CN102562075B - Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method - Google Patents

Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method Download PDF

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CN102562075B
CN102562075B CN201210061082.1A CN201210061082A CN102562075B CN 102562075 B CN102562075 B CN 102562075B CN 201210061082 A CN201210061082 A CN 201210061082A CN 102562075 B CN102562075 B CN 102562075B
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excavation
tunnel
predicament
embarrassing situation
getting
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CN102562075A (en
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夏润禾
何建宏
许前顺
边玉良
丰小平
李军
周云
徐向叶
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CCCC Second Highway Fourth Engineering Co., Ltd.
Zhongjiao Second Highway Engineering Bureau Co., Ltd.
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ZHONGJIAO SECOND HIGHWAY ENGINEERING BUREAU Co Ltd
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Abstract

The invention discloses a large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method, which comprises the steps as follows: (1) annularly excavating an upper step of an upper part arc pilot tunnel, transferring excavated earthwork of the upper step to a lower step; (2) excavating a left part of a middle step about 4.5-5 meters behind the upper step, and transferring excavated earthwork to the lower step; (3) excavating a right part of the middle step about 3-4 meters behind the left part of the middle step, and transferring excavated earthwork to the lower step;(4) excavating a left part of the lower step about 6-8 meters behind the left part of the middle step or about 3-4 meters behind the right part of the middle step, and conveying excavated earthwork of the left part of the lower step out of the tunnel; (5) excavating a right part of the lower step about 3-4 meters behind the left part of the lower step, and conveying excavated earthwork of the lower step out of the tunnel; and (6) excavating the rest part of the tunnel bottom about 20-25 meters behind the right part of the lower step, excavating continuously according to the steps in a circulating and interlacing manner, and finally realizing tunnel excavating construction. The method can be used for building a large cross-section tunnel in a safe, rapid and economic manner.

Description

A kind of large six short-distance construction methods of cross-section weak surrounding rock tunnel three step
Technical field
The present invention relates to a kind of excavation construction method of tunnel, relate in particular to six short-distance construction methods of weak geology surrounding rock tunnel three step of the large section of a kind of high-speed railway.
Background technology
In recent years, country strengthens west area Construction of Railway Passenger-Dedicated Line paces, and west area hills and mountains are unbroken, complicated geology.The much tunnel quantity of growing up increases, and average line length of tunnel occupancy volume is 30%-70% completely.IV in tunnel trunk geology, V level country rock grade proportion are large, and construction safety risk is high.Be 138m for excavated section 2-146m 2the weak geology country rock railway tunnel of heavy excavation section, must take reliable construction method, just can guarantee safety for tunnel engineering.
In order to control and to reduce railway tunnel construction security incident, the Ministry of Railways is more and more stricter to the required distance of inverted arch and face, " railway tunnel work construction safety tecnical regulations " (TB10304-2009) stipulates: IV level country rock must not exceed 50m, and V level and above country rock must not exceed 40m; " Railway Tunnel engineering construction quality acceptance criteria " (TB10753-2010) preliminary bracing of dominant item regulation should apply in time immediately following excavation, and should seal into ring early, Support System in Soft Rock Tunnels IV, V, VI level country rock preliminary bracing detent position must not be greater than 35m apart from face.
For large section IV, V level weak surrounding rock geology railway double-track list hole tunnel, under and prerequisite that safety requirements standard is high nervous in the duration, the safety and reliability of engineering method needs further to improve, and is therefore necessary that construction is further studied and optimizes to benching tunnelling method.
Summary of the invention
The object of the invention is in order to solve the current construction difficult problem running into while building the large cross-section weak surrounding rock tunnel of high-speed railway, a kind of new construction method is provided, traditional three step branch continuous productive process technology are optimized, to solve prior art complex procedures, duration progress shortcoming slowly, has overcome the construction difficult problems such as weak surrounding rock self-stable ability is poor, preliminary bracing distortion is large, has effectively utilized resource, saved cost, realization is safe, quick, economy is built large cross-section tunnel.
