CN102852525B - Underground tunnel enlarging and excavating method from small section of single-line tunnel to large section of double-line tunnel - Google Patents

Underground tunnel enlarging and excavating method from small section of single-line tunnel to large section of double-line tunnel Download PDF

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CN102852525B
CN102852525B CN201210371605.2A CN201210371605A CN102852525B CN 102852525 B CN102852525 B CN 102852525B CN 201210371605 A CN201210371605 A CN 201210371605A CN 102852525 B CN102852525 B CN 102852525B
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tunnel
track tunnel
double track
heading
double
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CN201210371605.2A
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CN102852525A (en
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王家祥
陈强
申遂
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中铁二局股份有限公司
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Abstract

The invention discloses an underground tunnel enlarging and excavating method from a small section of a single-line tunnel to a large section of a double-line tunnel. The tunnel is enlarged and excavated in steps by combining a stepped method for construction with a CRD (Collision Resolution Device) digging method; and a large construction unit with a greater section is divided into a plurality of small construction units with smaller section by adopting a gradual enlarging and excavating method. The underground tunnel enlarging and excavating method comprises the following steps of: carrying out advanced supporting on a transitional section; enlarging and excavating the transitional section; carrying out advanced supporting on a first large section of one-second upper pilot tunnel of the double-line tunnel; enlarging and excavating the first large section of the one-second upper pilot tunnel of the double-line tunnel; digging the first large section of the one-second upper pilot tunnel of the double-line tunnel and carrying out advanced supporting on a second large section of the one-second upper pilot tunnel of the double-line tunnel; digging the second large section of the one-second upper pilot tunnel of the double-line tunnel; digging a first large section of a one-second lower pilot tunnel of the double-line tunnel; continuously digging the second large section of the one-second upper pilot tunnel of the double-line tunnel; and digging a second section of a lower pilot tunnel of a medium partition wall. According to the underground tunnel enlarging and excavating method disclosed by the invention, the construction efficiency is increased and the disturbance on rock is reduced, so that the mutation height becomes small, the influence on a surrounding environment is reduced and a high safety coefficient is obtained.

Description

Subterranean tunnel from single-track tunnel light section to double track tunnel big cross section digs method
Technical field
The present invention relates to construction of underground tunnel method, be specifically related to dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section.
Background technology
In constructing tunnel process, usually because the increase of operation amount, need, at part way, single-track tunnel is digged into double track tunnel.At present, the excavation method of section is changed mainly through Blasting Excavation to tunnel, directly digs big cross section from light section.The method also exists the shortcoming larger to surrounding rock body disturbance, be applicable to that circuit buried depth is comparatively large, the good Tunnel Engineering of Mountainous Region of geological conditions,, then there is very large security risk in the urban track traffic construction of tunnel poor to wall rock geology situation, lithic drainage is abundant.
In the urban track traffic construction of tunnel poor in wall rock geology situation, lithic drainage is abundant, prior art adopts benching tunnelling method to become CRD engineering method and directly digs double track tunnel big cross section from single-track tunnel light section, because be digging of one-time-reach-place, make construction cell comparatively large, make the method that digs of the prior art there is following technical problem:
(1) easily cause stress mutation to the disturbance of rock stratum because section variation is excessive, make discontinuity height larger, increase the disturbance to the soil body or prolongation activity duration, large on surrounding enviroment impact, there is the security risk easily making road occur subsiding or causing above ground structure sinking etc.;
(2) long construction period needed, the manpower expended is many, and cost is high;
(3) complicated operation: in order to make the soil body in Enlargement excavation process comparatively stable, before Enlargement excavation, need carry out independent reinforcing to the soil body, take pipe shed method, carries out grouting reinforcement to the whole section that digs.
Summary of the invention
The object of the invention is in order to overcome prior art from single-track tunnel light section to the subterranean tunnel expanding method of double track tunnel big cross section exist large on surrounding enviroment impact, safety factor is low and the shortcoming of long construction period, provide little, safe on surrounding enviroment impact and construction period shorter dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section.
