CN103206217A - Deformation control method for positive benching tunneling method construction of high geostress soft rock section - Google Patents
Deformation control method for positive benching tunneling method construction of high geostress soft rock section Download PDFInfo
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- CN103206217A CN103206217A CN2013100967000A CN201310096700A CN103206217A CN 103206217 A CN103206217 A CN 103206217A CN 2013100967000 A CN2013100967000 A CN 2013100967000A CN 201310096700 A CN201310096700 A CN 201310096700A CN 103206217 A CN103206217 A CN 103206217A
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Abstract
The invention relates to a deformation control method for positive benching tunneling method construction of a high geostress soft rock section in the field of railway tunnel construction. The method is brief in construction steps, every process is connected closely, and deformation control effect is remarkable. According to the method, various deformation control measures such as arrangement of steel arch frames, a foot-locking anchor rod, a locking anchor rod, a deep hole anchor rod and early high-strength concrete, advanced conduit grouting and radial reinforcement grouting are synthesized to be used, and accordingly the goal of effectively controlling deformation of a high geostress soft rock single railway tunnel is achieved.
Description
[technical field]
The present invention relates to the railway tunnel construction field, especially relate to a kind of method for control high ground stress soft rock stress single-track railway tunnel positive benching tunnelling method construction Deformation.
[background technology]
Known, as to adopt positive benching tunnelling method to construct under high ground stress soft rock stress condition tunnel is subjected to the acting in conjunction of high-ground stress and weak surrounding rock in work progress, unmanageable distortion situation very easily takes place the support system in tunnel; The unmanageable distortion of this class can cause the tunnel support system destruction to lose efficacy, thereby phenomenons such as concrete block drops, the distortion of steel bow member appear, also can invade limit because large deformation causes the border when serious, be other outer contours in the inner outline intrusion tunnel of tunnel preliminary bracing, and then cause the tunnel to cave in, this not only can have influence on construction speed, causes the rapid increase of construction cost, but also can jeopardize relevant device and constructor's safety;
At present, distortion for control high ground stress soft rock stress tunnel, especially for controlling under the condition of bigger horizontal geotechnic stress and weak surrounding rock, the large deformation that the abutment wall position in tunnel takes place, mostly that takes usually is to increase steel bow member model, increase rock-bolt length, the measures such as anchor cable and multiple supporting of setting up reduce the distortion in tunnel, yet, though these measures can play a role to Deformation control, but its effect as a rule is but not really desirable, show that mainly more border still can occur invades the limit problem, thereby cause and thoroughly effectively to solve problem on deformation by the preliminary bracing ability that changes of one or many, so not only wasted material, increase construction cost, but also delayed the engineering time because Deformation control is limited, and then brought great risk for the construction in tunnel;
In addition, also have the method for minority engineering utilization advance borehole that the distortion in high ground stress soft rock stress tunnel is controlled, but, owing to choose at bore position design, bore diameter, brill bundle equipment etc. several aspect existing reason, though the control method of this advance borehole very easily causes drilling hole amount more, stress release efficient is lower consequence, and namely this control method efficiency of construction is lower, is difficult to form productivity.
[summary of the invention]
In order to overcome the deficiency in the background technology, the invention discloses a kind of deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, described method can effectively be controlled the tunnel deformation that the single-track railway tunnel high ground stress soft rock stress section construction period takes place, for the normal construction in tunnel provides effective assurance.
