CN102562075A - 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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CN102562075A
CN102562075A CN2012100610821A CN201210061082A CN102562075A CN 102562075 A CN102562075 A CN 102562075A CN 2012100610821 A CN2012100610821 A CN 2012100610821A CN 201210061082 A CN201210061082 A CN 201210061082A CN 102562075 A CN102562075 A CN 102562075A
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excavation
tunnel
predicament
embarrassing situation
behind
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CN102562075B (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

Six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps
Technical field
The present invention relates to a kind of excavation construction method of tunnel, relate in particular to six short distance job practicess of weak geology surrounding rock tunnel three steps of the big section of a kind of high-speed railway.
Background technology
In recent years, country strengthens west area special line for passenger trains pace of construction, and the west area hills and mountains are unbroken, complicated geology.Many tunnel quantity of growing up increase, and average line length of tunnel occupancy volume is 30%-70% completely.IV in the tunnel trunk geology, V level country rock grade proportion are big, and construction safety risk is high.To excavated section is 138m 2-146m 2The weak geology country rock railway tunnel of heavy excavation section, must take reliable job practices, just can guarantee safety for tunnel engineering.
In order to control and to reduce the 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) is stipulated: IV level country rock must not surpass 50m, and V level and above country rock must not surpass 40m; " high-speed railway tunnel construction quality acceptance standard " (TB10753-2010) master control project specifies preliminary bracing should in time be executed work 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.
To large section IV, V level weak surrounding rock geology railway two-wire list hole tunnel; Under and the prerequisite that the safety requirements standard is high nervous in the duration; The safety of worker's method and reliability need further to improve, and are necessary that therefore construction is further studied and optimized to benching tunnelling method.
Summary of the invention
The objective of the invention is provides a kind of new job practices in order to solve the current construction difficult problem that runs into when building the big section Support System in Soft Rock Tunnels of high-speed railway, has optimized traditional three step branch continuous productive processes technology; To solve the prior art complex procedures; The duration progress is shortcoming slowly, has overcome construction difficult problems such as the weak surrounding rock self-stable ability is poor, the preliminary bracing distortion is big, has effectively utilized resource; Practiced thrift 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: six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps, and it mainly may further comprise the steps:
(1) topping bar of hoop excavation top arc base tunnel, the earthwork of excavating topping bar goes to gets out of a predicament or an embarrassing situation;
(2) lag behind behind 4.5~5m topping bar, step left part in the excavation goes to earth excavation and gets out of a predicament or an embarrassing situation;
(3) after middle step left part lags behind 3~4m, step right part in the excavation goes to the earthwork of excavation and gets out of a predicament or an embarrassing situation;
(4) after middle step left part lags behind 6~8m or middle step right part hysteresis 3~4m, 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) after the left part of getting out of a predicament or an embarrassing situation lags behind 3~4m, 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) after the right part of getting out of a predicament or an embarrassing situation lags behind 20~25m, remainder at the bottom of the excavation tunnel according to the staggered excavation of the continuous circulation of above-mentioned steps, is finally realized the tunnel excavation construction at last.
Topping bar of hoop excavation top arc base tunnel is to utilize the upright steelframe of a last circulation frame to execute to make arch, tunnel Φ 42 leading ductules in the described step 1, behind the advance support of arch, carries out.
Described leading ductule 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 the boring of leading ductule is 10 °~12 °, and boring direction is straight, and bore diameter is for being not less than 45 millimeters; Leading ductule is installed in 120 ° of scopes of 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 highly is controlled at 3.5~3.7m, should in time execute behind the excavation and do portion's preliminary bracing, promptly carries out the thick concrete of spray 4cm just, hangs steel mesh reinforcement, be drilled with system radially behind the anchor pole multiple pneumatically placed concrete to design thickness.
The middle step left part excavation of described step 2 highly is controlled at 3.3~4m, executes behind the excavation and does portion's preliminary bracing, promptly carries out the thick concrete of spray 4cm just; Hang steel mesh reinforcement; The spreading steelframe, and establish the lock foot anchoring stock system supporting, pneumatically placed concrete is radially answered to design thickness behind the anchor pole by the system that is drilled with.
