CN103670427B - Formula method for tunnel construction is torn open after right-angled intersection excavation supports - Google Patents
Formula method for tunnel construction is torn open after right-angled intersection excavation supports Download PDFInfo
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- CN103670427B CN103670427B CN201310716954.8A CN201310716954A CN103670427B CN 103670427 B CN103670427 B CN 103670427B CN 201310716954 A CN201310716954 A CN 201310716954A CN 103670427 B CN103670427 B CN 103670427B
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Abstract
The invention discloses after a kind of right-angled intersection excavation supports and tear formula method for tunnel construction open, the problem of mud accident is gushed in very easily caving in of existing when solving tunneling on banded deeply weathered structural belt rock mass stratum.Be included in beyond tunnel excavation outline line and apply advance support fixing collar (1); Six pieces of excavations are divided to be positioned at the base tunnel of advance support fixing collar, and vertical temporary lining steelframe is connected successively, support force classification is transmitted, along tunnel excavation direction supporting each base tunnel preliminary bracing steelframe, in each base tunnel preliminary bracing steelframe, the latticed band drain of each base tunnel is installed, placing each base tunnel secondary lining layer in the latticed band drain of each base tunnel; On inverted arch secondary lining layer (30) top perfusion inverted arch fill concrete (31).Construction method of the present invention reduces the disturbance to dark weathered rock, and the distortion of weak rich depth of water weathering country rock and sinking are controlled timely and effectively, shortens the dark weathering soft layer of Tunnel Passing and excavates circulation timei.
Description
Technical field
The present invention relates to excavation and construction method for supporting that a kind of railway large-bore tunnel passes through banded dark weathering rich water weakness structure area.
Background technology
Banded deeply weathered structural belt rock mass, have following feature: weak intercalated layer is huge, very rich water, hydraulic pressure is high, and weak band material composition is complicated, and depth of weathering is large, very easily runs off, easily cause and gush mud after disturbance.Tunneling boring can not be adopted during railway construction tunnel under this geological conditions, step, the conventional methods such as CRD carry out tunnel excavation and supporting operation, during the construction of these traditional construction methods, country rock load is all born by preliminary bracing, after the long period, generally just to carry out the construction of secondary lining, bear by preliminary bracing that country rock loading time is longer very easily to cave in during this period for dead-soft stratum, water bursting factor accident, constructing tunnel can not normally be carried out, threaten the safety of construction operation personnel, delay the overall duration, strengthen engineering investment cost.
Summary of the invention
The invention provides after a kind of right-angled intersection excavation supports and tear formula method for tunnel construction open, solve that prior art exists during tunneling on banded deeply weathered structural belt rock mass stratum very easily cave in, the problem of water bursting factor accident.
Tear formula method for tunnel construction open after a kind of right-angled intersection excavation supports, comprise the following steps:
The first step, beyond tunnel excavation outline line, apply advance support fixing collar;
Second step, excavation are positioned at the little fan-shaped I base tunnel of advance support fixing collar top-left position, and the I excavation with guide pit degree of depth is 10-15 rice, the vertical temporary lining steelframe placing I base tunnel bottom the right side wall of I base tunnel along tunnel excavation direction supports channel-section steel, the vertical temporary lining steelframe of supporting I base tunnel between channel-section steel and I base tunnel right side wall top is supported at the vertical temporary lining steelframe of I base tunnel, I base tunnel vertical temporary lining steelframe sets fixing anchor tube to upper right side, bottom the left side wall of I base tunnel, place I base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel, the vertical temporary lining steelframe supporting channel-section steel and I base tunnel at I base tunnel preliminary bracing steelframe supports between channel-section steel installs I base tunnel transverse direction temporary lining steelframe, support on channel-section steel along tunnel excavation direction supporting I base tunnel preliminary bracing steelframe at I base tunnel preliminary bracing steelframe, inside I base tunnel preliminary bracing steelframe, the latticed band drain of I base tunnel is installed, placing I base tunnel secondary lining layer inside the latticed band drain of I base tunnel,