The technical scheme that the present invention solves its technical problem employing is: a kind of large six short-distance construction methods of cross-section weak surrounding rock tunnel three step, and it mainly comprises the following steps:
(1) topping bar of hoop excavation top arc leading pit, goes to the earthwork of the excavation of topping bar to get out of a predicament or an embarrassing situation;
(2) topping bar after hysteresis 4.5～5m, in excavation, step left part, goes to earth excavation to get out of a predicament or an embarrassing situation;
(3) lag behind after 3～4m at middle step left part, step right part in excavation, goes to the earthwork of excavation to get out of a predicament or an embarrassing situation;
(4) lag behind after 6～8m or middle step right part hysteresis 3～4m at middle step left part, excavate the left part of getting out of a predicament or an embarrassing situation, outside the earthwork transportation of the left part excavation of getting out of a predicament or an embarrassing situation is appeared;
(5) lag behind after 3～4m at the left part of getting out of a predicament or an embarrassing situation, excavate the right part of getting out of a predicament or an embarrassing situation, outside the earthwork transportation of the excavation of getting out of a predicament or an embarrassing situation is appeared;
(6) lag behind after 20～25m at the right part of getting out of a predicament or an embarrassing situation, remainder at the bottom of excavation tunnel, finally, according to the constantly staggered excavation of circulation of above-mentioned steps, finally realizes tunnel excavation construction.
In described step 1, topping bar of hoop excavation top arc leading pit is to utilize the vertical steelframe of a upper circulation frame to apply arch, tunnel Φ 42 advanced tubules, after the advance support of arch, carries out.
Described advanced tubule adopts the hot rolled seamless steel tube of Φ 42mm, wall thickness 3.5mm, long 3.5m, and circumferential distance 30-50cm, its longitudinal lap joint length is not less than 1m; The outer limb of boring of advanced tubule is 10 °～12 °, and boring direction is straight, and bore diameter is for being not less than 45 millimeters; Advanced tubule is installed within the scope of 120 °, arch, tunnel circular arc, and totally 38, circumferential distance is 40 centimetres, and its longitudinal lap joint length is not less than 1 meter.
The described excavation of topping bar is highly controlled at 3.5～3.7m, after excavation, should apply in time portion's preliminary bracing, carries out the just thick concrete of spray 4cm, hangs steel mesh reinforcement, be drilled with system radially after anchor pole multiple pneumatically placed concrete to design thickness.
The middle step left part excavation of described step 2 is highly controlled at 3.3～4m, applies portion's preliminary bracing after excavation, carries out the just thick concrete of spray 4cm, hang steel mesh reinforcement, spreading steelframe, and establish lock foot anchoring stock system supporting, the system that is drilled with is radially answered pneumatically placed concrete to design thickness after anchor pole.
The excavation of the middle step right part in described step 3 is highly controlled at 3.3～3.5m, applies portion's preliminary bracing after excavation, carries out the just thick concrete of spray 4cm, hang steel mesh reinforcement, spreading steelframe, and establish lock foot anchoring stock system supporting, the system that is drilled with is radially answered pneumatically placed concrete to design thickness after anchor pole.
Described lock foot anchoring stock system supporting is to be close to steelframe dual-side along setting two groups of lock foot anchoring stocks, lock foot anchoring stock and steelframe firm welding by 45 ° of angle of declinations and 60 ° at steelframe arch springing lower curtate.
The excavation of the left part of getting out of a predicament or an embarrassing situation in described step 4 is highly controlled at 3.0～3.3m.
The excavation of the right part of getting out of a predicament or an embarrassing situation in described step 5 is highly controlled at 3.0～3.3m.
The first thick concrete of spray 4cm after excavation at the bottom of tunnel in described step 6, installs inverted arch steelframe and lands steelframe firm welding with left and right sides, and multiple pneumatically placed concrete, to design thickness, is laid inverted arch trestle above, and trestle is placed on middle part, tunnel.