For achieving the above object, the present invention adopts following technical scheme:
A kind of deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, described method are used for using in the high ground stress soft rock stress section of single-track tunnel construction, and its step is as follows:
A, earlier the tunnel excavation face is excavated out three steps in upper, middle and lower by three ones of upper, middle and lower, then the bottom surface of three steps in upper, middle and lower is carried out smoothly, provide job platform for arch pre-grouting conduit performs with preliminary bracing;
B, the face of topping bar in the tunnel spray the concrete that can play sealing process to country rock; After injection is finished, upper, middle and lower, tunnel step is carried out setting up of supporting bow member and steel mesh reinforcement, steel mesh reinforcement is layed in the bow member outside, and all connect by U-shaped linkage between adjacent two bow members;
C, the face arch of topping bar in the tunnel perform for the pre-grouting conduit of reinforcing front of tunnel heading arch country rock along the bow member top edge; Perform lock foot anchoring stock in step bow member junction, upper, middle and lower, tunnel;
D, perform self-advancing type locking grouted anchor bar at the medium position of every joint bow member;
E, in the tunnel, the abutment wall position of getting out of a predicament or an embarrassing situation performs self-advancing type deep hole system anchor bolt, termination point of anchor rod will arrange backing plate;
F, on the tunnel, the default radially reinforcement grouting anchor pile that is used for carrying out according to the development of construction tunnel deformation grouting reinforcing in middle step abutment wall position;
G, high-strength concrete is early sprayed at each step supporting position in the tunnel;
H, the tunnel early high-strength concrete spray finish after, pre-grouting conduit, self-advancing type locking grouted anchor bar and deep hole system anchor bolt are carried out slip casting;
I, after upper, middle and lower, tunnel step circulation performs the length that reaches certain forward, carry out the inverted arch excavation, require smooth inverted arch bottom surface, lay the inverted arch bow member, and the two ends of inverted arch bow member are connected with the bow member bottom that has performed of getting out of a predicament or an embarrassing situation by junction plate, all connect by U-shaped linkage between adjacent two bow members, and injection high-strength concrete morning makes the preliminary bracing in tunnel form enclosed construction after connection is finished;
J, repeating step A～I finish until the tunnel excavation in high ground stress soft rock stress zone.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, three length of bench in the described steps A are 4～5m, highly are 3～4m.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, the concrete among the described step B is the C30 concrete, jet thickness is 5cm; Bow member is that the shaped steel of H175 is processed into bow member spacing 0.5～0.6m by model; Steel mesh reinforcement is processed into by φ 8 reinforcing bars, and the steel grid spacing is 20 * 20cm, and steel mesh reinforcement is laid on the bow member outside by welding.
Described deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction in described step C, performs the pre-grouting conduit of φ 42, long 3.5m by the spacing of 30～50cm in the outside of bow member, the outer limb of this conduit is 3～5 °; Return 30cm in step bow member junction, upper, middle and lower, oblique following 30 ° of lock foot anchoring stocks that perform φ 22, long 4.5m, and the outer end of lock foot anchoring stock and bow member weld together.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, the self-advancing type locking grouted anchor bar among the described step D is the self-advancing type locking grouted anchor bar of φ 32, long 4.5m, is arranged on every joint bow member L/2 position.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method is pressed the self-advancing type deep hole system anchor bolt that ring vertical clearance 1.2m * 1.0m performs φ 32, long 6～8m in the described step e.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method is pressed the radially grouting reinforcing anchor tube that ring vertical clearance 1.2m * 1.0m performs φ 42, long 4.0m in the described step F.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, high-strength concrete label morning among the described step G is C30, jet thickness is 33cm, and requires 12 hours age strengths to reach more than the 8Mpa.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method, the slip casting among the described step H is based on ordinary Portland cement list liquid slurry, and grouting pressure is 0.5MPa.
Described deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method excavates when getting out of a predicament or an embarrassing situation face and inverted arch termination distance 20～25m among the described step I and performs inverted arch.
Because adopt aforesaid technical scheme, the present invention has following beneficial effect:
It is succinct that deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction of the present invention performs step, each procedure connection is tight, the Deformation control effect is remarkable, described method adopts the steel bow member, lock foot anchoring stock, the locking anchor pole, the deep hole anchor pole, high-strength concrete early, leading conduit slip casting and radially various deformation control measure such as reinforcement slip casting integrate use, thereby reach the purpose of effective control high ground stress soft rock stress single-track railway tunnel deformation, namely effectively controlled the tunnel deformation that single-track railway tunnel high ground stress soft rock stress section construction period takes place, for the follow-up construction in tunnel provides effective safety assurance.
