CN102287194B - Construction method of multi-span gently arc tunnel - Google Patents
Construction method of multi-span gently arc tunnel Download PDFInfo
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- CN102287194B CN102287194B CN 201010204241 CN201010204241A CN102287194B CN 102287194 B CN102287194 B CN 102287194B CN 201010204241 CN201010204241 CN 201010204241 CN 201010204241 A CN201010204241 A CN 201010204241A CN 102287194 B CN102287194 B CN 102287194B
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Abstract
The invention discloses a construction method of a multi-span gently arc tunnel, and the method comprises the following steps: carrying out shaft excavation; when the shaft excavation is executed to the springing line of the multi-span gently arc tunnel, establishing a large pipe roof advance support; excavating a tunnel, pre-dividing the entire multi-span gently arc tunnel into multiple pilot tunnels (A, B, C, D, E, F and G), excavating separately, and establishing primary support and temporary support in time to form a closed-framework structure of multiple pilot tunnels and finish the tunneling of the entire multi-span gently arc tunnel; and performing secondary lining of the tunnel, and processing the closed-framework structure of multiple pilot tunnels to obtain the entire multi-span gently arc tunnel, wherein the multiple pilot tunnels comprise the span pilot tunnels at the span positions of the multi-span gently arc tunnel, the side pilot tunnels on the two sides of the multi-span gently arc tunnel and the common pilot tunnels at other positions of the multi-span gently arc tunnel. The formed multi-span gently arc tunnel can be used for improving the space utilization rate, reducing the buried depth of tunnel, and lowering the engineering cost.
Description
Technical field
The present invention relates to a kind of job practices of tunnel, relate in particular to the job practices in a kind of multispan jack arch tunnel.
Background technology
Because the urban highway traffic amount is big, underground utilities are crisscross, underground building such as pile foundation gather, and the underground space is very limited.When building underground structures such as underground store, walkway in the intensive urban built-up area of building, in order to satisfy the required large space environmental requirement of underground commercial space exploitation, the excavation width of subterranean tunnel constantly increases, be subjected to the restriction of tunnel structure buried depth and underground utilities simultaneously, tunnel top can't arch camber, and traditional single hole arched tunnel (or multispan arched tunnel) has the following disadvantages:
1) the excavation width in tunnel is limited, is subjected to the restriction of buried depth and the natural stability slump pitch of arch, and subterranean tunnel excavation width can not be too big, otherwise can cause caving in of tunnel.Especially the excavation width in shallow buried covered excavation tunnel is restricted especially, can't realize the large-scale development of the underground space;
When 2) adopting arched tunnel, in order to avoid building such as underground utilities, certainly will to increase the buried depth in tunnel, make construction costs increase;
3) tunnel of employing domes has increased unnecessary architectural space, has improved construction costs, also is unfavorable for economizing on resources;
4) be subjected to spatial constraints, arched tunnel can't adopt the single span large-span structure; If adopt many cavity parallels structure can't take full advantage of the underground space again, and increased a lot of communication passage, make construction costs increase.
Summary of the invention
Purpose of the present invention is exactly in order to overcome the problem that above-mentioned prior art exists, the job practices in a kind of multispan jack arch tunnel is provided, adopt this job practices construction quality height, engineering time is short, the multispan jack arch tunnel that construction forms has improved utilization of space, reduce edpth of tunnel, reduced construction costs.
For realizing purpose of the present invention, provide following technical scheme:
The job practices in a kind of multispan jack arch tunnel comprises following step of carrying out: shaft excavation, when shaft excavation sets bassoon canopy advance support during to the springing line in multispan jack arch tunnel; Tunnel excavation is divided into a plurality of pilot tunnels in advance with whole multispan jack arch tunnel, and a plurality of pilot tunnels dig into respectively, and in time follow up preliminary bracing and temporary lining, forms the closed frame structure of a plurality of pilot tunnels, to finish the hole of advancing in whole multispan jack arch tunnel; Tunnel Second Lining is handled the closed frame structure of described a plurality of pilot tunnels, to form complete multispan jack arch tunnel; Wherein, described a plurality of pilot tunnels comprise: be positioned at the mutual conductance hole at the cross-location place in multispan jack arch tunnel, be positioned at the side pilot tunnel of both sides, described multispan jack arch tunnel, and the common pilot tunnel that is positioned at other positions, multispan jack arch tunnel.
Wherein, the bassoon canopy is overlength bassoon canopy, and overlength bassoon canopy adopts guiding once to apply with the pipe method.