In order to realize foregoing invention object, the invention provides following technical scheme:
Subterranean tunnel from single-track tunnel light section to double track tunnel big cross section digs method, comprises the following steps:
(1) advance support transition section: along arc side on grillage in single-track tunnel 1/2 top heading light section, with 280 ~ 320mm for spacing sets up advance support ductule, radial grouting, forms 1/2 top heading transition section outer contour from single-track tunnel to double track tunnel;
(2) transition section is digged: along arc side on grillage in described 1/2 top heading transition section outer contour from single-track tunnel to double track tunnel, with 280 ~ 320mm for spacing sets up advance support ductule, on choose, widen single-track tunnel 1/2 top heading light section, radial grouting, step-length 0.65 ~ 0.85m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form 1/2 top heading transition section from single-track tunnel to double track tunnel;
(3) the first section of advance support double track tunnel 1/2 top heading: along arc side on grillage in described 1/2 top heading transition section from single-track tunnel to double track tunnel, with 280 ~ 320mm for spacing sets up advance support ductule, radial grouting, step-length 0.65 ~ 0.85m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form the first section outer contour of double track tunnel 1/2 top heading;
(4) the first section of double track tunnel 1/2 top heading is digged: along arc side on grillage in the first section outer contour of described double track tunnel 1/2 top heading, with 280 ~ 320mm for spacing sets up advance support ductule, on choose, widen 1/2 top heading transition section from single-track tunnel to double track tunnel, radial grouting, step-length 0.65 ~ 0.85m, frame founds two Pin grids, drilling depth 1.2 ~ 1.8m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form the first section of double track tunnel 1/2 top heading;
(5) excavate the first section of double track tunnel 1/2 top heading the second largest section of advance support double track tunnel 1/2 top heading: the first section of excavation double track tunnel 1/2 top heading, frame founds two Pin grids, drilling depth 1.2 ~ 1.8m; Along the vertical center line of double track tunnel big cross section, to the opposite side soil body of the first section of double track tunnel 1/2 top heading, with 280 ~ 300mm for spacing sets up advanced tubule, radial grouting, forms the second largest section outer contour of double track tunnel 1/2 top heading;
(6) the second largest section of double track tunnel 1/2 top heading is excavated: adopt the mixed earth of net spray to close double track tunnel top heading median septum, the second largest section of excavation double track tunnel 1/2 top heading, frame founds two Pin grids, drilling depth 1.2 ~ 1.8m, the second largest section of described double track tunnel 1/2 top heading and the first section of described double track tunnel 1/2 top heading are with the vertical center line symmetry of double track tunnel big cross section;
(7) double track tunnel 1/2 time first section of base tunnel is excavated: at downside soil excavation double track tunnel 1/2 time first section of base tunnel of the first section of double track tunnel 1/2 top heading, drilling depth 1.2 ~ 1.8m, described double track tunnel 1/2 time second largest section of base tunnel and described double track tunnel 1/2 time first section of base tunnel are with double track tunnel big cross section horizontal center line symmetry; The vertical middle steel post set up in step (4) is received base tunnel to double track tunnel, completes double track tunnel vertical brace;
(8) the second largest section of excavation double track tunnel 1/2 top heading is continued: frame founds two Pin grids, drilling depth 1.5m; Along arc side on grillage, be that spacing sets up Φ 42 advanced tubule, above choose, widen with 300mm, radial grouting reinforces the switching phase arch wall soil body, step-length 0.75m, and the corresponding Pin stull of every Pin grid, completes double track tunnel stull;
(9) base tunnel second section under excavation median septum: along the vertical center line of double track tunnel big cross section, the opposite side soil body of excavation double track tunnel 1/2 time first section of base tunnel, frame founds two Pin grids, drilling depth 1.5m, complete grid to close, described double track tunnel 1/2 time second largest section of base tunnel and described double track tunnel 1/2 time first section of base tunnel are with the vertical center line symmetry of double track tunnel big cross section.
In order to make above-mentioned dig method implement time safety better, in above-mentioned steps (2), the ratio range of the light-gauge fore-and-aft distance of single-track tunnel 1/2 top heading and its distance widened in the vertical is preferably as 5:1 ~ 4.5:1, described ratio more preferably 5:1; The ratio range of the light-gauge lateral separation of single-track tunnel 1/2 top heading and its distance widened in the horizontal is preferably as 15:1 ~ 14:1, described ratio more preferably 14.5:1.
