are carried out to underground structure.
(d) combined bolting and shotcrete traditionally, is carried out to underground structure.
Preferably, in addition to step (e), lining construction is carried out after combined bolting and shotcrete.
Step (c), step (d) and step (e) are traditional construction method, be will not be repeated here.
Claims (7)
1. a kind of integral tension formula big cross section underground structure, it is characterised in that：Including inner side anchoring beam (1), outside anchoring beam (2)
With rope net, the inner side anchoring beam (1) is arranged circumferentially about in the boundary for excavating cavern cross section, and outside anchoring beam (2) is being opened
Dig a hole room cross section border outside be arranged circumferentially about, inner side anchoring beam (1) is corresponded with outside anchoring beam (2), inner side
Anchor beam (1) consistent with the bearing of trend for excavating cavern with outside anchoring beam (2)；Bearing of trend of the rope net along excavation cavern
Arranged for interval, rope net is included between medial strand (3), lateral funiculus (4) and radial cable (5), adjacent inboard anchoring beam (1) by described
Medial strand (3) is connected, and is connected between adjacent outer anchoring beam (2) by the lateral funiculus (4), inner side anchoring beam (1) with it is corresponding
Outside anchoring beam (2) between be connected by the radial cable (5).
2. integral tension formula big cross section underground structure according to claim 1, it is characterised in that：The inner side anchors beam
(1) circumferentially uniform in the boundary for excavating cavern cross section, outside anchoring beam (2) is in outside the border for excavating cavern cross section
Circumference uniform distribution.
3. integral tension formula big cross section underground structure according to claim 1, it is characterised in that：Excavate hole in the rope net edge
The bearing of trend of room is uniformly at intervals.
4. integral tension formula big cross section underground structure according to claim 1, it is characterised in that：The excavation cavern it is interior
Spray anchor layer is additionally provided with wall.
5. integral tension formula big cross section underground structure according to claim 4, it is characterised in that：Also set in the spray anchor layer
It is equipped with liner structure.
6. a kind of construction method of integral tension formula big cross section underground structure, it is characterised in that comprise the following steps：
(a) the small pilot tunnel in multiple inner sides (6), is opened up in the boundary for excavating cavern cross section, the border in cavern cross section is being excavated
Medial strand hole is offered between the outer small pilot tunnel in outside (7) for accordingly opening up identical quantity, the small pilot tunnel of adjacent inboard (6), it is adjacent
Lateral funiculus hole is offered between the small pilot tunnel in outside (7), radial cable is offered between the small pilot tunnel in inner side and the small pilot tunnel in corresponding outside
Hole, and medial strand hole, lateral funiculus hole and radial cable hole offered along the bearing of trend compartment of terrain for excavating cavern it is multiple；
(b) inner side anchoring beam (1), is set in the small pilot tunnel in inner side (6), anchoring beam in outside is set in the small pilot tunnel in outside (7)
(2), it is equipped with each medial strand hole in medial strand (3), each lateral funiculus hole and is equipped with lateral funiculus (4), each radial cable hole
Radial cable (5) is inside equipped with, two ends, the inner of radial cable (5) of medial strand (3) are anchored in corresponding inner side anchoring beam (1), outside
Two ends, the outer end of radial cable (5) of funiculus lateralis (4) are anchored on corresponding outside anchoring beam (2)；
(c) full face tunneling or two step constructions, are carried out to underground structure；
(d) combined bolting and shotcrete, is carried out to underground structure.
7. the construction method of integral tension formula big cross section underground structure according to claim 6, it is characterised in that：Also include
Step (e), carries out lining construction after combined bolting and shotcrete.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510477881.0A CN105019463B (en) | 2015-08-06 | 2015-08-06 | Integral tension formula big cross section underground structure and its construction method |
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| CN201510477881.0A CN105019463B (en) | 2015-08-06 | 2015-08-06 | Integral tension formula big cross section underground structure and its construction method |
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| CN105019463B true CN105019463B (en) | 2017-10-03 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH08218378A (en) * | 1995-02-15 | 1996-08-27 | Taisei Corp | Earth retaining method |
| CN201224864Y (en) * | 2008-07-15 | 2009-04-22 | 张国志 | Suspension cable type pedestrian overpass |
| CN103306682B (en) * | 2013-06-26 | 2015-03-25 | 中国电建集团中南勘测设计研究院有限公司 | Long-span and high-side-wall underground space building and excavation support method thereof |
| CN104632246B (en) * | 2014-09-01 | 2017-07-14 | 中车建设工程有限公司 | A kind of UNDERGROUND STRUCTURES |
| CN204825917U (en) * | 2015-08-06 | 2015-12-02 | 北车建设工程有限责任公司 | Big section underground structure of whole stretch -draw formula |
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Address after: 100078 Beijing city Fengtai District park is a district 15 building five floor 501, 503 Applicant after: CRRC CONSTRUCTION ENGINEERING Co.,Ltd. Address before: 100078 Beijing city Fengtai District park is a district 15 building five floor 501, 503 Applicant before: CNR CONSTRUCTION ENGINEERING Co.,Ltd. |
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Address after: 100078 501, 503, 5th floor, building 15, fangchengyuan 1st District, Fengtai District, Beijing Patentee after: CRRC Intelligent Transportation Engineering Technology Co.,Ltd. Address before: 100078 501, 503, 5th floor, building 15, fangchengyuan 1st District, Fengtai District, Beijing Patentee before: CRRC CONSTRUCTION ENGINEERING Co.,Ltd. |
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