Particularly, the steel pipe of overlength bassoon canopy is divided into more piece, adopts screwed connection between joint and the joint; Described guiding comprises following step of carrying out with the pipe method: adopt the large-power directional rig, with described more piece pipe boron steel pipe successively as the rod boring of rig, make creep into, the pipe laying once-forming.
Particularly, overlength bassoon canopy also adopts ductule associating slip casting when applying, in order to reinforce the excavation face in described tunnel.
Wherein, during tunnel excavation, described a plurality of pilot tunnels are divided into a plurality of pilot tunnels of first section dig respectively into a plurality of pilot tunnels of second section; Described tunnel excavation comprises following step in sequence: the excavation that (1a) carries out a plurality of pilot tunnels of first section, carry out preliminary bracing while digging at the pilot tunnel inwall, and temporary lining is set in pilot tunnel, form the frame construction of a plurality of sealings, to finish the hole of advancing of whole tunnel the first half; (1b) continue excavating shaft to design elevation, set tunnel side wall residue bassoon canopy and ductule advance support; (1c) carry out the excavation of a plurality of pilot tunnels of second section, carry out preliminary bracing while digging at the pilot tunnel inwall, and temporary lining is set in pilot tunnel, form the frame construction of a plurality of sealings, to finish the hole of advancing of whole tunnel the latter half.
Particularly, a plurality of pilot tunnels of first section are corresponding one by one with a plurality of pilot tunnels of second section respectively; Any two adjacent pilot tunnels in a plurality of pilot tunnels of first section and a plurality of pilot tunnels of second section are taken up in order of priority excavation.
Wherein, tunnel excavation also is included in the set up defences step of water layer of described preliminary bracing upper berth.
Wherein, the closed frame structure of each pilot tunnel includes: laterally interim support and vertically interim the support.
Particularly, Tunnel Second Lining comprises: remove laterally interim support the in the closed frame structure in described mutual conductance hole, build successively from bottom, described mutual conductance hole to top, mutual conductance hole then tunnel floor, central sill or wall, tunnel roof; Remove laterally interim support the in the closed frame structure of described side pilot tunnel, build tunnel floor, tunnel side wall, tunnel roof from described side pilot tunnel bottom successively to side pilot tunnel top then; Afterwards, remove laterally interim the support and vertical interim support the in the closed frame structure of described common pilot tunnel, build tunnel floor and top board respectively at bottom and the top of described common pilot tunnel then, make it respectively with mutual conductance hole and side pilot tunnel in tunnel floor and top board be connected as a single entity.
Particularly, mat formation in the ground that also is included in the making structure of carrying out after described Tunnel Second Lining is finished, groove, and carry out lighting apparatus and install and decorative engineering.
Beneficial effect of the present invention embodies in the following areas:
1, adopts guiding with the disposable overlength bassoon canopy that creeps into of pipe method, guaranteed the pipe roof construction precision, accelerated construction speed, reduced the hole risk of collapsing that boring and pipe laying time difference cause, improved the success rate of pore-forming;
2, adopt overlength bassoon canopy, ductule associating slurry injection technique, reduce Guan Peng service depot excavation to the influence of bottom distortion;
3, whole tunnel is divided into a plurality of pilot tunnel alternation excavations, supporting in advance during tunnel excavation, avoids the large span excavation to cause excessive stratum deformation.
Description of drawings
Fig. 1 is the structural representation that adopts the multispan jack arch tunnel of the inventive method construction formation;
Fig. 2 is the floor map of multispan jack arch tunnel preliminary bracing in the job practices of the present invention;
Fig. 3 is the floor map of half section excavation on the multispan jack arch tunnel in the job practices of the present invention;
Fig. 4 is the floor map of half section excavation under the multispan jack arch tunnel in the job practices of the present invention;
Fig. 5 is the floor map of wall and abutment wall secondary lining in the multispan jack arch tunnel in the job practices of the present invention;
Fig. 6 is the floor map of multispan jack arch tunnel roof and base plate secondary lining in the job practices of the present invention.
Description of reference numerals: 1-tunnel Dong Bi; The 2-composite lining; The 3-preliminary bracing; The 4-waterproofing course; The 5-secondary lining; 6-central sill or middle wall; 7-steel bow member; The leading bassoon canopy of 8-; The leading ductule of 9-; The 10-sprayed mortar.
The specific embodiment
As the structural representation of Fig. 1 for the multispan jack arch tunnel of employing the inventive method construction formation, the number of striding in the jack arch tunnel shown in Fig. 1 is three to stride, adjacent two support or form by beam column between striding in wall, in order to support whole jack arch tunnel, the top in jack arch tunnel is flat shape, make whole tunnel can not be subjected to the restriction of buried depth and width like this, taken full advantage of underground space.