The fore-and-aft distance of 1/2 top heading transition section in above-mentioned steps (4) from single-track tunnel to double track tunnel and the ratio range of its distance widened in the vertical are preferably 4:1 ~ 3:1, and described ratio is more preferably 3.5: 1; The lateral separation of 1/2 top heading transition section from single-track tunnel to double track tunnel and the ratio of its distance widened in the horizontal are preferably as 13:1 ~ 12:1, described ratio more preferably 12.5: 1.
In order to make, above-mentioned to dig the safety of method when implementing better, to the thin location slip casting of the middle country rock spacing of above-mentioned steps (2) and step (4) with soil mass consolidation; Above-mentionedly digging the method preferred location at left and right line tunnel surrounding spacing > 5m further, performing drawing anchor tube; Described anchor tube preferred ф 42 steel pipe, described anchor tube becomes quincuncial arrangement, and welds together with above-mentioned grid.
Consider to improve simultaneously and above-mentionedly dig the safety of method and shorten construction period further, above-mentioned dig described in method on choose construction time, prolongation step, so that Enlargement excavation and supporting & stablizing face; Dig about cavern con struction in method above-mentioned, namely non-above-mentioned on when choosing construction, shorten cavern's length of bench, close as early as possible to realize preliminary bracing.
In order to reduce country rock sedimentation, improve the above-mentioned safety digging method, above-mentionedly to dig in method preferred injection lock foot anchoring stock or anchor tube, slip casting, the spacing of above-mentioned grid is preferably 500mm, longitudinal dowel is increased, to increase preliminary bracing rigidity between above-mentioned grid.
compared with prior art, the invention has the beneficial effects as follows:
The present invention digs method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section, through the long-term practical construction experience of inventor and theoretical research, safety and the construction period length of subterranean tunnel Enlargement excavation are considered, tunnel is digged in conjunction with benching tunnelling method construction and CRD excavating load branch, adopt the method progressively digged, large construction cell compared with big cross section is resolved into multiple more light-gauge little construction cell, the inventive method is made to have following advantage: (1), reduce partial excavation span and excavation height, the stress mutation that minimizing causes because section variation is excessive is to the disturbance of rock stratum, discontinuity height is little, and reduce soil body open-assembly time, thus strengthen the stability of the soil body, and then reduction ground settlement, little on surrounding enviroment impact, safety factor is high, (2), eliminate and existingly dig in engineering method, in order to make the soil stabilization in Enlargement excavation process, before Enlargement excavation, independent reinforcing must be carried out to the soil body, take pipe shed method, dig to whole the operation that section carries out grouting reinforcement, thus improve efficiency of construction, also ensure that the promptness of supporting.
Accompanying drawing illustrates:
Fig. 1 digs the tunnel cross-section schematic diagram involved by step in method (1) for embodiment 1;
Fig. 2 digs the tunnel cross-section schematic diagram involved by step in method (2) for embodiment 1;
Fig. 3 digs the tunnel cross-section schematic diagram involved by step in method (3) for embodiment 1;
Fig. 4 digs the tunnel cross-section schematic diagram involved by step in method (4) for embodiment 1;
Fig. 5 digs the tunnel cross-section schematic diagram involved by step in method (5) for embodiment 1;
Fig. 6 digs the tunnel cross-section schematic diagram involved by step in method (6) for embodiment 1;
Fig. 7 digs the tunnel cross-section schematic diagram involved by step in method (7) for embodiment 1;
Fig. 8 digs the tunnel cross-section schematic diagram involved by step in method (8) for embodiment 1;
Fig. 9 digs the tunnel cross-section schematic diagram involved by step in method (9) for embodiment 1.
Mark in figure: 1-single-track tunnel 1/2 top heading light section, the 1/2 top heading transition section outer contour of 2-from single-track tunnel to double track tunnel, the vertical center line of 3-single-track tunnel light section, the 1/2 top heading transition section of 4-from single-track tunnel to double track tunnel, 5-first stull, the vertical middle steel post of 6-first, the vertical center line of the transition section of 7-from single-track tunnel to double track tunnel, the first section of 8-double track tunnel 1/2 top heading, the vertical center line of 9-double track tunnel big cross section, the first section outer contour of 10-double track tunnel 1/2 top heading, the vertical middle steel post of 11-second, 12-second stull, the second largest section of 13-double track tunnel 1/2 top heading, 14-double track tunnel 1/2 time first section of base tunnel, the vertical middle steel post of 15-the 3rd, 16-the 3rd stull, 17-double track tunnel 1/2 time second largest section of base tunnel, the second largest range line profile of 18-double track tunnel 1/2 top heading, 19-double track tunnel big cross section horizontal center line.