The excavation of the middle step right part in the described step 3 highly is controlled at 3.3~3.5m, executes behind the excavation and does portion's preliminary bracing, promptly carries out the thick concrete of spray 4cm just; Hang steel mesh reinforcement; The spreading steelframe, and establish the lock foot anchoring stock system supporting, pneumatically placed concrete is radially answered to design thickness behind the anchor pole by the system that is drilled with.
Described lock foot anchoring stock system supporting is to be close to the 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 the described step 4 highly is controlled at 3.0~3.3m.
The excavation of the right part of getting out of a predicament or an embarrassing situation in the described step 5 highly is controlled at 3.0~3.3m.
The first thick concrete of spray 4cm in excavation back at the bottom of the tunnel in the described step 6 is installed the inverted arch steelframe and is landed the steelframe firm welding with left and right sides, and multiple pneumatically placed concrete is laid the inverted arch trestle above to design thickness, and trestle is placed on the middle part, tunnel.
The invention has the beneficial effects as follows: six short distance job practicess of these three steps are on the basis of benching tunnelling method; Basic principle has combined the arc base tunnel to reserve the advantage of core local method and three benching tunnelling methods, has satisfied the requirement that New Austrian Tunneling Method construction principle tightens control to country rock, reduces the partial excavation number of times; Accelerated the time that preliminary bracing is early sealed; This is arch Cheng Huan in advance especially, and the side wall preliminary bracing can be felt at ease as early as possible, helps controlled deformation; Avoid the conversion of temporary support structures system, reduced unsafe factor in the work progress.Compare with existing big section Support System in Soft Rock Tunnels construction technology and to have following advantage and effect:
1, the present invention compares with traditional job practices, and a plurality of scope of operations can parallel operations, and the preliminary bracing process operations is convenient, and construction space is big, helps the mechanization rapid construction.
2, compliance of the present invention is high, need not to drop into special installation, and technology is simple, and is workable.As occur that surrounding rock structure is complicated and changeable, can convert other worker's methods comparatively rapidly into when the soft or hard country rock changes or other conditions change and construct.
3, the present invention does not have temporary lining, has avoided effectively having evaded certain risk because of removing the potential safety hazard that temporary lining causes.
4, present device acquisition expenses, interim material use lowlyer, and disposable less input, practiced thrift construction cost.
5, six different positions excavation simultaneously that staggers each other before and after the present invention, to form supporting whole for branch's supporting simultaneously then, shortens cycle time for working, and construction speed has been accelerated in the operation that progressively advances to depth, has practiced thrift the construction period effectively.
6, the present invention can be adaptable across having certain V level or IV level weak surrounding rock large cross-section tunnel from steady condition, also applicable to shallow embedding or buried geological condition large cross-section tunnel preferably.For the tunnel that has the present low gas risk, also can use the present invention's construction, sectional space helps ventilation greatly.
Description of drawings
Below in conjunction with the embodiment accompanying drawing the present invention is further specified.
Fig. 1 is this job practices schematic cross-sectional view 1;
Fig. 2 is this job practices schematic cross-sectional view 2;
Fig. 3 is this job practices phantom drawing;
Among the 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
Big six short distance job practicess of section Support System in Soft Rock Tunnels three steps, excavated section is divided into six scope of operations of three steps, excavates simultaneously, the supporting operation; Inverted arch and filling operation; Each operation scheduling is reasonable, and secondary lining in time follows up, the construction that each step construction of upper, middle and lower advances synchronously; Like Fig. 1, Fig. 2, shown in Figure 3, it mainly may further comprise the steps:
(1) hoop excavation top arc base tunnel top bar 1, the earthwork of 1 excavation of topping bar is gone to gets out of a predicament or an embarrassing situation;
(2) 1 lag behind behind 4.5~5m topping bar, step left part 2 in the excavation goes to earth excavation and gets out of a predicament or an embarrassing situation;
(3) after middle step left part 2 lags behind 3~4m, step right part 3 in the excavation goes to the earthwork of excavation and gets out of a predicament or an embarrassing situation;
(4) after middle step left part 2 lags behind 6~8m or middle step right part 3 hysteresis 3~4m, excavate the left part 4 of getting out of a predicament or an embarrassing situation, outside the earthwork transportation of left part 4 excavations of getting out of a predicament or an embarrassing situation is appeared.
