CN102606173A - Construction method for treating tunnel deformation segment and accelerating tunneling - Google Patents
Construction method for treating tunnel deformation segment and accelerating tunneling Download PDFInfo
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- CN102606173A CN102606173A CN2012100953145A CN201210095314A CN102606173A CN 102606173 A CN102606173 A CN 102606173A CN 2012100953145 A CN2012100953145 A CN 2012100953145A CN 201210095314 A CN201210095314 A CN 201210095314A CN 102606173 A CN102606173 A CN 102606173A
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Abstract
The invention relates to the field of tunnel construction, in particular to a construction method for treating a tunnel deformation segment and accelerating tunneling, which solves the problems that a traditional method easily causes geological disasters such as water inrush, mud burst, collapse and the like, is long in construction cycle, poor in safety and the like. A tunnel face of the deformation segment is firstly divided into a stable upper step, a stable middle step, a deformation upper step, a deformation middle step and an integral lower step, and then excavation is started. The construction method includes: excavating the stable upper step and the stable middle step one by one; constructing a deformation upper step retaining wall; constructing a deformation middle step retaining wall; constructing temporary inverts for the stable upper step and the stable middle step; and excavating the deformation segment simultaneously from two ends by means of respectively oppositely constructing from the two ends of the deformation segment and excavating the deformation upper step, the deformation upper step retaining wall, the deformation middle step, the deformation middle step retaining wall and the integral lower step. The construction method eliminates the geological disasters such as water inrush, mud burst, collapse and the like to a large extent, and is short in construction cycle, high in constructional safety and wide in applicable range.
Description
Technical field
The present invention relates to the constructing tunnel field, be specially a kind of job practices of handling the tunnel deformation section, accelerating driving.
Background technology
Along with the development of engineering construction, the complex area tunnel technology of building has obtained great lifting now.For constructing tunnel with special complex engineering geology and hydrogeological conditions; Especially for yielding section constructions in tunnel such as the one-sided abutment wall convergent deformation in tunnel, unsymmetrial loading tunnel, both sides abutment wall convergent deformation, face can't tunnel,, the harm of artesian water is underestimated owing to not dark to geological conditions understanding; When construction, there is not rational specific aim constructure scheme; Still construct, cause gushing water easily, gush mud, geological disaster such as landslide, can occur the preliminary bracing sprayed mortar usually and come off, fall piece by traditional constructure scheme; Tunnel steelframe distortion, file break; Fouling of clearance gauge greatly, is just propped up in tunnel convergence distortion, the local concrete of two linings produces problems such as crack, two lined steel muscle bendings, causes whole construction to be in abnormal construction state and the construction organization always, and present adoptable specific aim measure has face " advanced deep hole grouting scheme ", just prop up deformation position cover arch, fouling of clearance gauge just changes arch, double-deck i iron, reinforcement and lock measures such as pin anchor tube; But all can't form stable construction situation; Caused very big pressure for the construction period in follow-up tunnel, cause the whole construction cycle longer, working security is poor.
Summary of the invention
The present invention exists when solving conventional construction method for the construction of yielding section of tunnel and is prone to cause gushing water, gush geological disasters such as mud, landslide, and problems such as long construction period, poor stability provide a kind of job practices of handling the tunnel deformation section, accelerating driving.
