CN102606173B - 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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- CN102606173B CN102606173B CN201210095314.5A CN201210095314A CN102606173B CN 102606173 B CN102606173 B CN 102606173B CN 201210095314 A CN201210095314 A CN 201210095314A CN 102606173 B CN102606173 B CN 102606173B
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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 constructing tunnel field, be specially a kind of construction method of processing tunnel deformation section, accelerating driving.
Background technology
Along with the development of engineering construction, complex area tunneling technology has obtained great lifting now.For the constructing tunnel with engineering geology and the hydrogeological conditions of Special complex, especially for the one-sided abutment wall convergent deformation in tunnel, unsymmetrial loading tunnel, both sides abutment wall convergent deformation, yielding section of the tunnel constructions such as face cannot tunnel, due to not dark to geological conditions understanding, underestimate the harm of artesian water, when construction, there is no rational specific aim constructure scheme, still by traditional constructure scheme, construct, and easily cause gushing water, gush mud, the geological disasters such as landslide, there will be preliminary bracing sprayed mortar to come off conventionally, fall piece, tunnel steelframe distortion, file is disconnected, and tunnel convergence distortion is large, just prop up fouling of clearance gauge, the local concrete of two linings produces crack, two problems such as lining bar bendings etc., cause whole construction always in abnormal Construction State and construction organization, and current adoptable specific aim measure has face " advanced deep hole grouting scheme ", just a deformation position cover encircles, fouling of clearance gauge just props up and changes arch, double-deck i iron, strengthen the measures such as lock pin anchor tube, but all cannot form stable construction situation, caused very large pressure to the construction period in follow-up tunnel, cause whole construction period 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 easily causes gushing water, gushes the geological disasters such as mud, landslide, and the problems such as long construction period, poor stability, provide a kind of construction method of processing tunnel deformation section, accelerating driving.
The present invention adopts following technical scheme to realize: a kind of construction method of processing tunnel deformation section, accelerating driving, first deformation section face is divided into and stablizes that step in side is topped bar, stablized to side, distortion side tops bar, is out of shape in side step and integral body is got out of a predicament or an embarrassing situation, then excavate, specifically comprise the following steps: (1) step excavation is stablized side and topped bar, stablizes step in side, the excavation cyclic advance that stable side is topped bar is 5～6m, and the excavation cyclic advance of stablizing step in side is 6～7m; (2) apply the distortion side barricade of topping bar, every circulation is controlled by 5m: first apply two row's ductules, length is 2.0～3.0m, and spacing is that 45～55cm, array pitch are 45～55cm, then formwork erection fluid concrete; (3) apply step barricade in distortion side, every circulation press 5m and is controlled: in barricade, lay i iron, and steelframe spacing 1.0～1.5m, 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) apply and stablize side and top bar and stablize the interim inverted arch of step in side: lay inverted arch steelframe, steelframe spacing 1.0～1.5m, with longitudinal dowel, connect, 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 side the interim inverted arch of step and be out of shape side in step barricade be connected; (5) deformation section adopts two pincer attack excavation: when stablizing side and distortion side excavation, when stablizing, enclosing rock measure can stop first section construction, form as early as possible three bench excavations, after turning order and completing, the place ahead adopts three benching tunnelling methods to push ahead, until with integral body get out of a predicament or an embarrassing situation pull open 20m apart from time, the construction relatively respectively from deformation section two ends, being out of shape side tops bar and is out of shape side step barricade, the integral body excavation of getting out of a predicament or an embarrassing situation of topping bar in barricade, distortion side in step and distortion side, form both sides pincer attack excavation, until complete deformation section construction.
For guaranteeing slip casting effect, improve grouting and reinforcing progress, the present invention adopts in the mode of the pincer attack of deformation section two ends, slip casting simultaneously and carries out when deformation section carries out longitudinal reinforcement mortar depositing construction, the one-sided longitudinal reinforcement length in two ends is 18～25m, middle overlap joint 4～7m, 1 supplementary slip casting section is respectively set up at two ends at 10m place.
For improving broken formation anti-pressure ability, after consolidation grouting of the present invention completes, at distortion side construction bassoon canopy rigid protection, adopt two ends to converge the 18～25m that respectively constructs, middle overlap joint 4～7m.