Detailed description of the invention
Below in conjunction with test example and detailed description of the invention, the present invention is described in further detail.But this should be interpreted as that the scope of the above-mentioned theme of the present invention is only limitted to following embodiment, all technology realized based on content of the present invention all belong to scope of the present invention.
Embodiment 1 is for the subterranean tunnel Enlargement excavation of certain single-track tunnel light section to double track tunnel big cross section, and with reference to Fig. 1 ~ 9, the subterranean tunnel from single-track tunnel light section to double track tunnel big cross section digs method, comprises the following steps:
(1) advance support transition section: with reference to Fig. 1, along arc side on grillage in single-track tunnel 1/2 top heading light section 1, be that spacing sets up advance support ductule, radial grouting with 300mm, form 1/2 top heading transition section outer contour 2 from single-track tunnel to double track tunnel;
(2) transition section is digged: with reference to Fig. 2; along arc side on grillage in 1/2 top heading transition section outer contour 2 from single-track tunnel to double track tunnel; be that spacing sets up advance support ductule with 300mm; on choose, the fore-and-aft distance of widening single-track tunnel 1/2 top heading light section 1(single-track tunnel 1/2 top heading light section 1 is 750 mm, the distance widened in the vertical is 150 mm; The lateral separation of single-track tunnel 1/2 top heading light section 1 is 3250 mm, the distance widened in the horizontal is 225 mm), radial grouting, step-length 0.75m, (visible vertical middle steel post is the first vertical middle steel post 6 in fig. 2 for the corresponding vertical middle steel post of a Pin of every Pin grid and stull, overlap with the vertical center line 7 of the transition section from single-track tunnel to double track tunnel, be namely arranged in the median septum of described transition section; Visible stull is the first stull 5 in fig. 2), form 1/2 top heading transition section 4 from single-track tunnel to double track tunnel;
(3) the first section of advance support double track tunnel 1/2 top heading: with reference to Fig. 3, along arc side on grillage in 1/2 top heading transition section 4 from single-track tunnel to double track tunnel, be that spacing sets up advance support ductule with 300mm, radial grouting, step-length 0.75m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form the first section outer contour 10 of double track tunnel 1/2 top heading;
(4) the first section of double track tunnel 1/2 top heading is digged: with reference to Fig. 4, along arc side on grillage in the first section outer contour 10 of double track tunnel 1/2 top heading, be that spacing sets up advance support ductule with 300mm, on choose, the fore-and-aft distance of the 1/2 top heading transition section 4 of 1/2 top heading transition section 4(from single-track tunnel to double track tunnel widened from single-track tunnel to double track tunnel is 750 mm, the distance widened in the vertical is 215 mm, the lateral separation of 1/2 top heading transition section 4 from single-track tunnel to double track tunnel is 3475 mm, the distance widened in the horizontal is 278 mm), radial grouting, step-length 0.75m, frame founds two Pin grids, drilling depth 1.5m, (in Fig. 4, visible vertical middle steel post has the second vertical middle steel post 11 for the corresponding vertical middle steel post of a Pin of every Pin grid and stull, first vertical middle steel post 6 and the second stull 12, first stull 5, the vertical middle steel post that this step is set up overlaps with the vertical center line 9 of double track tunnel big cross section, the stull that this step is set up comprises the second stull 12, second stull 12 is docked with first stull 5 of setting up in step (2)), form the first section of double track tunnel 1/2 top heading,
(5) excavate the first section of double track tunnel 1/2 top heading the second largest section of advance support double track tunnel 1/2 top heading: with reference to Fig. 5, the first section 8 of excavation double track tunnel 1/2 top heading, frame founds two Pin grids, drilling depth 1.5m; Along the vertical center line 9 of double track tunnel big cross section, to the opposite side soil body of the first section 8 of double track tunnel 1/2 top heading, be that spacing sets up advanced tubule, radial grouting with 300mm, form the second largest section outer contour 18 of double track tunnel 1/2 top heading;
(6) the second largest section of double track tunnel 1/2 top heading is excavated: with reference to Fig. 6, the mixed earth of net spray is adopted to close double track tunnel top heading median septum, the second largest section 13 of excavation double track tunnel 1/2 top heading, frame founds two Pin grids, drilling depth 1.5m, the second largest section of double track tunnel 1/2 top heading 13 is symmetrical with the vertical center line 9 of double track tunnel big cross section with the first section of double track tunnel 1/2 top heading 8;