To stride the jack arch tunnel be example to present embodiment that the job practices in multispan jack arch of the present invention tunnel is described with three, and other job practices of striding several multispan jack arch tunnels is similar therewith.
The job practices in multispan jack arch of the present invention tunnel comprises following step in sequence:
1, the excavation of vertical shaft
Excavating shaft when shaft excavation during to the tunnel springing line, sets bassoon canopy and ductule advance support, as shown in Figure 2.
Wherein, the bassoon canopy is overlength bassoon canopy, and the steel pipe of overlength bassoon canopy is divided into more piece, adopts screwed connection between joint and the joint; Overlength bassoon canopy adopts guiding once to apply with the pipe method, namely adopts the large-power directional rig, and described more piece pipe boron steel pipe is once crept into as the drilling rod of rig successively, makes that creeping into pipe laying work once finishes.
Overlength bassoon canopy also adopts ductule associating slip casting when applying, in order to reinforce the excavation face in described tunnel.
2, tunnel excavation
The tunnel excavation step is as follows:
(1) carries out the excavation of first section of tunnel
First section of tunnel is divided into a plurality of pilot tunnel a, b, c, d, e, f, g in advance to be excavated respectively, as shown in Figure 3, its sequence of excavation is as follows: c, g pilot tunnel are leading, a, e pilot tunnel hysteresis c, g pilot tunnel 8m, d pilot tunnel hysteresis a, e pilot tunnel 8m, b, f pilot tunnel hysteresis d pilot tunnel 8m, namely, make any two adjacent pilot tunnels be taken up in order of priority excavation, in order to keep the stable of pilot drive face.
Pilot tunnel carries out preliminary bracing and temporary lining is set in pilot tunnel at the hole of pilot tunnel wall while excavating, and forms the closed frame structure of a plurality of pilot tunnels, finishes the hole of advancing of whole tunnel the first half.
Wherein, preliminary bracing comprises steel bow member 7, leading bassoon canopy 8, leading ductule 9 and sprayed mortar 10, and as shown in Figure 2, steel bow member 7 has horizontal steelframe and vertical steelframe.
Each closed frame structure comprises laterally interim the support and vertical interim the support.
As shown in Figure 3, adopt vertical interim support of being made up of shaped steel and sprayed mortar among a plurality of pilot tunnel a, b, c, d, e, f, the g between any two adjacent pilot tunnels, laterally interim support of being made up of shaped steel and sprayed mortar adopted in the bottom of pilot tunnel; Adopt preliminary bracing between pilot tunnel and the hole wall, and the supporting upper berth water layer of setting up defences in the early stage.Reserve core soil during pilot drive, in order to stablize the excavation face.
Wherein, pilot tunnel c, e are positioned at the three cross-location places of striding the jack arch tunnel among a plurality of pilot tunnel a, b, c, d, e, f, the g, are the mutual conductance hole; A, g pilot tunnel are positioned at three both sides of striding the jack arch tunnel, are the side pilot tunnel; All the other pilot tunnels are common pilot tunnel.
(2) carry out the excavation of second section of tunnel
Second section of tunnel is divided into a plurality of pilot tunnel a ', b ', c ', d ', e ', f ', g ' in advance to be excavated respectively, as shown in Figure 4, its sequence of excavation is as follows: c ', g ' pilot tunnel are leading, a ', e ' pilot tunnel hysteresis c ', g ' pilot tunnel 8m, d ' pilot tunnel hysteresis a ', e ' pilot tunnel 8m, b ', f ' pilot tunnel hysteresis d ' pilot tunnel 8m, namely, make any two adjacent pilot tunnels be taken up in order of priority excavation, in order to keep the stable of pilot drive face.
Wherein, pilot tunnel c ', e ' are positioned at the three cross-location places of striding the jack arch tunnel among a plurality of pilot tunnel a ', b ', c ', d ', e ', f ', g ', are the mutual conductance hole; A ', g ' pilot tunnel are positioned at three both sides of striding the jack arch tunnel, are the side pilot tunnel; All the other pilot tunnels are common pilot tunnel.
Wherein, a plurality of pilot tunnel a, b, c, d, e, f, the g with first section is corresponding one by one respectively for a plurality of pilot tunnel a ' of second section, b ', c ', d ', e ', f ', g '.