(5) after the left part 4 of getting out of a predicament or an embarrassing situation lags behind 3~4m, 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) after the right part 5 of getting out of a predicament or an embarrassing situation lags behind 20~25m, 6 remainders at the bottom of the excavation tunnel according to the staggered excavation of the continuous circulation of above-mentioned steps, are finally realized the tunnel excavation construction at last.
On the experiential basis of having summed up traditional three step construction worker methods, six short distance digging construction methods of three steps are adopted in construction, and the whole excavated section in tunnel is divided into six scope of operations of three steps; Each step construction of upper, middle and lower advances synchronously; Remedied method operations 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 the site operation organization and administration, and mechanization degree is high; Shorten the duration, reduced construction cost.
Embodiment 2
Topping bar of hoop excavation top arc base tunnel 1 is that the steelframe that utilizes last a circulation frame to stand is executed and made arch, tunnel Φ 42 leading ductules in the step 1, behind the advance support of arch, carries out.
Leading ductule 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 the boring of leading ductule is 10 °~12 °, can adjust according to actual conditions.Boring direction should be straight.Bore diameter is for being not less than 45 millimeters; Leading ductule is installed in 120 ° of scopes of 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 setting-out that 1 excavation contour shape and the cross dimensions of topping bar should be excavated outline line according to designing requirement; Reserve certain deformation allowance according to the country rock situation; And analyze according to measurement; The deformation allowance of the next stage peer of adjustment in time country rock surpasses deformation allowance with the practical distortion amount that prevents country rock and causes preliminary bracing to invade secondary lining.
1 excavation of topping bar highly is controlled at 3.5~3.7m, should in time execute behind the excavation and do portion's preliminary bracing, promptly carries out the thick concrete of spray 4cm just, hangs steel mesh reinforcement, be drilled with system radially behind the anchor pole multiple pneumatically placed concrete to design thickness.
Each operation of preliminary bracing is a prior art, wherein carries out the thick concrete of spray 4cm just in the present embodiment, blows off scar from top to bottom with high-pressure blast; And bury underground control concrete thickness the control sign; Drip or during trickle, adopt boring to bury blind pipe underground and carry out ejectment water like work plane, also can adopt and do the spray form and seal the infiltration scar fast; Spraying operation carries out from arch springing or foundation from bottom to top; Avoid top to spray resilience material void during operation and bury arch (wall) pin, nozzle is with to be sprayed scar vertical, and nozzle and the distance of being sprayed between the scar remain on 1.0~2.0m.
Just execute immediately after the spray and make radially anchor pole, anchor pole must be established backing plate.System anchor bolt is provided with situation: φ 25 hollow grouting anchors of band exhaust plant are adopted in the arch, and 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 the net sheet.Steel mesh reinforcement should be connected firmly with anchor pole, and thickness of protection tier should be less than 4cm.
The I20 steelframe is adopted in preliminary bracing, 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 place, the edge of a wing in the steelframe; Should remove empty slag and the foreign material under the footing before installing, the steelframe footing should place on the firm foundations.
Install accurately for assurance steelframe position, all need set the positioning systems muscle in advance before steelframe sets up.Be that muscle one end and steelframe weld together, the other end anchors into country rock and uses the mortar anchoring.During the assembly unit steelframe, the junction plate bolt between the steelframe of each sections connects and is closely connected, forbids to adopt welding.