The invention has the beneficial effects as follows: six short-distance construction methods of this three step are on the basis of benching tunnelling method, basic principle combines the advantage of arc leading pit remaining core soil in advance method and three benching tunnelling methods, meet the requirement that New Austrian Tunneling Method Construction Principle tightens control to country rock, reduce partial excavation number of times, accelerate the early time of sealing of preliminary bracing, this is arch Cheng Huan in advance especially, side wall preliminary bracing can be bottomed as early as possible, be conducive to control distortion, avoid the conversion of temporary support structures system, reduced unsafe factor in work progress.Tool has the following advantages and effect compared with existing large cross-section weak surrounding rock tunnel construction technology:
1, the present invention is compared with traditional construction method, and multiple scope of operations can parallel operations, and preliminary bracing process operations is convenient, and construction space is large, is conducive to mechanization rapid construction.
2, compliance of the present invention is high, and without dropping into special installation, technique is simple, workable.When surrounding rock structure is complicated and changeable as occurred, soft or hard Change in surrounding rocks or other conditions change, can be converted to comparatively rapidly other engineering methods constructs.
3, the present invention does not have temporary lining, has avoided, because removing the potential safety hazard that causes of temporary lining, effectively having evaded certain risk.
4, present device acquisition expenses, interim materials'use are lower, and disposable less input, saved construction cost.
5, six different positions excavation simultaneously that mutually staggers before and after the present invention, then branch's supporting simultaneously forms supporting entirety, shortens cycle time for working, and the operation progressively advancing to depth, has accelerated construction speed, has effectively saved the construction period.
6, the present invention can be widely used in having certain V level or IV level weak surrounding rock large cross-section tunnel from steady condition, also applicable to shallow embedding or the buried good large cross-section tunnel of geological condition.For the tunnel that has present low gas risk, also can apply the present invention's construction, sectional space contributes to greatly ventilation.
Accompanying drawing explanation
Below in conjunction with embodiment accompanying drawing, the present invention is further described.
Fig. 1 is this construction method schematic cross-sectional view 1;
Fig. 2 is this construction method schematic cross-sectional view 2;
Fig. 3 is this construction method phantom drawing;
In figure: 1, top bar; 2, middle step left part; 3, middle step right part; 4, the left part of getting out of a predicament or an embarrassing situation; 5, the right part of getting out of a predicament or an embarrassing situation; 6, satisfy at the end; 7, lock foot anchoring stock; 8, trestle; 9, inverted arch.
The specific embodiment
Embodiment 1
Large six short-distance construction methods of cross-section weak surrounding rock tunnel three step, excavated section is divided into six scope of operations of three steps, excavate simultaneously, supporting operation, inverted arch and filling operation, each operation scheduling is reasonable, and secondary lining follows up in time, the synchronous construction advancing of the each step construction in upper, middle and lower, as shown in Figure 1, Figure 2, Figure 3 shows, it mainly comprises the following steps:
(1) hoop excavation top arc leading pit top bar 1, the earthwork of 1 excavation of topping bar is gone to and is got out of a predicament or an embarrassing situation;
(2) topping bar after 1 hysteresis 4.5～5m, in excavation, step left part 2, goes to earth excavation to get out of a predicament or an embarrassing situation;
(3) lag behind after 3～4m at middle step left part 2, step right part 3 in excavation, goes to the earthwork of excavation to get out of a predicament or an embarrassing situation;
(4) lag behind after 3～4m at lag behind 6～8m or middle step right part 3 of middle step left part 2, the excavation left part 4 of getting out of a predicament or an embarrassing situation, outside the earthwork transportation that the left part 4 of getting out of a predicament or an embarrassing situation is excavated is appeared.
(5) lag behind after 3～4m at the left part 4 of getting out of a predicament or an embarrassing situation, excavate the right part 5 of getting out of a predicament or an embarrassing situation, outside the earthwork transportation of the excavation of getting out of a predicament or an embarrassing situation is appeared.
(6) lag behind after 20～25m at the right part 5 of getting out of a predicament or an embarrassing situation, 6 remainders at the bottom of excavation tunnel, finally, according to the constantly staggered excavation of circulation of above-mentioned steps, finally realize tunnel excavation construction.