[specific embodiment]
Can explain the present invention in more detail by the following examples, disclose purpose of the present invention and be intended to protect all changes and improvements in the scope of the invention that the present invention is not limited to the following examples:
Deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction of the present invention performs that step is succinct, and the Deformation control effect is remarkable, and described method is used for using when the high ground stress soft rock stress section appears in the construction of single line deep tunnel, and its step is as follows:
A, elder generation excavate out length with the tunnel excavation face by three ones of upper, middle and lower and are 4～5m, highly be three steps in upper, middle and lower of 3.5m, then the bottom surface of three steps in upper, middle and lower is carried out smoothly, provide job platform for arch pre-grouting conduit performs with preliminary bracing;
B, the face of topping bar in the tunnel spray the concrete that can play sealing process to country rock, namely effectively reduce the weathering phenomenon of the construction operation face country rock of topping bar, play the purpose that keeps the country rock self-stability, this concrete adopts the C30 concrete, and jet thickness is 5cm; After injection is finished upper, middle and lower, tunnel step is carried out setting up of supporting bow member and steel mesh reinforcement, wherein, bow member is that the shaped steel of H175 is processed into by model, and the bow member spacing is 0.5～0.6m; Steel mesh reinforcement is laid on the bow member outside by welding, and steel mesh reinforcement is processed into by φ 8 reinforcing bars, and the steel grid spacing is 20 * 20cm; Simultaneously, all connect by U-shaped linkage between adjacent two bow members;
C, the face arch of topping bar in the tunnel, 30～50cm performs for the pre-grouting conduit of reinforcing front of tunnel heading arch country rock along the bow member top edge outside, and this conduit is the pre-grouting conduit of φ 42, long 3.5m, and outer limb is 3～5 °; After having performed the pre-grouting conduit, return 30cm in step bow member junction, upper, middle and lower, tunnel, oblique following 30 ° of lock foot anchoring stocks that perform two φ 22, long 4.5m, and the outer end of this lock foot anchoring stock and bow member weld together;
D, at the middle part of every joint bow member, namely the L/2 position performs the self-advancing type locking grouted anchor bar of two φ 32, long 4.5m;
E, in the tunnel, the abutment wall position of getting out of a predicament or an embarrassing situation performs the self-advancing type deep hole system anchor bolt of φ 32, long 6～8m by ring vertical clearance 1.2m * 1.0m, termination point of anchor rod will arrange backing plate;
F, on the tunnel, position, the middle step abutment wall left and right sides is respectively by the default three radially reinforcement grouting anchor piles that are used for carrying out according to the development of construction tunnel deformation the φ 42 of grouting reinforcing, long 4.0m of ring vertical clearance 1.2m * 1.0m;
G, to spray 33cm thick each step supporting position in the tunnel, and label is high-strength concrete morning of C30, and requires 12 hours age strengths to reach more than the 8Mpa;
H, the tunnel early high-strength concrete spray finish after, pre-grouting conduit, self-advancing type locking grouted anchor bar and deep hole system anchor bolt are carried out slip casting, and during slip casting based on ordinary Portland cement list liquid slurry, grouting pressure is 0.5MPa;
I, after upper, middle and lower, tunnel step circulation performs the length that reaches certain forward, when face and the inverted arch termination distance of getting out of a predicament or an embarrassing situation is 20～25m, the excavation that carries out inverted arch performs, require smooth inverted arch bottom surface, lay the inverted arch bow member, and the two ends of inverted arch bow member are connected with the bow member bottom that has performed of getting out of a predicament or an embarrassing situation by junction plate, all connect by U-shaped linkage between adjacent two bow members, and injection high-strength concrete morning is finished the inverted arch construction after connection is finished, and makes the preliminary bracing in tunnel form enclosed construction;
J, repeating step A～I finish until the tunnel excavation in high ground stress soft rock stress zone.
Part not in the detailed description of the invention is prior art, so the present invention is not described in detail.
Claims (10)
1. one kind is used for the deformation control method that high ground stress soft rock stress section positive benching tunnelling method is constructed, and it is characterized in that: described method is used for using in the high ground stress soft rock stress section of single-track tunnel construction, and its step is as follows:
A, earlier the tunnel excavation face is excavated out three steps in upper, middle and lower by three ones of upper, middle and lower, then the bottom surface of three steps in upper, middle and lower is carried out smoothly, provide job platform for arch pre-grouting conduit performs with preliminary bracing;
B, the face of topping bar in the tunnel spray the concrete that can play sealing process to country rock; After injection is finished, upper, middle and lower, tunnel step is carried out setting up of supporting bow member and steel mesh reinforcement, steel mesh reinforcement is layed in the bow member outside, and all connect by U-shaped linkage between adjacent two bow members;
C, the face arch of topping bar in the tunnel perform for the pre-grouting conduit of reinforcing front of tunnel heading arch country rock along the bow member top edge; Perform lock foot anchoring stock in step bow member junction, upper, middle and lower, tunnel;
D, perform self-advancing type locking grouted anchor bar at the medium position of every joint bow member;
E, in the tunnel, the abutment wall position of getting out of a predicament or an embarrassing situation performs self-advancing type deep hole system anchor bolt, termination point of anchor rod will arrange backing plate;
F, on the tunnel, the default radially reinforcement grouting anchor pile that is used for carrying out according to the development of construction tunnel deformation grouting reinforcing in middle step abutment wall position;
G, high-strength concrete is early sprayed at each step supporting position in the tunnel;
H, the tunnel early high-strength concrete spray finish after, pre-grouting conduit, self-advancing type locking grouted anchor bar and deep hole system anchor bolt are carried out slip casting;
I, after upper, middle and lower, tunnel step circulation performs the length that reaches certain forward, carry out the inverted arch excavation, require smooth inverted arch bottom surface, lay the inverted arch bow member, and the two ends of inverted arch bow member are connected with the bow member bottom that has performed of getting out of a predicament or an embarrassing situation by junction plate, all connect by U-shaped linkage between adjacent two bow members, and injection high-strength concrete morning makes the preliminary bracing in tunnel form enclosed construction after connection is finished;
J, repeating step A～I finish until the tunnel excavation in high ground stress soft rock stress zone.