(7) double track tunnel 1/2 time first section of base tunnel is excavated: with reference to Fig. 7, at the first section 14 of downside soil excavation double track tunnel 1/2 time base tunnel of the first section of double track tunnel 1/2 top heading 8, drilling depth 1.5m, double track tunnel 1/2 time second largest section of base tunnel 17 is symmetrical with double track tunnel big cross section horizontal center line 19 with the first section 14 of double track tunnel 1/2 time base tunnel; By set up in step (4) comprise the second vertical middle steel post 11 and the vertical middle steel post overlapped with the vertical center line of double track tunnel big cross section 9 receives base tunnel to double track tunnel, complete double track tunnel vertical brace;
(8) the second largest section of excavation double track tunnel 1/2 top heading is continued: with reference to Fig. 8, frame founds two Pin grids, drilling depth 1.5m; Along arc side on grillage, be that spacing sets up Φ 42 advanced tubule with 300mm, on choose, widen, radial grouting reinforces the switching phase arch wall soil body, step-length 0.75m, (in Fig. 8, visible stull has the 3rd stull 16, second stull 12 and the first stull 5 to the corresponding Pin stull of every Pin grid, the stull that this step is set up comprises the 3rd stull 16,3rd stull 16 overlaps with double track tunnel big cross section horizontal center line 19, and dock with second stull 12 of setting up in step (4)), complete double track tunnel stull;
(9) base tunnel second section under excavation median septum: along the vertical center line 9 of double track tunnel big cross section, the opposite side soil body of the first section 14 of excavation double track tunnel 1/2 time base tunnel, frame founds two Pin grids, drilling depth 1.5m, complete grid to close, double track tunnel 1/2 time second largest section of base tunnel 17 is symmetrical with the vertical center line 9 of double track tunnel big cross section with double track tunnel 1/2 time first section of base tunnel 14.
This example digs method and is carried out digging into double track tunnel big cross section by single-track tunnel light section, large construction cell compared with big cross section is resolved into multiple more light-gauge little construction cell, through the subterranean tunnel that the example method digs, discontinuity height is little, decrease soil body open-assembly time, strengthen the stability of the soil body, and then reduce ground settlement, little on surrounding enviroment impact, safety factor is high; Efficiency of construction is high, ensure that the promptness of supporting.

Claims (6)

1. dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section, comprise the following steps:
(1) advance support transition section: along arc side on grillage in single-track tunnel 1/2 top heading light section, with 280 ~ 320mm for spacing sets up advance support ductule, radial grouting, forms 1/2 top heading transition section outer contour from single-track tunnel to double track tunnel;
(2) transition section is digged: along arc side on grillage in described 1/2 top heading transition section outer contour from single-track tunnel to double track tunnel, with 280 ~ 320mm for spacing sets up advance support ductule, on choose, widen single-track tunnel 1/2 top heading light section, radial grouting, step-length 0.65 ~ 0.85m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form 1/2 top heading transition section from single-track tunnel to double track tunnel;
(3) the first section of advance support double track tunnel 1/2 top heading: along arc side on grillage in described 1/2 top heading transition section from single-track tunnel to double track tunnel, with 280 ~ 320mm for spacing sets up advance support ductule, radial grouting, step-length 0.65 ~ 0.85m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form the first section outer contour of double track tunnel 1/2 top heading;
(4) the first section of double track tunnel 1/2 top heading is digged: along arc side on grillage in the first section outer contour of described double track tunnel 1/2 top heading, with 280 ~ 320mm for spacing sets up advance support ductule, on choose, widen 1/2 top heading transition section from single-track tunnel to double track tunnel, radial grouting, step-length 0.65 ~ 0.85m, frame founds two Pin grids, drilling depth 1.2 ~ 1.8m, the corresponding vertical middle steel post of a Pin of every Pin grid and stull, form the first section of double track tunnel 1/2 top heading;
(5) excavate the first section of double track tunnel 1/2 top heading the second largest section of advance support double track tunnel 1/2 top heading: the first section of excavation double track tunnel 1/2 top heading, frame founds two Pin grids, drilling depth 1.2 ~ 1.8m; Along the vertical center line of double track tunnel big cross section, to the opposite side soil body of the first section of double track tunnel 1/2 top heading, with 280 ~ 300mm for spacing sets up advanced tubule, radial grouting, forms the second largest section outer contour of double track tunnel 1/2 top heading;