Summing up on the experiential basis of traditional three step construction engineering methods, construction adopts six short distance digging construction methods of three steps, whole tunnel excavated section is divided into six scope of operations of three steps, the each step construction in upper, middle and lower synchronously advances, made up the method operation such as CRD method or double side wall pilot tunnel method many, long in time limit, to country rock disturbance deficiency often, be convenient to site operation organization and administration, and mechanization degree is high, shorten the duration, reduced construction cost.
Embodiment 2
In step 1, topping bar of hoop excavation top arc leading pit 1 is to utilize the vertical steelframe of a upper circulation frame to apply arch, tunnel Φ 42 advanced tubules, after the advance support of arch, carries out.
Advanced tubule adopts the hot rolled seamless steel tube of Φ 42mm, wall thickness 3.5mm, long 3.5m, and circumferential distance 30-50cm, its longitudinal lap joint length is not less than 1m; The outer limb of boring of advanced tubule is 10 °～12 °, can adjust according to actual conditions.Boring direction should be straight.Bore diameter is for being not less than 45 millimeters; Advanced tubule is installed within the scope of 120 °, arch, tunnel circular arc, and totally 38, circumferential distance is 40 centimetres, and its longitudinal lap joint length is not less than 1 meter.
1 excavation contour shape and the cross dimensions of topping bar should be carried out according to designing requirement the setting-out of excavation contour line, according to the reserved certain deformation allowance of country rock situation, and analyze according to measurement, adjust in time the deformation allowance of next stage country rock at the same level, to prevent that the practical distortion amount of country rock from exceeding deformation allowance and causing preliminary bracing to invade secondary lining.
1 excavation of topping bar is highly controlled at 3.5～3.7m, after excavation, should apply in time portion's preliminary bracing, and at the beginning of carrying out, the thick concrete of spray 4cm, hangs steel mesh reinforcement, and the system that is drilled with is radially answered pneumatically placed concrete to design thickness after anchor pole.
The each operation of preliminary bracing is prior art, wherein in the present embodiment, carry out the just thick concrete of spray 4cm, blow off scar from top to bottom with high-pressure blast, and bury underground and control the control mark of concrete thickness, as work plane drips or when trickle, adopt boring to bury blind pipe underground and carry out ejectment water, also can adopt dry spray form to seal fast infiltration scar, spraying operation carries out from bottom to top from arch springing or foundation, when operation, avoid top to spray resilience material void and bury arch (wall) pin, nozzle is with to be sprayed scar vertical, and nozzle and the distance of being sprayed between scar remain on 1.0～2.0m.
Just after spray, apply immediately radially anchor pole, anchor pole must be established backing plate.System anchor bolt facilities: arch adopts φ 25 hollow grouting anchors with exhaust plant, abutment wall adopts Φ 22 grouting rock bolts, L=4.0m, spacing (ring 1.2m x 1.0m); Steel mesh reinforcement adopts the HPB235 steel of Φ 8mm to do, and size of mesh opening adopts 20cm × 20cm, and lap length is 1～2 grid, adopts welding manner to connect between net sheet.Steel mesh reinforcement should be connected firmly with anchor pole, and thickness of protection tier should not be less than 4cm.
Preliminary bracing adopts I20 steelframe, and longitudinal pitch is 0.6m/ Pin (in in), and adjacent steelframe adopts Φ 22 reinforcing bars to connect, 1 meter of spacing, and oblique disposed inboard, and be welded in edge of a wing place in steelframe; Before installation, should remove empty slag and foreign material under footing, steelframe footing should be placed in firm foundations.
Install accurately for assurance steelframe position, steelframe sets up the front positioning systems muscle that all needs to set in advance.Be that muscle one end and steelframe weld together, the other end anchors into country rock and uses mortar anchoring.When assembled steelframe, the junction plate bolt between the steelframe of each sections connects and is closely connected, forbids to adopt welding.