3rd step, excavation are positioned at the II base tunnel fan-shaped greatly of advance support fixing collar upper-right position, and the II excavation with guide pit degree of depth is 10-15 rice; Bottom the right side wall of II base tunnel, place II base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel, supporting II base tunnel preliminary bracing steelframe between channel-section steel and II base tunnel right side wall top is supported at II base tunnel preliminary bracing steelframe, the vertical temporary lining steelframe supporting channel-section steel and I base tunnel at II base tunnel preliminary bracing steelframe supports between channel-section steel installs II base tunnel transverse direction temporary lining steelframe, inside II base tunnel preliminary bracing steelframe, the latticed band drain of II base tunnel is installed, placing II base tunnel secondary lining layer inside the latticed band drain of II base tunnel;
4th step, excavation are positioned at the III base tunnel of the strip below I base tunnel, and the III excavation with guide pit degree of depth is 8-10 rice, bottom the right side wall of III base tunnel, place III base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel, the vertical temporary lining steelframe supporting channel-section steel and I base tunnel at III base tunnel preliminary bracing steelframe supports the vertical temporary support support of supporting III base tunnel right side wall between channel-section steel, bottom III base tunnel left side wall, along excavation direction, channel-section steel bottom III base tunnel left side wall is installed, bottom III base tunnel left side wall, channel-section steel and III base tunnel preliminary bracing steelframe support between channel-section steel and install the horizontal temporary lining steelframe of III base tunnel, bottom III base tunnel left side wall, channel-section steel and I base tunnel preliminary bracing steelframe support the vertical preliminary bracing steelframe of supporting III base tunnel left side wall between channel-section steel, inside III base tunnel left side wall vertical preliminary bracing steelframe, the latticed band drain of III base tunnel is installed, placing III base tunnel secondary lining layer inside the latticed band drain of III base tunnel,
5th step, excavation are positioned at the IV base tunnel of the strip below II base tunnel fan-shaped greatly, and the IV excavation with guide pit degree of depth is 8-10 rice, bottom the right side wall of the IV base tunnel of strip, place IV base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel, the vertical preliminary bracing steelframe of supporting IV base tunnel right side wall between channel-section steel is supported at IV base tunnel preliminary bracing steelframe support channel-section steel and II base tunnel preliminary bracing steelframe, support between channel-section steel at IV base tunnel preliminary bracing steelframe support channel-section steel and III base tunnel preliminary bracing steelframe and the horizontal temporary lining steelframe of IV base tunnel is installed, in IV base tunnel vertical preliminary bracing steelframe, the latticed band drain of IV base tunnel is installed, placing IV base tunnel secondary lining layer in the latticed band drain of IV base tunnel,
6th step, excavation are positioned at a left side half inverted arch V base tunnel below the III base tunnel of strip, and the left half inverted arch V excavation with guide pit degree of depth is 5-8 rice; Bottom the right side wall of left half inverted arch V base tunnel, place left half inverted arch V base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel, support the vertical temporary lining steelframe of supporting V base tunnel between channel-section steel at left half inverted arch V base tunnel preliminary bracing steelframe support channel-section steel and III base tunnel preliminary bracing steelframe; Excavate the right side half inverted arch VI base tunnel be positioned at below IV base tunnel, the right half inverted arch VI excavation with guide pit degree of depth is 5-8 rice; Bottom III base tunnel left side wall, channel-section steel and IV base tunnel preliminary bracing steelframe support between channel-section steel bottom inverted arch, install inverted arch preliminary bracing steelframe, the latticed band drain of inverted arch is installed inside inverted arch preliminary bracing steelframe, inverted arch secondary lining layer is installed inside the latticed band drain of inverted arch, on inverted arch secondary lining layer, pours into inverted arch fill concrete.