The present invention adopts following technical scheme to realize: a kind of job practices of handling the tunnel deformation section, accelerating driving; Earlier the deformation section face is divided into and stablize side and tops bar, stablize step in the side, be out of shape that side is topped bar, is out of shape in the side step and integral body is got out of a predicament or an embarrassing situation; Excavate then; Specifically may further comprise the steps: (1) step excavation is stablized side and is topped bar, stablizes step in the side; The excavation cyclic advance that stable side is topped bar is 5～6m, and the excavation cyclic advance of stablizing step in the side is 6～7m; (2) execute and make the distortion side barricade of topping bar, every circulation control by 5m: execute work two earlier and arrange ductules, length is 2.0～3.0m, and spacing is that 45～55cm, array pitch are 45～55cm, then the formwork erection fluid concrete; (3) execute and make step barricade in the distortion side, 5m control press in every circulation: lay i iron in the barricade, and steelframe spacing 1.0～1.5m, the barricade top is higher than the distortion side bottom surface 45～55cm that tops bar, and is out of shape the side barricade anchor pole of topping bar and is connected; (4) execute and make stablize side and top bar and stablize the interim inverted arch of step in the side: laying inverted arch steelframe; Steelframe spacing 1.0～1.5m; Connect with vertical dowel, spacing is 0.8～1.2m, fluid concrete; Thickness is 55～65cm, utilize connect batch muscle will stablize side top bar interim inverted arch and distortion side top bar barricade, stablize in the side the interim inverted arch of step and be out of shape side in the step barricade be connected; (5) deformation section adopts two pincer attack excavation: when stablizing side with distortion side excavation; Country rock measures and can stop first section construction when stablizing, and forms three bench excavations as early as possible, after the commentaries on classics preface is accomplished; The place ahead adopts three benching tunnelling methods to push ahead; Treat with integral body get out of a predicament or an embarrassing situation draw back 20m apart from the time, the respectively relatively construction from the deformation section two ends is out of shape side and is topped bar and be out of shape side step barricade in step and the distortion side, the integral body excavation of getting out of a predicament or an embarrassing situation of topping bar in barricade, the distortion side; Form both sides pincer attack excavation, until accomplishing the deformation section construction.
For guaranteeing slip casting effect; Improve the grouting and reinforcing progress; The present invention is employed in the mode of the pincer attack of deformation section two ends, slip casting simultaneously and carries out when deformation section carries out the longitudinal reinforcement mortar depositing construction; The one-sided longitudinal reinforcement length in two ends is 18～25m, middle overlap joint 4～7m, and 1 additional slip casting section is respectively set up at two ends at the 10m place.
Be raising broken formation anti-pressure ability, after consolidation grouting of the present invention is accomplished,, adopt two ends to converge the 18～25m that respectively constructs, middle overlap joint 4～7m in the supporting of distortion side construction bassoon canopy rigidity.
In order to ensure face muck removal transportation, stable side 1 bottom width of topping bar is not less than 6m, stablizes that the step bottom width is not less than 7m in the side, and its maximum value can be confirmed according to job site deformation section actual conditions.
Compared with prior art, the present invention has the following advantages:
1, take to set up barricade in the more weak side of tunnel surrounding reinforces temporarily; Promptly " barricade reinforce keep away around " mode can be improved because of the one-sided abutment wall convergent deformation in tunnel, unsymmetrial loading tunnel, both sides abutment wall convergent deformation; The quagmire that face can't tunnel; Effectively control tunnel side wall convergent deformation is guaranteed construction safety;
2, take the mode of " two ends grouting and reinforcing ", can increase the grouting and reinforcing section, accelerate injection speed, effectively control tunnel deformation;
3, take the mode of " two pincer attack excavation ", increase the excavation face, reach the effect of " dig soon, prop up soon, seal soon ", the fast processing deformation section is guaranteed construction safety;
In a word, adopt job practices according to the invention to carry out the yielding section construction in tunnel, stopped gushing water to a great extent, gush mud, geological disaster such as landslide, short construction period, working security are high, applied widely, are particularly useful for the bias voltage double track tunnel.
Description of drawings
Fig. 1 is a tunnel deformation section face cross-sectional drawing according to the invention;
Fig. 2 is a tunnel deformation section face injected hole position of opening sketch map according to the invention;
Fig. 3 is grouting and reinforcing fore-and-aft plane figure according to the invention;
Fig. 4 is two pincer attack excavation sketch map according to the invention;
Among the figure: 1-stablizes side and tops bar; 2-stablizes step in the side; 3-distortion side is topped bar; Step in the 4-distortion side; 5-integral body is got out of a predicament or an embarrassing situation; The 6-distortion side barricade of topping bar; The 7-ductule; Step barricade in the 8-distortion side; The 9-i iron; The interim inverted arch of 10-; 11-inverted arch steelframe; 12-bassoon canopy; The 13-preliminary bracing; The 14-secondary lining; The 15-injected hole; 16-three bench excavations; 17-tunnel excavation outline line; 18-tunnel center line.