(6) the second largest section of double track tunnel 1/2 top heading is excavated: adopt the mixed earth of net spray to close double track tunnel top heading median septum, the second largest section of excavation double track tunnel 1/2 top heading, frame founds two Pin grids, drilling depth 1.2 ~ 1.8m, the second largest section of described double track tunnel 1/2 top heading and the first section of described double track tunnel 1/2 top heading are with the vertical center line symmetry of double track tunnel big cross section;
(7) double track tunnel 1/2 time first section of base tunnel is excavated: at downside soil excavation double track tunnel 1/2 time first section of base tunnel of the first section of double track tunnel 1/2 top heading, drilling depth 1.2 ~ 1.8m, double track tunnel 1/2 time second largest section of base tunnel and described double track tunnel 1/2 time first section of base tunnel are with double track tunnel big cross section horizontal center line symmetry; The vertical middle steel post set up in step (4) is received base tunnel to double track tunnel, completes double track tunnel vertical brace;
(8) the second largest section of excavation double track tunnel 1/2 top heading is continued: frame founds two Pin grids, drilling depth 1.5m; Along arc side on grillage, be that spacing sets up Φ 42 advanced tubule, above choose, widen with 300mm, radial grouting reinforces the switching phase arch wall soil body, step-length 0.75m, and the corresponding Pin stull of every Pin grid, completes double track tunnel stull;
(9) base tunnel second section under excavation median septum: along the vertical center line of double track tunnel big cross section, the opposite side soil body of excavation double track tunnel 1/2 time first section of base tunnel, frame founds two Pin grids, drilling depth 1.5m, complete grid to close, described double track tunnel 1/2 time second largest section of base tunnel and described double track tunnel 1/2 time first section of base tunnel are with the vertical center line symmetry of double track tunnel big cross section.
2. according to claim 1ly dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section, it is characterized in that, in step (2), the ratio range of the light-gauge fore-and-aft distance of single-track tunnel 1/2 top heading and its distance widened in the vertical is 5:1 ~ 4.5:1, and the ratio range of the light-gauge lateral separation of single-track tunnel 1/2 top heading and its distance widened in the horizontal is 15:1 ~ 14:1.
3. according to claim 2ly dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section, it is characterized in that, in step (2), the ratio of the light-gauge fore-and-aft distance of single-track tunnel 1/2 top heading and its distance widened in the vertical is 5:1, and the ratio of the light-gauge lateral separation of single-track tunnel 1/2 top heading and its distance widened in the horizontal is 14.5:1.
4. described dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section according to claim 1-3 is arbitrary, it is characterized in that, the fore-and-aft distance of 1/2 top heading transition section in step (4) from single-track tunnel to double track tunnel and the ratio range of its distance widened in the vertical are 4:1 ~ 3:1, and the lateral separation of 1/2 top heading transition section from single-track tunnel to double track tunnel and the ratio range of its distance widened in the horizontal are 13:1 ~ 12:1.
5. according to claim 4ly dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section, it is characterized in that, the fore-and-aft distance of 1/2 top heading transition section in step (4) from single-track tunnel to double track tunnel and the ratio of its distance widened in the vertical are 3.5:1, and the lateral separation of 1/2 top heading transition section from single-track tunnel to double track tunnel and the ratio of its distance widened in the horizontal are 12.5:1.
6. described dig method from single-track tunnel light section to the subterranean tunnel of double track tunnel big cross section according to claim 1-3 is arbitrary, it is characterized in that, in step (2) and step (4), country rock spacing thin location slip casting is performed drawing anchor tube with soil mass consolidation.
CN201210371605.2A 2012-09-29 2012-09-29 Underground tunnel enlarging and excavating method from small section of single-line tunnel to large section of double-line tunnel CN102852525B (en)

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Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3888993B2 (en) * 2003-06-26 2007-03-07 佐藤工業株式会社 Tunnel widening method
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
CN101363322A (en) * 2008-09-26 2009-02-11 中铁十二局集团第二工程有限公司 Construction method for changing single line to be double in tunnel

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