Construction method of the present invention greatly reduces the disturbance to responsive lithosphere, the distortion of weak rich depth of water weathering country rock and sinking are controlled timely and effectively, country rock load substep is timely to be shifted to secondary lining, make the stressed support system shared be made up of preliminary bracing and secondary lining of total system, improve the safety of weak in-depth band rock stratum tunnel excavation, accelerate construction speed, improve construction quality.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention.
Detailed description of the invention
Tear formula method for tunnel construction open after a kind of right-angled intersection excavation supports, comprise the following steps:
The first step, beyond tunnel excavation outline line, apply advance support fixing collar 1;
Second step, excavation are positioned at the little fan-shaped I base tunnel of advance support fixing collar top-left position, and the I excavation with guide pit degree of depth is 10-15 rice, the vertical temporary lining steelframe placing I base tunnel bottom the right side wall of I base tunnel along tunnel excavation direction supports channel-section steel 9, the vertical temporary lining steelframe 6 of supporting I base tunnel between channel-section steel 9 and I base tunnel right side wall top is supported at the vertical temporary lining steelframe of I base tunnel, I base tunnel vertical temporary lining steelframe 6 sets fixing anchor tube 8 to upper right side, bottom the left side wall of I base tunnel, place I base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel 2, the vertical temporary lining steelframe supporting channel-section steel 2 and I base tunnel at I base tunnel preliminary bracing steelframe supports between channel-section steel 9 installs I base tunnel transverse direction temporary lining steelframe 7, support on channel-section steel 2 along tunnel excavation direction supporting I base tunnel preliminary bracing steelframe 3 at I base tunnel preliminary bracing steelframe, the latticed band drain 4 of I base tunnel is installed inside I base tunnel preliminary bracing steelframe 3, placing I base tunnel secondary lining layer 5 inside the latticed band drain 4 of I base tunnel,
3rd step, excavation are positioned at the II base tunnel fan-shaped greatly of advance support fixing collar upper-right position, and the II excavation with guide pit degree of depth is 10-15 rice, bottom the right side wall of II base tunnel, place II base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel 10, supporting II base tunnel preliminary bracing steelframe 12 between channel-section steel 10 and II base tunnel right side wall top is supported at II base tunnel preliminary bracing steelframe, the vertical temporary lining steelframe supporting channel-section steel 10 and I base tunnel at II base tunnel preliminary bracing steelframe supports between channel-section steel 9 installs II base tunnel transverse direction temporary lining steelframe 11, the latticed band drain 13 of II base tunnel is installed inside II base tunnel preliminary bracing steelframe 12, placing II base tunnel secondary lining layer 14 inside the latticed band drain 13 of II base tunnel,
4th step, excavation are positioned at the III base tunnel of the strip below I base tunnel, and the III excavation with guide pit degree of depth is 8-10 rice, bottom the right side wall of III base tunnel, place III base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel 15, the vertical temporary lining steelframe supporting channel-section steel 15 and I base tunnel at III base tunnel preliminary bracing steelframe supports the vertical temporary support support 16 of supporting III base tunnel right side wall between channel-section steel 9, bottom III base tunnel left side wall, along excavation direction, channel-section steel 17 bottom III base tunnel left side wall is installed, bottom III base tunnel left side wall, channel-section steel 17 and III base tunnel preliminary bracing steelframe support between channel-section steel 15 and install the horizontal temporary lining steelframe 18 of III base tunnel, bottom III base tunnel left side wall, channel-section steel 17 and I base tunnel preliminary bracing steelframe support the vertical preliminary bracing steelframe 19 of supporting III base tunnel left side wall between channel-section steel 2, inside III base tunnel left side wall vertical preliminary bracing steelframe 19, the latticed band drain 20 of III base tunnel is installed, placing III base tunnel secondary lining layer 21 inside the latticed band drain 20 of III base tunnel,