The specific embodiment
A kind of job practices of handling the tunnel deformation section, accelerating driving; As shown in Figure 1; Earlier the deformation section face is divided into and stablize side and tops bar 1, stablize step 2 in the side, be out of shape side and top bar 3, be out of shape in the side step 4 and integral body gets out of a predicament or an embarrassing situation 5, excavate then, specifically may further comprise the steps:
1) step excavation is stablized side and is topped bar, stablizes step in the side; The excavation cyclic advance that stable side is topped bar is 5～6m; The excavation cyclic advance of stablizing step in the side is 6～7m; In order to ensure face muck removal transportation, stable side 1 bottom width of topping bar is not less than 6m, stablizes that step 2 bottom widths are not less than 7m in the side;
2) execute and make the distortion side barricade 6 of topping bar, every circulation control by 5m: execute work two earlier and arrange Ф 42 ductules 7, length is 2.0～3.0m, and spacing is that 45～55cm, array pitch are 45～55cm, formwork erection fluid concrete then, label C25;
3) execute step barricade 8 in the do distortion side, 5m control is pressed in every circulation: lay I16b i iron 9, steelframe spacing 1.0～1.5m in the barricade; The barricade top is higher than the distortion side bottom surface 45～55cm that tops bar; Be connected top width 1m, ratio of slope 1:0.2 with the distortion side barricade anchor pole of topping bar.Concrete-steel topping 20cm;
4) execute and make stablize side and top bar and stablize the interim inverted arch 10 of step in the side: laying inverted arch steelframe 11 (I16b i iron); Steelframe spacing 1.0～1.5m; Connect with vertical dowel, spacing is 0.8～1.2m, fluid concrete; Thickness is 55～65cm, utilize connect batch muscle will stablize side top bar interim inverted arch and distortion side top bar barricade, stablize in the side the interim inverted arch of step and be out of shape side in the step barricade be connected;
5) deformation section adopts two pincer attack excavation: when stablizing side with distortion side excavation; Country rock measures and can stop first section construction when stablizing, and forms three bench excavations as early as possible, after the commentaries on classics preface is accomplished; The place ahead adopts three benching tunnelling methods to push ahead; Treat with integral body get out of a predicament or an embarrassing situation draw back 20m apart from the time, the respectively relatively construction from the deformation section two ends is out of shape side and is topped bar and be out of shape side step barricade in step and the distortion side, the integral body excavation of getting out of a predicament or an embarrassing situation of topping bar in barricade, the distortion side; Form both sides pincer attack excavation, until accomplishing the deformation section construction.The gradient on two sides is advisable to satisfy the vehicle climbing, generally is no more than 15 °.When carrying out three bench excavations, the supporting while excavating, topping bar is controlled in the 4m, and middle step is controlled in the 5m, gets out of a predicament or an embarrassing situation to be controlled in the 8m, and inverted arch and two linings in time follow up.Fig. 4 is seen in the signal of two pincer attack excavation.
As shown in Figure 3; The mode that when deformation section carries out the longitudinal reinforcement mortar depositing construction, is employed in the pincer attack of deformation section two ends, slip casting is simultaneously carried out; The one-sided longitudinal reinforcement length in two ends is 18～25m, middle overlap joint 4～7m, and 1 additional slip casting section is respectively set up at two ends at the 10m place.After consolidation grouting is accomplished,, adopt two ends to converge the 18～25m that respectively constructs, middle overlap joint 4～7m in the 12 rigidity supportings of distortion side construction bassoon canopy.Because of pipe canopy workplace is not set, in order to satisfy construction requirement, 20cm in the outline line is propped up just in pipe canopy perforate center, hoop perforate spacing 40cm, and every side is laid 17 pipe canopies.