Then spray for the second time a just concrete and apply, utilize original parts as anchor pole protruded length etc. according to design thickness, also can be on steel arch frame welding short steel rod, mark scale, as design thickness mark.Every layer of sprayed mortar thickness should not exceed 5～6cm, crosses conference and weakens the cohesive force between concrete particle, makes spray-up because of excessive and large stretch of the coming off of conducting oneself with dignity, or makes vault place spray-up and country rock face formation space; Too small, coarse aggregate easily rebounds.Gradation is sprayed onto design thickness, and the time interval of two-layer injection is 15～20min.
For improving work efficiency and ensuring the quality of products, spraying operation answers burst to carry out.Affect the adhesion stress between spray-up and scar for preventing that resilience thing is attached to not spray on scar, according to executing from the bottom up spray, be serpentine motion; Before spray, first levelling is subject to the recess of spray plane, then shower nozzle spirality is slowly evenly mobile, guarantees that concrete surface is smooth-going, and without hollowing, crack, loose, planeness should meet code requirement.
Embodiment 3
The middle step left part 2 of step 2 excavates and is highly controlled at 3.3～4m, after excavation, apply portion's preliminary bracing by method described in embodiment 2 in time, carry out the just thick concrete of spray 4cm, hang steel mesh reinforcement, spreading steelframe, and be close to steelframe dual-side along setting lock foot anchoring stock 7 by 45 ° of angle of declinations and 60 ° at steelframe arch springing lower curtate, rock-bolt length is 4m, every ring is 8, and lock foot anchoring stock 7 firmly welds with steelframe, increases arch springing support force.
The excavation of the middle step right part 3 in step 3 is highly controlled at 3.3～4.0m, the method adopting is the same with middle step left part 2 excavation supporting modes, be close to steelframe dual-side along setting two groups of lock foot anchoring stocks by 45 ° of angle of declinations and 60 ° at steelframe arch springing lower curtate, lock foot anchoring stock and steelframe firmly weld.
The excavation of the left part 4 of getting out of a predicament or an embarrassing situation in step 4 is highly controlled at 3.0～3.3m, and the method for employing is the same with middle step left part 2 excavation supporting modes, and excavation drilling depth is consistent with each step cyclic advance, outside the earthwork transportation of the excavation of getting out of a predicament or an embarrassing situation is appeared.
The excavation of the right part 5 of getting out of a predicament or an embarrassing situation in step 5 is highly controlled at 3.0～3.3m, and the method for employing is the same with the left part 4 excavation supporting modes of getting out of a predicament or an embarrassing situation, and excavation drilling depth is consistent with each step cyclic advance, outside the earthwork transportation of the excavation of getting out of a predicament or an embarrassing situation is appeared.
The first thick concrete of spray 4cm after 6 excavations at the bottom of tunnel in step 6, installs inverted arch 9 steelframes and lands steelframe firm welding with left and right sides, and multiple pneumatically placed concrete is to design thickness.In order not affect vehicles while passing, adopt trestle 8 transition schemes, apply in time inverted arch 9 and inverted arch 9 backfills.
In order to raise the efficiency, point four the staggered circulations of getting out of a predicament or an embarrassing situation in inciting somebody to action are excavated, carry out two work plane bow member framves of middle step left and right sides simultaneously and found, hang steel mesh reinforcement, the vertical bow member of the left and right sides excavation face of getting out of a predicament or an embarrassing situation manual amendment, frame, apply system anchor bolt, in four the work plane construction of shotcrete of left and right sides of getting out of a predicament or an embarrassing situation.In, the excavation of the getting out of a predicament or an embarrassing situation distance that staggers remains within the scope of 3～5m, is conducive to control vault sedimentation and mechanized construction, excavates, muck removal, supporting operation simultaneously, improve efficiency of construction and realize speedy drivage.
Embodiment 4
In step 1 in the present invention～5, each step partial excavation cyclic advance should be definite according to preliminary bracing steelframe spacing, tops bar and be generally 0.6m, and excavating every cyclic advance is 1 Pin bow member spacing, and carries out arch frame lock foot processing, applies in time preliminary bracing.In, the left and right sidepiece excavation drilling depth maximum of getting out of a predicament or an embarrassing situation is controlled in the scope of 1.2～1.6m, be according to Pin mono-supporting in principle, and carry out setting of arch frame lock foot anchoring stock.