5th step, excavation are positioned at the IV base tunnel of the strip below II base tunnel fan-shaped greatly, and the IV excavation with guide pit degree of depth is 8-10 rice, bottom the right side wall of the IV base tunnel of strip, place IV base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel 22, the vertical preliminary bracing steelframe 23 of supporting IV base tunnel right side wall between channel-section steel 10 is supported at IV base tunnel preliminary bracing steelframe support channel-section steel 22 and II base tunnel preliminary bracing steelframe, support between channel-section steel 15 at IV base tunnel preliminary bracing steelframe support channel-section steel 22 and III base tunnel preliminary bracing steelframe and the horizontal temporary lining steelframe 32 of IV base tunnel is installed, the latticed band drain 24 of IV base tunnel is installed inside IV base tunnel vertical preliminary bracing steelframe 23, placing IV base tunnel secondary lining layer 25 inside the latticed band drain 24 of IV base tunnel,
6th step, excavation are positioned at a left side half inverted arch V base tunnel of the III base tunnel bottom of strip, and the left half inverted arch V excavation with guide pit degree of depth is 5-8 rice; Bottom the right side wall of left half inverted arch V base tunnel, place left half inverted arch V base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel 26, support the vertical temporary lining steelframe 27 of supporting V base tunnel between channel-section steel 15 at left half inverted arch V base tunnel preliminary bracing steelframe support channel-section steel 26 and III base tunnel preliminary bracing steelframe; Excavation is positioned at the right side half inverted arch VI base tunnel of IV base tunnel bottom, and the right half inverted arch VI excavation with guide pit degree of depth is 5-8 rice; Bottom III base tunnel left side wall, channel-section steel 17 and IV base tunnel preliminary bracing steelframe support between channel-section steel 22 bottom inverted arch, install inverted arch preliminary bracing steelframe 28, the latticed band drain 29 of inverted arch is installed inside inverted arch preliminary bracing steelframe 28, inside the latticed band drain 29 of inverted arch, inverted arch secondary lining layer 30 is installed, on inverted arch secondary lining layer 30, pours into inverted arch fill concrete 31.
The technology of the present invention sums up in the weak techonosphere practice of the rich water steep dip of the banded dark weathering of Tunnel Passing.Compared with conventional method, this method mainly contains following innovative point: tear formula method for tunnel construction open after this right-angled intersection excavation supports, due to before dismounting temporary support, secondary lining forms enclosed construction, therefore in the moment of removing temporary support, secondary lining forms new carrying system by with preliminary bracing, the support system shared that country rock load is made up of preliminary bracing and secondary lining, guarantees the safety of constructing; Secondary lining concrete branch builds, last Cheng Huan; In the middle of the excavation of each block, all jointly take on carrying main body by preliminary bracing and temporary support, each Kuai Douyao branch applies secondary lining, as secondary lining Cheng Huanhou, load will by preliminary bracing, temporary support and secondary lining shared, and can ensure after temporary support is removed, secondary lining moment can form new carrying system with preliminary bracing jointly.The excavation of whole work plane, is the principle construction adopting " change greatly little, Cheng Huan step by step, changes big cross section into light section ", reduces the disturbance to country rock, the distortion of country rock and sinking are controlled.
Construction method of the present invention once can excavate drilling depth 5-15 rice at the rich water soft layer of the dark weathering of Tunnel Passing, shortens circulation timei, greatly accelerates construction speed.