Case history:
Special complex engineering geology of Jiu Bao tunnel DK29+389 ~ DK29+406 section and hydrogeological conditions; During February 26 to 21 days July in 2010 in 2010; In the tunnel of excavation this segment length of DK29+389～DK29+406 less than 30m; With regard to taking place, 5 big gushing waters gush the mud incident; Cause the preliminary bracing sprayed mortar repeatedly to occur and come off, fall piece, the distortion of right side, tunnel steelframe, file are disconnected, and fouling of clearance gauge greatly, is just propped up in the tunnel convergence distortion, the local concrete of two linings produces problems such as crack two lined steel muscle bendings.6 months construction is in abnormal construction state and the construction organization always; Taked face " advanced deep hole grouting scheme " during this time, just prop up deformation position cover arch, fouling of clearance gauge and just change arch, double-deck i iron (I25+I20b), strengthen locking measures such as pin anchor tube; But all can't form stable construction situation, cause very big pressure for the construction period in follow-up tunnel.Push ahead for recovering the tunnel as early as possible; On July 23rd, 2010, four-party conference the determining of taking part in building taked the method for the invention to construct, and promptly the mode of " barricade is reinforced and to be kept away around, two ends grouting and reinforcing, two pincer attack excavation " is successfully pushed ahead through deformation section.
Claims (4)
1. job practices of handling the tunnel deformation section, accelerating driving; It is characterized in that earlier the deformation section face is divided into and stablize side and top bar (1), stablize step in the side (2), be out of shape side and top bar (3), be out of shape in the side step (4) and integral body get out of a predicament or an embarrassing situation (5); Excavate then, specifically may further comprise the steps:
1) step excavation is stablized side and is topped bar, stablizes step in the side, and the excavation cyclic advance that stable side is topped bar is 5～6m, and the excavation cyclic advance of stablizing step in the side is 6～7m;
2) execute and make the distortion side barricade (6) of topping bar, every circulation control by 5m: execute work two earlier and arrange ductules (7), length is 2.0～3.0m, and spacing is that 45～55cm, array pitch are 45～55cm, then the formwork erection fluid concrete;
3) execute and make step barricade (8) in the distortion side, 5m control press in every circulation: lay i iron (9) in the barricade, and steelframe spacing 1.0～1.5m, the barricade top is higher than the distortion side bottom surface 45～55cm that tops bar, and is out of shape the side barricade anchor pole of topping bar and is connected;
4) execute and make stablize side and top bar and stablize the interim inverted arch of step (10) in the side: laying inverted arch steelframe (11); Steelframe spacing 1.0～1.5m; Connect with vertical dowel, spacing is 0.8～1.2m, fluid concrete; Thickness is 55～65cm, utilize connect batch muscle will stablize side top bar interim inverted arch and distortion side top bar barricade, stablize in the side the interim inverted arch of step and be out of shape side in the step barricade be connected;
5) deformation section adopts two pincer attack excavation: when stablizing side with distortion side excavation; Country rock measures and can stop first section construction when stablizing, and forms three bench excavations as early as possible, after the commentaries on classics preface is accomplished; The place ahead adopts three benching tunnelling methods to push ahead; Treat with integral body get out of a predicament or an embarrassing situation draw back 20m apart from the time, the respectively relatively construction from the deformation section two ends is out of shape side and is topped bar and be out of shape side step barricade in step and the distortion side, the integral body excavation of getting out of a predicament or an embarrassing situation of topping bar in barricade, the distortion side; Form both sides pincer attack excavation, until accomplishing the deformation section construction.
2. a kind of job practices of handling the tunnel deformation section, accelerating driving according to claim 1; The mode that it is characterized in that when deformation section carries out the longitudinal reinforcement mortar depositing construction, being employed in the pincer attack of deformation section two ends, slip casting is simultaneously carried out; The one-sided longitudinal reinforcement length in two ends is 18～25m; Middle overlap joint 4～7m, 1 additional slip casting section is respectively set up at two ends at the 10m place, and barricade 3m and 6m position are done two and are radially replenished the slip casting section at two ends.