Inverted arch 9 substrate excavations and preliminary bracing will apply in time seals into ring, excavates every cyclic advance 3～4 Pin bow members at the bottom of tunnel, and inverted arch applies termination and face spacing is controlled at 35～40m,
Embodiment 5
At the bottom of tunnel, 6 excavations adopt full width section construction, lay inverted arch trestle 8 above, the long 16～18m of inverted arch trestle 8, and the wide 1.2m of single width, every width is welded into by 4 I 36 i iron and checkered plates, and trestle 8 is placed on middle part, tunnel.At the bottom of tunnel, 6 every circulation excavation lengths are controlled at 2～3 Pin steel arch frame spacing.For guaranteeing construction safety, inverted arch 9 preliminary bracings and concreting should apply in time, and supporting is closed into ring as early as possible, and entirety is stressed, guarantee that supporting and protection structure is stable.Inverted arch 9 concrete answer segmentation full width to build, and longitudinal constuction joint is not stayed in one-shot forming, and inverted arch constuction joint and deformation joint arrange waterstop.Inverted arch fill concrete should, at inverted arch concrete initial set after-pouring, be built foreign material and the ponding on front removing inverted arch surface, continuous placing, and one-shot forming, does not stay longitudinal constuction joint.

Claims (3)

1. six short-distance construction methods of large cross-section weak surrounding rock tunnel three step, it mainly comprises the following steps:
(1) top bar (1) of hoop excavation top arc leading pit, the earthwork of (1) excavation of topping bar goes to gets out of a predicament or an embarrassing situation; Top bar (1) of hoop excavation top arc leading pit is to utilize the vertical steelframe of a upper circulation frame to apply arch, tunnel Φ 42 advanced tubules, after the advance support of arch, carries out; Described advanced tubule adopts the hot rolled seamless steel tube of Φ 42mm, wall thickness 3.5mm, long 3.5m, and circumferential distance 30-50cm, its longitudinal lap joint length is not less than 1m; The outer limb of boring of advanced tubule is 10 °～12 °, and boring direction is straight, and bore diameter is for being not less than 45 millimeters; Advanced tubule is installed within the scope of 120 °, arch, tunnel circular arc, totally 38;
(2) lag behind after 4.5～5m in top bar (1), in excavation, step left part (2), goes to earth excavation to get out of a predicament or an embarrassing situation; Middle step left part (2) excavation is highly controlled at 3.3～4m, applies portion's preliminary bracing after excavation, carries out the just thick concrete of spray 4cm, hang steel mesh reinforcement, spreading steelframe, and establish lock foot anchoring stock (7) system supporting, the system that is drilled with is radially answered pneumatically placed concrete to design thickness after anchor pole;
(3) lag behind after 3～4m at middle step left part (2), step right part (3) in excavation, goes to the earthwork of excavation to get out of a predicament or an embarrassing situation; Described middle step right part (3) excavation is highly controlled at 3.3～4.0m, applies portion's preliminary bracing after excavation, carries out the just thick concrete of spray 4cm, hang steel mesh reinforcement, spreading steelframe, and establish lock foot anchoring stock (7) system supporting, the system that is drilled with is radially answered pneumatically placed concrete to design thickness after anchor pole;
(4) lag behind after 6～8m or middle step right part (3) hysteresis 3～4m at middle step left part (2), excavate the left part (4) of getting out of a predicament or an embarrassing situation, outside the earthwork transportation of the left part (4) of getting out of a predicament or an embarrassing situation excavation is appeared; The excavation of left part (4) of getting out of a predicament or an embarrassing situation is highly controlled at 3.0～3.3m;
(5) lag behind after 3～4m at the left part of getting out of a predicament or an embarrassing situation (4), excavate the right part (5) of getting out of a predicament or an embarrassing situation, outside the earthwork transportation of the excavation of getting out of a predicament or an embarrassing situation is appeared; The excavation of right part (5) of getting out of a predicament or an embarrassing situation is highly controlled at 3.0～3.3m;
(6) lag behind after 20～25m at the right part of getting out of a predicament or an embarrassing situation (5), (6) remainder at the bottom of excavation tunnel, finally, according to the constantly staggered excavation of circulation of above-mentioned steps, finally realizes tunnel excavation construction; The first thick concrete of spray 4cm after (6) excavation at the bottom of tunnel, installs inverted arch (9) steelframe and lands steelframe firm welding with left and right sides, and multiple pneumatically placed concrete, to design thickness, is laid inverted arch trestle (8) above, and trestle (8) is placed on middle part, tunnel; At the bottom of tunnel, (6) excavation adopts full width section construction, lays inverted arch trestle (8) above, the long 16～18m of inverted arch trestle (8), and the wide 1.2m of single width, every width is welded into by 4 I 36 i iron and checkered plates, and trestle (8) is placed on middle part, tunnel; At the bottom of tunnel, (6) every circulation excavation length is controlled at 2～3 Pin steel arch frame spacing.