Carry out spraying the second time just a concrete then and execute work, utilize original parts such as anchor pole protruded length etc. according to design thickness, also can be on the steel bow member welding short steel rod, mark scale, as the design thickness mark.Sprayed mortar thickness should not surpass 5~6cm for every layer, 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 form the space; Too small, then coarse aggregate rebounds easily.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.For preventing the resilience thing,, be the serpentine motion according to executing spray from the bottom up attached to not spraying the adhesion stress that influences on the scar between spray-up and scar; First levelling receives the recess of spray plane before the spray, the shower nozzle spirality is slowly evenly moved again, and guarantees that concrete surface is smooth-going, no hollowing, crack, loose, and planeness is answered the compliant requirement.
Embodiment 3
Middle step left part 2 excavations of step 2 highly are controlled at 3.3~4m, in time execute by embodiment 2 said methods behind the excavation and do portion's preliminary bracing, promptly carry out the thick concrete of spray 4cm just; Hang steel mesh reinforcement, the spreading steelframe, and be close to the 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 the arch springing support force.
The excavation of the middle step right part 3 in the step 3 highly is controlled at 3.3~4.0m; The method that adopts is the same with middle step left part 2 excavation supporting modes; Be close to the 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 the step 4 highly is 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 and each step cyclic advance are consistent, 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 the step 5 highly is 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 and each step cyclic advance are consistent, 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 in 6 excavation backs at the bottom of the tunnel in the step 6 is installed inverted arch 9 steelframes and is landed the steelframe firm welding with left and right sides, and multiple pneumatically placed concrete is to design thickness.In order not influence the vehicle turnover, adopt trestle 8 transition schemes, in time execute and do inverted arch 9 and inverted arch 9 backfills.
In order to raise the efficiency; Four the staggered circulations of branch of getting out of a predicament or an embarrassing situation in inciting somebody to action are excavated; Upright, the extension steel mesh reinforcement of two work plane bow members of step left and right sides frame in carrying out simultaneously; The left and right sides of getting out of a predicament or an embarrassing situation excavation dough figurine worker finishing, the upright bow member of frame, execute and make 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 in 3~5m scope, helps controlling vault sedimentation and mechanized construction, excavates simultaneously, muck removal, supporting operation, improve efficiency of construction and realize speedy drivage.
Embodiment 4
In step 1 among the present invention~5, each step partial excavation cyclic advance should confirm that topping bar is generally 0.6m according to preliminary bracing steelframe spacing, and excavating every cyclic advance is 1 Pin bow member spacing, and carries out arch frame lock foot and handle, and in time executes and does preliminary bracing.In, get out of a predicament or an embarrassing situation left and right sides sidepiece excavation drilling depth maximum control in the scope of 1.2~1.6m, be according to a Pin one supporting in principle, and carry out setting of arch frame lock foot anchoring stock.
Inverted arch 9 substrate excavations and preliminary bracing will in time be executed and seal into ring, excavate every cyclic advance 3~4 Pin bow members at the bottom of the tunnel, and inverted arch is executed and done the termination and the face spacing is controlled at 35~40m,
Embodiment 5
6 excavations adopt the full width section construction at the bottom of the tunnel, lay inverted arch trestle 8 above, inverted arch trestle 8 long 16~18m, and the wide 1.2m of single width, every width of cloth is welded into by 4 I 36 i iron and checkered plates, and trestle 8 is placed on the middle part, tunnel.6 every circulation excavation length are controlled at 2~3 Pin steel bow member spacings at the bottom of the tunnel.For guaranteeing construction safety, work should be in time executed in inverted arch 9 preliminary bracings and concreting, and supporting is closed into ring as early as possible, and is whole stressed, guarantees that supporting and protection structure is stable.Inverted arch 9 concrete answer the segmentation full width to build, and vertical constuction joint is not stayed in one-shot forming, and inverted arch constuction joint and deformation joint are provided with waterstop.The inverted arch fill concrete should be removed the foreign material and the ponding on inverted arch surface at inverted arch concrete initial set after-pouring before building, continuous placing, and vertical constuction joint is not stayed in one-shot forming.