2. the deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction according to claim 1, it is characterized in that: three length of bench in the described steps A are 4～5m, highly are 3～4m.
3. the deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction according to claim 1, it is characterized in that: the concrete among the described step B is the C30 concrete, jet thickness is 5cm; Bow member is that the shaped steel of H175 is processed into bow member spacing 0.5～0.6m by model; Steel mesh reinforcement is processed into by φ 8 reinforcing bars, and the steel grid spacing is 20 * 20cm, and steel mesh reinforcement is laid on the bow member outside by welding.
4. the deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction according to claim 1, it is characterized in that: in described step C, perform the pre-grouting conduit of φ 42, long 3.5m by the spacing of 30～50cm in the outside of bow member, the outer limb of this conduit is 3～5 °; Return 30cm in step bow member junction, upper, middle and lower, oblique following 30 ° of lock foot anchoring stocks that perform φ 22, long 4.5m, and the outer end of lock foot anchoring stock and bow member weld together.
5. the deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction according to claim 1, it is characterized in that: the self-advancing type locking grouted anchor bar among the described step D is the self-advancing type locking grouted anchor bar of φ 32, long 4.5m, is arranged on every joint bow member L/2 position.
6. the deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method according to claim 1 is characterized in that: the self-advancing type deep hole system anchor bolt that performs φ 32, long 6～8m in the described step e by ring vertical clearance 1.2m * 1.0m.
7. the deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method according to claim 1 is characterized in that: the radially grouting reinforcing anchor tube that performs φ 42, long 4.0m in the described step F by ring vertical clearance 1.2m * 1.0m.
8. the deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction according to claim 1, it is characterized in that: high-strength concrete label morning among the described step G is C30, jet thickness is 33cm, and requires 12 hours age strengths to reach more than the 8Mpa.
9. the deformation control method for high ground stress soft rock stress section positive benching tunnelling method construction according to claim 1, it is characterized in that: the slip casting among the described step H is based on ordinary Portland cement list liquid slurry, and grouting pressure is 0.5MPa.
10. the deformation control method for the construction of high ground stress soft rock stress section positive benching tunnelling method according to claim 1 is characterized in that: excavate when getting out of a predicament or an embarrassing situation face and inverted arch termination distance 20～25m among the described step I and perform inverted arch.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105401947A (en) * | 2015-10-26 | 2016-03-16 | 中铁二十局集团有限公司 | Large-deformation control construction method for high ground stress weak surrounding rock tunnel |
| CN107036515A (en) * | 2017-06-08 | 2017-08-11 | 浙江工业大学 | Simulate experimental rig and test method that benching tunnelling method constructing tunnel triggers earth's surface deformation |
| CN109538239A (en) * | 2017-09-22 | 2019-03-29 | 吴占瑞 | High-ground stress weak surrounding rock horn gradual change shrinkage type small-clear-distance tunnel construction method |
| CN109826632A (en) * | 2019-03-26 | 2019-05-31 | 西南交通大学 | A kind of large deformation control method of weak broken carbonaceous shale single-track tunnel |
| CN111594178A (en) * | 2020-04-28 | 2020-08-28 | 北京交通大学 | Construction control method for sewing horizontal extrusion large deformation of single-track railway tunnel with soft rock |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105401947A (en) * | 2015-10-26 | 2016-03-16 | 中铁二十局集团有限公司 | Large-deformation control construction method for high ground stress weak surrounding rock tunnel |
| CN107036515A (en) * | 2017-06-08 | 2017-08-11 | 浙江工业大学 | Simulate experimental rig and test method that benching tunnelling method constructing tunnel triggers earth's surface deformation |
| CN109538239A (en) * | 2017-09-22 | 2019-03-29 | 吴占瑞 | High-ground stress weak surrounding rock horn gradual change shrinkage type small-clear-distance tunnel construction method |
| CN109826632A (en) * | 2019-03-26 | 2019-05-31 | 西南交通大学 | A kind of large deformation control method of weak broken carbonaceous shale single-track tunnel |
| CN111594178A (en) * | 2020-04-28 | 2020-08-28 | 北京交通大学 | Construction control method for sewing horizontal extrusion large deformation of single-track railway tunnel with soft rock |
| CN111594178B (en) * | 2020-04-28 | 2021-07-13 | 北京交通大学 | Construction control method for sewing horizontal extrusion large deformation of single-track railway tunnel with soft rock |
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Application publication date: 20130717 |