2. six short-distance construction methods of large cross-section weak surrounding rock tunnel three step of one according to claim 1, it is characterized in that: described topping bar (1) excavation is highly controlled at 3.5～3.7m, after excavation, should apply in time portion's preliminary bracing, carry out the just thick concrete of spray 4cm, hang steel mesh reinforcement, the system that is drilled with is radially answered pneumatically placed concrete to design thickness after anchor pole.
3. six short-distance construction methods of large cross-section weak surrounding rock tunnel three step of one according to claim 1, it is characterized in that: described lock foot anchoring stock (7) system supporting is to be close to steelframe dual-side along setting two groups of lock foot anchoring stocks (7) by 45 ° of angle of declinations and 60 ° at steelframe arch springing lower curtate, lock foot anchoring stock (7) and steelframe firm welding.
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CN104314571A (en) * 2014-08-19 2015-01-28 西安建筑科技大学 Construction method for three-step six-step ultrashort step for large-section tunnel
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CN110230496A (en) * 2019-06-14 2019-09-13 中国铁建大桥工程局集团有限公司 A kind of three step of big cross section soft stratum tunnel, four step is interlocked construction method
CN110593879B (en) * 2019-08-28 2021-02-02 中铁八局集团昆明铁路建设有限公司 Construction method for rapidly sealing weak surrounding rock of single-line tunnel to form ring
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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101725358A (en) * 2008-10-31 2010-06-09 中铁四局集团有限公司 Excavation construction method of ultra-shallow buried uneven weathered stratum of tunnel
CN101864959A (en) * 2009-04-17 2010-10-20 中铁工程设计咨询集团有限公司 Method for tunneling construction of main structure of underground station
CN102094649A (en) * 2011-02-17 2011-06-15 乐贵平 Method for constructing underground space by shield-shallow buried covered excavation composite method
CN102305077A (en) * 2011-09-23 2012-01-04 中南大学 Rapid construction method of large-section multi-arc tunnel

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH08170484A (en) * 1994-12-19 1996-07-02 Shimizu Corp Construction method of large cross section tunnel

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101725358A (en) * 2008-10-31 2010-06-09 中铁四局集团有限公司 Excavation construction method of ultra-shallow buried uneven weathered stratum of tunnel
CN101864959A (en) * 2009-04-17 2010-10-20 中铁工程设计咨询集团有限公司 Method for tunneling construction of main structure of underground station
CN102094649A (en) * 2011-02-17 2011-06-15 乐贵平 Method for constructing underground space by shield-shallow buried covered excavation composite method
CN102305077A (en) * 2011-09-23 2012-01-04 中南大学 Rapid construction method of large-section multi-arc tunnel

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
雷军，和万春.《大跨度软岩公路隧道短台阶七步平行流水作业施工技术》.《公路》.2001,(第4期),78-82. *

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