Claims (10)

1. six short distance job practicess of one kind big section Support System in Soft Rock Tunnels three steps, it mainly may further comprise the steps:
(1) top bar (1) of hoop excavation top arc base tunnel, the earthwork of (1) excavation of will topping bar goes to gets out of a predicament or an embarrassing situation;
(2) after top bar (1) lags behind 4.5~5m, step left part (2) in the excavation goes to earth excavation and gets out of a predicament or an embarrassing situation;
(3) after middle step left part (2) lags behind 3~4m, step right part (3) in the excavation goes to the earthwork of excavation and gets out of a predicament or an embarrassing situation;
(4) after middle step left part (2) lags behind 6~8m or middle step right part (3) hysteresis 3~4m, 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 will getting out of a predicament or an embarrassing situation excavation is appeared;
(5) after the left part of getting out of a predicament or an embarrassing situation (4) lags behind 3~4m, 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) after the right part of getting out of a predicament or an embarrassing situation (5) lags behind 20~25m, (6) remainder at the bottom of the excavation tunnel according to the staggered excavation of the continuous circulation of above-mentioned steps, is finally realized the tunnel excavation construction at last.
2. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1; It is characterized in that: top bar (1) of hoop excavation top arc base tunnel is to utilize the upright steelframe of a last circulation frame to execute to make arch, tunnel Φ 42 leading ductules in the described step 1, behind the advance support of arch, carries out.
3. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 2; It is characterized in that: described leading ductule adopts the hot rolled seamless steel tube of Φ 42mm, wall thickness 3.5mm; Long 3.5m, circumferential distance 30-50cm, its longitudinal lap joint length is not less than 1m; The outer limb of the boring of leading ductule is 10 °~12 °, and boring direction is straight, and bore diameter is for being not less than 45 millimeters; Leading ductule is installed in 120 ° of scopes of arch, tunnel circular arc, and totally 38, circumferential distance is 40 centimetres, and its longitudinal lap joint length is not less than 1 meter.
4. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1; It is characterized in that: described topping bar (1) excavation highly is controlled at 3.5~3.7m; Should in time execute behind the excavation and do portion's preliminary bracing; The thick concrete of spray 4cm is hung steel mesh reinforcement at the beginning of promptly carrying out, and pneumatically placed concrete is radially answered to design thickness behind the anchor pole by the system that is drilled with.
5. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1; It is characterized in that: middle step left part (2) excavation in the described step 2 highly is controlled at 3.3~4m, executes behind the excavation and does portion's preliminary bracing, promptly carries out the thick concrete of spray 4cm just; Hang steel mesh reinforcement; The spreading steelframe, and establish lock foot anchoring stock (7) system supporting, pneumatically placed concrete is radially answered to design thickness behind the anchor pole by the system that is drilled with.
6. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1; It is characterized in that: middle step right part (3) excavation in the described step 3 highly is controlled at 3.3~4.0m, executes behind the excavation and does portion's preliminary bracing, promptly carries out the thick concrete of spray 4cm just; Hang steel mesh reinforcement; The spreading steelframe, and establish lock foot anchoring stock (7) system supporting, pneumatically placed concrete is radially answered to design thickness behind the anchor pole by the system that is drilled with.
7. according to claim 5 or six short distance job practicess of 6 described a kind of big section Support System in Soft Rock Tunnels three steps; It is characterized in that: described lock foot anchoring stock (7) system supporting is to be close to the steelframe dual-side along setting two groups of lock foot anchoring stocks (7) by 45 ° of angle of declinations with 60 °, lock foot anchoring stock (7) and steelframe firm welding at steelframe arch springing lower curtate.
8. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1, it is characterized in that: the excavation of the left part of getting out of a predicament or an embarrassing situation (4) in the described step 4 highly is controlled at 3.0~3.3m.
9. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1, it is characterized in that: the excavation of the right part of getting out of a predicament or an embarrassing situation (5) in the described step 5 highly is controlled at 3.0~3.3m.