In order to ensure face muck removal transportation, stable side 1 bottom width of topping bar is not less than 6m, stablizes step bottom width in side and is not less than 7m, and its maximum value can be determined 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 weak side of tunnel surrounding reinforces temporarily, " Retaining Wall Reinforcement 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 cannot tunnel, effectively control tunnel side wall convergent deformation, guarantee construction safety;
2, the mode of taking " two ends grouting and reinforcing ", can increase grouting and reinforcing section, accelerates injection speed, effectively controls tunnel deformation;
3, the mode of taking " two pincer attack excavation ", increases excavation face, reaches the effect of " dig soon, prop up soon, seal soon ", and fast processing deformation section, guarantees construction safety;
In a word, adopt construction method of the present invention to carry out the construction of yielding section of tunnel, stopped to a great extent gushing water, gush mud, the geological disaster such as landslide, short construction period, working security are high, applied widely, are particularly useful for bias voltage double track tunnel.
Accompanying drawing explanation
Fig. 1 is tunnel deformation section face cross-sectional drawing of the present invention;
Fig. 2 is tunnel deformation section face injected hole position of opening schematic diagram of the present invention;
Fig. 3 is grouting and reinforcing fore-and-aft plane figure of the present invention;
Fig. 4 is two pincer attack excavation schematic diagram of the present invention;
In figure: 1-stablizes side and tops bar; 2-stablizes step in side; 3-distortion side is topped bar; Step in 4-distortion side; 5-integral body is got out of a predicament or an embarrassing situation; The 6-distortion side barricade of topping bar; 7-ductule; Step barricade in 8-distortion side; 9-i iron; The interim inverted arch of 10-; 11-inverted arch steelframe; 12-bassoon canopy; 13-preliminary bracing; 14-secondary lining; 15-injected hole; 16-tri-bench excavations; 17-tunnel excavation outline line; 18-tunnel center line.
The specific embodiment
A kind of construction method of processing tunnel deformation section, accelerating driving, as shown in Figure 1, first deformation section face is divided into stablize that side is topped bar 1, stablized step 2 in side, distortion side is topped bar 3, step 4 and integral body get out of a predicament or an embarrassing situation 5 in distortion side, then excavate, specifically comprise the following steps:
1) step excavation is stablized side and is topped bar, stablizes step in side, the excavation cyclic advance that stable side is topped bar is 5～6m, the excavation cyclic advance of stablizing step in side is 6～7m, in order to ensure the transportation of face muck removal, stable side 1 bottom width of topping bar is not less than 6m, stablizes step 2 bottom widths in side and is not less than 7m;
2) apply the distortion side barricade 6 of topping bar, every circulation is controlled by 5m: first apply two row 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) apply step barricade 8 in distortion side, every circulation is pressed 5m and is controlled: in barricade, lay I16b i iron 9, steelframe spacing 1.0～1.5m, 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) apply and stablize side and top bar and stablize the interim inverted arch 10 of step in side: lay inverted arch steelframe 11(I16b i iron), steelframe spacing 1.0～1.5m, with longitudinal dowel, connect, 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 side the interim inverted arch of step and be out of shape side in step barricade be connected;
5) deformation section adopts two pincer attack excavation: when stablizing side and distortion side excavation, when stablizing, enclosing rock measure can stop first section construction, form as early as possible three bench excavations, after turning order and completing, the place ahead adopts three benching tunnelling methods to push ahead, until with integral body get out of a predicament or an embarrassing situation pull open 20m apart from time, the construction relatively respectively from deformation section two ends, being out of shape side tops bar and is out of shape side step barricade, the integral body excavation of getting out of a predicament or an embarrassing situation of topping bar in barricade, distortion side in step and distortion side, form both sides pincer attack excavation, until complete deformation section construction.The gradient on two sides is advisable to meet vehicle climbing, is generally no more than 15 °.While carrying out three bench excavations, limit excavation limit supporting, tops bar and is controlled in 4m, and middle step is controlled in 5m, gets out of a predicament or an embarrassing situation and is controlled in 8m, and inverted arch and two linings in time follow up.Fig. 4 is shown in the signal of two pincer attack excavation.