Claims (1)
1. right-angled intersection excavation tears a formula method for tunnel construction open after supporting, and comprises the following steps:
The first step, beyond tunnel excavation range line profile, apply advance support fixing collar (1);
Second step, excavation are positioned at the little fan-shaped I base tunnel of advance support fixing collar top-left position, and the I excavation with guide pit degree of depth is 10-15 rice; the vertical temporary lining steelframe placing I base tunnel bottom the right side wall of I base tunnel along tunnel excavation direction supports channel-section steel (9), the vertical temporary lining steelframe (6) of supporting I base tunnel between channel-section steel (9) and I base tunnel right side wall top is supported at the vertical temporary lining steelframe of I base tunnel, I base tunnel vertical temporary lining steelframe (6) sets fixing anchor tube (8) to upper right side, bottom the left side wall of I base tunnel, place I base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel (2), support channel-section steel (2) at I base tunnel preliminary bracing steelframe to support between channel-section steel (9) with the vertical temporary lining steelframe of I base tunnel I base tunnel transverse direction temporary lining steelframe (7) is installed, support on channel-section steel (2) along tunnel excavation direction supporting I base tunnel preliminary bracing steelframe (3) at I base tunnel preliminary bracing steelframe, in I base tunnel preliminary bracing steelframe (3) inner side, the latticed band drain of I base tunnel (4) is installed, at the latticed band drain of I base tunnel (4) inner side placing I base tunnel secondary lining layer (5),
3rd step, excavation are positioned at the II base tunnel fan-shaped greatly of advance support fixing collar upper-right position, and the II excavation with guide pit degree of depth is 10-15 rice, bottom the right side wall of II base tunnel, place II base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel (10), supporting II base tunnel preliminary bracing steelframe (12) between channel-section steel (10) and II base tunnel right side wall top is supported at II base tunnel preliminary bracing steelframe, support channel-section steel (10) at II base tunnel preliminary bracing steelframe to support between channel-section steel (9) with the vertical temporary lining steelframe of I base tunnel II base tunnel transverse direction temporary lining steelframe (11) is installed, in II base tunnel preliminary bracing steelframe (12) inner side, the latticed band drain of II base tunnel (13) is installed, the latticed band drain of II base tunnel (13) inner side placing II base tunnel secondary lining layer (14),
4th step, excavation are positioned at the III base tunnel of the strip below I base tunnel, and the III excavation with guide pit degree of depth is 8-10 rice; bottom the right side wall of III base tunnel, place III base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel (15), the vertical temporary lining steelframe supporting channel-section steel (15) and I base tunnel at III base tunnel preliminary bracing steelframe supports the vertical temporary support support (16) of supporting III base tunnel right side wall between channel-section steel (9), bottom III base tunnel left side wall, along excavation direction, channel-section steel (17) bottom III base tunnel left side wall is installed, bottom III base tunnel left side wall, channel-section steel (17) and III base tunnel preliminary bracing steelframe support between channel-section steel (15) and install horizontal temporary lining steelframe (18) of III base tunnel, bottom III base tunnel left side wall, channel-section steel (17) and I base tunnel preliminary bracing steelframe support the vertical preliminary bracing steelframe (19) of supporting III base tunnel left side wall between channel-section steel (2), in III base tunnel left side wall vertical preliminary bracing steelframe (19) inner side, the latticed band drain of III base tunnel (20) is installed, at the latticed band drain of III base tunnel (20) inner side placing III base tunnel secondary lining layer (21),