3. a kind of job practices of handling the tunnel deformation section, accelerating driving according to claim 2, it is characterized in that consolidation grouting is accomplished after, in the rigidity supporting of distortion side construction bassoon canopy (12), adopt the two ends pincer attack 18～25m that respectively constructs, middle overlap joint 4～7m.
4. a kind of job practices of handling the tunnel deformation section, accelerating driving according to claim 1 and 2 is characterized in that stablizing side (1) bottom width of topping bar and is not less than 6m, stablizes step in the side (2) bottom width and is not less than 7m.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103206217A (en) * | 2013-03-25 | 2013-07-17 | 中铁隧道集团有限公司 | Deformation control method for positive benching tunneling method construction of high geostress soft rock section |
| CN105863677A (en) * | 2016-04-12 | 2016-08-17 | 中国电建集团成都勘测设计研究院有限公司 | Strengthening method for preliminary tunnel support |
| CN106640129A (en) * | 2016-10-27 | 2017-05-10 | 中煤第三建设（集团）有限责任公司 | Tunnel face surrounding rock construction method and face grouting guide pipe |
| CN108119160A (en) * | 2017-12-13 | 2018-06-05 | 中国铁建大桥工程局集团有限公司 | A kind of reinforcement means close to underground river karst tunnel stratum |
| CN108643935A (en) * | 2018-04-27 | 2018-10-12 | 中铁六局集团天津铁路建设有限公司 | The construction method in tunnel under rich water shallow embedding geology |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101672197A (en) * | 2009-09-17 | 2010-03-17 | 铁道部工程管理中心 | Processing method for high-pressure water-enriched filling karst cavity |
| CN101761346A (en) * | 2009-12-30 | 2010-06-30 | 中铁十二局集团第二工程有限公司 | Method for constructing metamorphic rock confined water tunnel |
| CN102383813A (en) * | 2011-07-23 | 2012-03-21 | 中铁十二局集团第二工程有限公司 | Construction method for ultralong loess accumulative roc tunnel |
-
2012
- 2012-04-01 CN CN201210095314.5A patent/CN102606173B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101672197A (en) * | 2009-09-17 | 2010-03-17 | 铁道部工程管理中心 | Processing method for high-pressure water-enriched filling karst cavity |
| CN101761346A (en) * | 2009-12-30 | 2010-06-30 | 中铁十二局集团第二工程有限公司 | Method for constructing metamorphic rock confined water tunnel |
| CN102383813A (en) * | 2011-07-23 | 2012-03-21 | 中铁十二局集团第二工程有限公司 | Construction method for ultralong loess accumulative roc tunnel |
Non-Patent Citations (2)
| Title |
|---|
| 张梅等: "张集铁路旧堡隧道F3断层带突水突泥处治技术", 《现代隧道技术》, vol. 48, no. 4, 30 August 2011 (2011-08-30), pages 1 - 5 * |
| 谢韬: "张集铁路旧堡隧道复杂地质段施工方法", 《山西建筑》, vol. 38, no. 3, 30 January 2012 (2012-01-30), pages 198 - 199 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103206217A (en) * | 2013-03-25 | 2013-07-17 | 中铁隧道集团有限公司 | Deformation control method for positive benching tunneling method construction of high geostress soft rock section |
| CN105863677A (en) * | 2016-04-12 | 2016-08-17 | 中国电建集团成都勘测设计研究院有限公司 | Strengthening method for preliminary tunnel support |
| CN105863677B (en) * | 2016-04-12 | 2018-11-13 | 中国电建集团成都勘测设计研究院有限公司 | The reinforcement means of Tunnel |
| CN106640129A (en) * | 2016-10-27 | 2017-05-10 | 中煤第三建设（集团）有限责任公司 | Tunnel face surrounding rock construction method and face grouting guide pipe |
| CN108119160A (en) * | 2017-12-13 | 2018-06-05 | 中国铁建大桥工程局集团有限公司 | A kind of reinforcement means close to underground river karst tunnel stratum |
| CN108643935A (en) * | 2018-04-27 | 2018-10-12 | 中铁六局集团天津铁路建设有限公司 | The construction method in tunnel under rich water shallow embedding geology |
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