Pilot tunnel carries out preliminary bracing and temporary lining is set in pilot tunnel at the hole of pilot tunnel wall while excavating, and forms the closed frame structure of a plurality of pilot tunnels, finishes the hole of advancing of whole tunnel the latter half.
Each closed frame structure comprises laterally interim the support and vertical interim the support.
As shown in Figure 4, adopt vertical interim support of being formed by shaped steel and sprayed mortar among a plurality of pilot tunnel a ', b ', c ', d ', e ', f ', the g ' between any two adjacent pilot tunnels, adopt preliminary bracing between pilot tunnel and the hole wall.Reserve core soil during pilot drive, in order to stablize the excavation face.And the supporting upper berth water layer of setting up defences in the early stage.
3, Tunnel Second Lining
(1) at first removes laterally temporarily supporting in c, e, c ', the e ' pilot tunnel, and laterally interim support the in a, g, a ', the g ' pilot tunnel, make c, c ' pilot tunnel be combined into integral body, form mutual conductance hole C, e, e ' pilot tunnel are combined into integral body, form mutual conductance hole E, a, a ' pilot tunnel are combined into integral body, form side pilot tunnel A, g, g ' pilot tunnel are combined into integral body, form side pilot tunnel G.
(2) build tunnel floor, central sill 6, top board successively at bottom to the top of mutual conductance hole C, E, as shown in Figure 5, make central sill 6 be supported between the tunnel floor and tunnel roof in mutual conductance hole C, E; Build floor, tunnel, abutment wall 5a, tunnel roof successively at bottom to the top of side pilot tunnel A, G, make abutment wall be close to the hole wall of both sides, tunnel.
Wherein, the central sill in the present embodiment 6 also can be middle wall; Building with building also of abutment wall of central sill or middle wall can be carried out in two steps.
(3) laterally interim support of removing in d, d ', b, f, b ', the f ' pilot tunnel reaches vertical interim the support, makes d, d ' pilot tunnel be combined into integral body, forms pilot tunnel D, and b, b ' pilot tunnel are combined into integral body, formation pilot tunnel B, and f, f ' pilot tunnel are combined into integral body, form pilot tunnel F.
(4) build tunnel floor and top board respectively at bottom and the top of pilot tunnel D, B, F, as shown in Figure 6, make it respectively with mutual conductance hole C, E and side pilot tunnel A, G in tunnel floor and tunnel roof be connected as a single entity, the structure that the jack arch tunnel is striden in whole three of formation is as shown in Figure 1.
4, the construction of later stage engineering
Mat formation in the ground of making structure, groove, and carry out lighting apparatus and install and decorative engineering.
Job practices of the present invention also is included in before the secondary lining the set up defences step of water layer of supporting upper berth in the early stage.
Although above the present invention has been done detailed description; but the invention is not restricted to this; those skilled in the art can principle according to the present invention make amendment, and therefore, all various modifications of carrying out according to principle of the present invention all should be understood to fall into protection scope of the present invention.
Claims (8)
1. the job practices in a multispan jack arch tunnel comprises following step of carrying out:
Shaft excavation is when shaft excavation sets bassoon canopy advance support during to the springing line in multispan jack arch tunnel;
Tunnel excavation is divided into a plurality of pilot tunnels in advance with whole multispan jack arch tunnel, and a plurality of pilot tunnels dig into respectively, and in time follow up preliminary bracing and temporary lining, forms the closed frame structure of a plurality of pilot tunnels, to finish the hole of advancing in whole multispan jack arch tunnel;
Tunnel Second Lining is handled the closed frame structure of described a plurality of pilot tunnels, to form complete multispan jack arch tunnel;
Wherein, described a plurality of pilot tunnels comprise: be positioned at the mutual conductance hole at the cross-location place in multispan jack arch tunnel, be positioned at the side pilot tunnel of both sides, described multispan jack arch tunnel, and the common pilot tunnel that is positioned at other positions, multispan jack arch tunnel;
Wherein, described Tunnel Second Lining comprises:
Remove laterally interim support the in the closed frame structure in described mutual conductance hole, build successively from bottom, described mutual conductance hole to top, mutual conductance hole then tunnel floor, central sill or wall, tunnel roof;
Remove laterally interim support the in the closed frame structure of described side pilot tunnel, build tunnel floor, tunnel side wall, tunnel roof from described side pilot tunnel bottom successively to side pilot tunnel top then;
Afterwards, remove laterally interim the support and vertical interim support the in the closed frame structure of described common pilot tunnel, build tunnel floor and top board respectively at bottom and the top of described common pilot tunnel then, make it respectively with described mutual conductance hole and side pilot tunnel in tunnel floor and top board be connected as a single entity.