5th step, excavation are positioned at the IV base tunnel of the strip below II base tunnel fan-shaped greatly, and the IV excavation with guide pit degree of depth is 8-10 rice, bottom the right side wall of the IV base tunnel of strip, place IV base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel (22), the vertical preliminary bracing steelframe (23) of supporting IV base tunnel right side wall between channel-section steel (10) is supported at IV base tunnel preliminary bracing steelframe support channel-section steel (22) and II base tunnel preliminary bracing steelframe, support between channel-section steel (15) at IV base tunnel preliminary bracing steelframe support channel-section steel (22) and III base tunnel preliminary bracing steelframe and horizontal temporary lining steelframe (32) of IV base tunnel is installed, in IV base tunnel vertical preliminary bracing steelframe (23) inner side, the latticed band drain of IV base tunnel (24) is installed, at the latticed band drain of IV base tunnel (24) inner side placing IV base tunnel secondary lining layer (25),
6th step, excavation are positioned at a left side half inverted arch V base tunnel below the III base tunnel of strip, and the left half inverted arch V excavation with guide pit degree of depth is 5-8 rice; Bottom the right side wall of left half inverted arch V base tunnel, place left half inverted arch V base tunnel preliminary bracing steelframe along tunnel excavation direction support channel-section steel (26), support the vertical temporary lining steelframe (27) of supporting V base tunnel between channel-section steel (15) at left half inverted arch V base tunnel preliminary bracing steelframe support channel-section steel (26) and III base tunnel preliminary bracing steelframe; Excavate the right side half inverted arch VI base tunnel be positioned at below IV base tunnel, the right half inverted arch VI excavation with guide pit degree of depth is 5-8 rice; Bottom III base tunnel left side wall, channel-section steel (17) and IV base tunnel preliminary bracing steelframe support between channel-section steel (22) bottom inverted arch, install inverted arch preliminary bracing steelframe (28), in inverted arch preliminary bracing steelframe (28) inner side, the latticed band drain of inverted arch (29) is installed, in the latticed band drain of inverted arch (29) inner side, inverted arch secondary lining layer (30) is installed, on inverted arch secondary lining layer (30), pours into inverted arch fill concrete (31).
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| CN104154326B (en) * | 2014-08-14 | 2016-04-27 | 中石化第十建设有限公司 | Pullover and the pipe jacking construction method of a kind of desert, mud geology push pipe rigidity |
| CN104653228A (en) * | 2015-01-20 | 2015-05-27 | 卢春林 | Shallow underground excavation tunnel temporary support detaching equipment and method |
| CN106246190B (en) * | 2016-08-12 | 2018-05-15 | 中铁二十局集团第四工程有限公司 | A kind of nine base tunnel construction methods of tunnel and Double side wall |
| CN106499409B (en) * | 2016-11-07 | 2018-09-28 | 中国电建集团成都勘测设计研究院有限公司 | The preliminary bracing method of newly-built cavern |
| CN109555528B (en) * | 2018-11-26 | 2019-10-11 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and method for protecting support |
| CN111677521B (en) * | 2020-06-30 | 2021-02-19 | 中国水利水电第五工程局有限公司 | High-pressure gas pipe settlement control method for subway interval tunnel construction |
| CN112664206B (en) * | 2020-12-29 | 2023-04-07 | 中建五局土木工程有限公司 | Milling and excavating method for soft and weak cladding shallow-buried large-section tunnel |
| CN113969796B (en) * | 2021-11-02 | 2023-08-11 | 中铁二十四局集团有限公司 | Sector excavation and support method for large-span tank room dome cross pilot tunnel |
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| JPH06101400A (en) * | 1992-09-16 | 1994-04-12 | Asahi Denka Kogyo Kk | Injection type water stop method |
| JP2007077682A (en) * | 2005-09-14 | 2007-03-29 | Tokyo Gas Co Ltd | Shield machine and working area forming method therefor |
| CN101144384B (en) * | 2007-11-01 | 2010-08-11 | 中铁二局股份有限公司 | Tunnel engineering non-blasting weak disturbance excavating method |
| CN201738932U (en) * | 2010-08-09 | 2011-02-09 | 中铁第一勘察设计院集团有限公司 | Support structure of loess tunnel with extra-large cross-section |
| CN102305077A (en) * | 2011-09-23 | 2012-01-04 | 中南大学 | Rapid construction method of large-section multi-arc tunnel |
| CN102852525B (en) * | 2012-09-29 | 2015-01-28 | 中铁二局股份有限公司 | Underground tunnel enlarging and excavating method from small section of single-line tunnel to large section of double-line tunnel |
| CN103016029B (en) * | 2012-12-28 | 2014-12-31 | 成都中铁隆工程集团有限公司 | Grouped second liner construction method for large cross-section tunnel |
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