As shown in Figure 3, when deformation section carries out longitudinal reinforcement mortar depositing construction, adopt in the mode of the pincer attack of deformation section two ends, slip casting simultaneously and carry out, the one-sided longitudinal reinforcement length in two ends is 18～25m, middle overlap joint 4～7m, and 1 supplementary slip casting section is respectively set up at two ends at 10m place.After consolidation grouting completes, at distortion side construction bassoon canopy 12 rigid protections, adopt two ends to converge the 18～25m that respectively constructs, middle overlap joint 4～7m.Because pipe canopy workplace is not set, in order to meet construction requirement, 20cm in 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:
Engineering geology and the hydrogeological conditions of Jiu Bao tunnel DK29+389 ~ DK29+406 section Special complex, during February 26 to 21 days July in 2010 in 2010, in tunnel in this segment length of excavation DK29+389～DK29+406 less than 30m, with regard to there are 5 large gushing waters, gush mud event, cause and repeatedly occur that preliminary bracing sprayed mortar comes off, falls piece, the steelframe distortion of right side, tunnel, file break, and fouling of clearance gauge greatly, is just propped up in tunnel convergence distortion, the local concrete of two linings produces the problems such as crack two lining bar bendings.The construction of 6 months is always in abnormal Construction State and construction organization, taked during this time face " advanced deep hole grouting scheme ", and just propped up deformation position cover arch, fouling of clearance gauge and just change arch, double-deck i iron (I25+I20b), strengthen locking the measures such as pin anchor tube, but all cannot form stable construction situation, cause very large pressure to the construction period in follow-up tunnel.For recovering as early as possible tunnel, push ahead, on July 23rd, 2010, four-party conference the determining of taking part in building taked the method for the invention to construct, and the mode of " Retaining Wall Reinforcement is kept away around, two ends grouting and reinforcing, two pincer attack excavation " is successfully pushed ahead by deformation section.
Claims (4)
1. the construction method processing tunnel deformation section, accelerate driving, it is characterized in that first deformation section face being divided into and stablize side and top bar (1), stablize step in side (2), distortion side and top bar (3), be out of shape in side step (4) and integral body get out of a predicament or an embarrassing situation (5), then excavate, specifically comprise the following steps:
1) step excavation is stablized side and is topped bar, stablizes step in side, and the excavation cyclic advance that stable side is topped bar is 5～6m, and the excavation cyclic advance of stablizing step in side is 6～7m;
2) apply the distortion side barricade (6) of topping bar, every circulation is controlled by 5m: first apply two row's ductules (7), length is 2.0～3.0m, and spacing is that 45～55cm, array pitch are 45～55cm, then formwork erection fluid concrete;
3) apply step barricade (8) in distortion side, every circulation press 5m and is controlled: in barricade, lay i iron (9), and steelframe spacing 1.0～1.5m, 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) apply and stablize side and top bar and stablize the interim inverted arch of step (10) in side: lay inverted arch steelframe (11), steelframe spacing 1.0～1.5m, with longitudinal dowel, connect, 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 side the interim inverted arch of step and be out of shape side in step barricade be connected;
5) deformation section adopts two pincer attack excavation: when stablizing side and distortion side excavation, when stablizing, enclosing rock measure can stop first section construction, form as early as possible three bench excavations, after turning order and completing, the place ahead adopts three benching tunnelling methods to push ahead, until with integral body get out of a predicament or an embarrassing situation pull open 20m apart from time, the construction relatively respectively from deformation section two ends, being out of shape side tops bar and is out of shape side step barricade, the integral body excavation of getting out of a predicament or an embarrassing situation of topping bar in barricade, distortion side in step and distortion side, form both sides pincer attack excavation, until complete deformation section construction.
2. a kind of construction method of processing tunnel deformation section, accelerating driving according to claim 1, it is characterized in that adopting the mode in the pincer attack of deformation section two ends, slip casting simultaneously to carry out when deformation section carries out longitudinal reinforcement mortar depositing construction, the one-sided longitudinal reinforcement length in two ends is 18～25m, middle overlap joint 4～7m, 1 supplementary slip casting section is respectively set up at two ends at 10m place, at two ends barricade 3m and 6m position, do two radially supplementary slip casting sections.
3. a kind of construction method of processing tunnel deformation section, quickening driving according to claim 2, after it is characterized in that consolidation grouting completes, at distortion side construction bassoon canopy (12) rigid protection, adopts two ends to converge the 18～25m that respectively constructs, middle overlap joint 4～7m.
4. a kind of construction method of processing 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 side (2) bottom width and is not less than 7m.
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| 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 |
| 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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