2. job practices as claimed in claim 1 is characterized in that, described bassoon canopy is overlength bassoon canopy, and overlength bassoon canopy adopts guiding once to apply with the pipe method.
3. job practices as claimed in claim 2 is characterized in that, the steel pipe of described overlength bassoon canopy is divided into more piece, adopts screwed connection between joint and the joint;
Described guiding comprises following step of carrying out with the pipe method: adopt the large-power directional rig, with described more piece pipe boron steel pipe successively as the rod boring of rig, make creep into, the pipe laying once-forming.
4. as claim 2 or 3 described job practicess, it is characterized in that described overlength bassoon canopy also adopts ductule associating slip casting when applying, in order to reinforce the excavation face in described tunnel.
5. job practices as claimed in claim 4 is characterized in that, during described tunnel excavation, described a plurality of pilot tunnels is divided into a plurality of pilot tunnels of first section and a plurality of pilot tunnels of second section dig respectively into; Described tunnel excavation comprises following step in sequence:
(1a) carry out the excavation of a plurality of pilot tunnels of first section, carry out preliminary bracing while digging at the pilot tunnel inwall, and temporary lining is set in pilot tunnel, form the frame construction of a plurality of sealings, to finish the hole of advancing of whole tunnel the first half;
(1b) continue excavating shaft to design elevation, set tunnel side wall residue bassoon canopy and ductule advance support;
(1c) carry out the excavation of a plurality of pilot tunnels of second section, carry out preliminary bracing while digging at the pilot tunnel inwall, and temporary lining is set in pilot tunnel, form the frame construction of a plurality of sealings, to finish the hole of advancing of whole tunnel the latter half.
6. job practices as claimed in claim 5 is characterized in that, a plurality of pilot tunnels of described first section are corresponding one by one with a plurality of pilot tunnels of described second section respectively; Any two adjacent pilot tunnels in a plurality of pilot tunnels of described first section and a plurality of pilot tunnels of second section are taken up in order of priority excavation.
7. job practices as claimed in claim 6 is characterized in that, tunnel excavation also is included in the set up defences step of water layer of described preliminary bracing upper berth.
8. job practices as claimed in claim 1 is characterized in that, mat formation in the ground that also is included in the making structure of carrying out after described Tunnel Second Lining is finished, groove, and carries out lighting apparatus and install and decorative engineering.
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| CN 201010204241 CN102287194B (en) | 2010-06-21 | 2010-06-21 | Construction method of multi-span gently arc tunnel |
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| CN 201010204241 CN102287194B (en) | 2010-06-21 | 2010-06-21 | Construction method of multi-span gently arc tunnel |
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| CN102287194A CN102287194A (en) | 2011-12-21 |
| CN102287194B true CN102287194B (en) | 2013-07-03 |
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Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102536273B (en) * | 2012-03-30 | 2013-12-11 | 中建交通建设集团有限公司 | 26-meter large-span space one-step forming construction method |
| CN104197796B (en) * | 2014-08-26 | 2016-12-07 | 西安建筑科技大学 | The annular segment blasting isolation method of existing building is worn under Shallow tunnel with large cross-section |
| CN107035386A (en) * | 2016-12-07 | 2017-08-11 | 中铁四局集团有限公司 | Bad ground curved tunnel overlength π formula daguanpeng construction methods |
| CN107654083B (en) * | 2017-08-21 | 2022-08-26 | 上海市政工程设计研究总院（集团）有限公司 | Method for carrying out horizontal expansion on existing underground space in non-excavation mode |
| CN107701193B (en) * | 2017-11-28 | 2019-04-05 | 中铁十二局集团有限公司 | A kind of breaking surrounding rock separate tunnel intersection gradual change section constructing method |
| CN108951865B (en) * | 2018-09-19 | 2023-05-12 | 北京城建集团有限责任公司 | Large-span continuous arch structure, roof supporting system and construction method thereof |
| CN109356592B (en) * | 2018-09-30 | 2020-03-20 | 中国建筑第八工程局有限公司 | Construction method of small-clear-distance laminated tunnel |
| CN110056360A (en) * | 2019-05-10 | 2019-07-26 | 中交二航局第四工程有限公司 | A kind of construction method in highway stone matter tunnel |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
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| JP3298848B2 (en) * | 1999-07-01 | 2002-07-08 | 株式会社ケー・エフ・シー | Tunnel waterproof structure and its construction method |
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