10. six short distance job practicess of a kind of big section Support System in Soft Rock Tunnels three steps according to claim 1; It is characterized in that: the thick concrete of (6) excavation back first spray 4cm at the bottom of the tunnel in the described step 6; Install inverted arch (9) steelframe and land the steelframe firm welding with left and right sides; Multiple pneumatically placed concrete is laid inverted arch trestle (8) above to design thickness, and trestle (8) is placed on the middle part, tunnel.
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CN103016027A (en) * 2013-01-21 2013-04-03 中南大学 Tunnel or roadway excavating method under weak and broken complicated geological conditions
CN103016029A (en) * 2012-12-28 2013-04-03 成都中铁隆工程集团有限公司 Grouped second liner construction method for large cross-section tunnel
CN103089270A (en) * 2013-01-23 2013-05-08 西南交通大学 Excavating method suitable for large section loess tunnels
CN103174430A (en) * 2013-04-10 2013-06-26 中国水利水电第十四工程局有限公司 Shallow-buried large-span water conveying tunnel three-stage five-step digging method
CN103195432A (en) * 2013-03-08 2013-07-10 中铁二十二局集团第一工程有限公司 Weak surrounding rock, tunnel intersection and arc-shaped pilot tunnel construction method
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
CN103277106A (en) * 2013-06-21 2013-09-04 云南云岭高速公路桥梁工程有限公司 Highway tunnel three-step five-procedure excavation construction method
CN103670421A (en) * 2012-08-30 2014-03-26 赵兵 Central inclined hole method parallel tunnel excavation method
CN103680288A (en) * 2013-06-09 2014-03-26 柳州铁道职业技术学院 Tunnel micro-step method technology teaching simulation body
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
CN104500076A (en) * 2014-11-26 2015-04-08 中国电建集团成都勘测设计研究院有限公司 Super-large-section and long-span cave-in bulk solid tunnel excavation method
CN104500079A (en) * 2014-11-26 2015-04-08 中国电建集团成都勘测设计研究院有限公司 Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure
CN104533446A (en) * 2015-01-16 2015-04-22 中交一公局第一工程有限公司 Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel
CN104763435A (en) * 2015-03-02 2015-07-08 中国建筑第八工程局有限公司 Construction method of shallow-buried excavation type large cross section of tunnel in tail slag filling area
CN105065037A (en) * 2015-07-20 2015-11-18 甘肃路桥建设集团有限公司 Double-layer arch center support construction method for highway soft rock tunnel
CN105134258A (en) * 2015-08-14 2015-12-09 中国建筑土木建设有限公司 Construction method by utilizing multiple steps and leg-locking of pipe shed for completely-weathered VI-grade surrounding rock of tunnel
CN105257295A (en) * 2015-09-26 2016-01-20 中交第二公路工程局有限公司 Process for excavating and constructing micro-steps of tunnels on basis of method for excavating steps
CN105443132A (en) * 2015-12-02 2016-03-30 中国建筑第五工程局有限公司 Construction method of shallow-buried subsurface-excavated cross-shaped cross-strut tunnel
CN107288652A (en) * 2017-08-22 2017-10-24 中铁五局集团有限公司 A kind of five excavation construction methods of three step of light section Support System in Soft Rock Tunnels
CN107560510A (en) * 2017-08-25 2018-01-09 中铁十二局集团有限公司 A kind of tunnel big cross section section constructing method and its face blast arrangement
CN108286442A (en) * 2018-01-08 2018-07-17 中铁十二局集团有限公司 Excavation method suitable for a Support System in Soft Rock Tunnels quick closure cyclization of two steps
CN108301841A (en) * 2018-02-08 2018-07-20 中建隧道建设有限公司 The construction of advanced reserved side soil is led in highway large cross-section tunnel
CN108756894A (en) * 2018-04-23 2018-11-06 中铁二十五局集团第工程有限公司 Tunnel micro- three step top Core Soil construction
CN110145314A (en) * 2019-05-10 2019-08-20 中建隧道建设有限公司 A kind of method that the tall and big Core Soil of extra-large cross-section bored tunnel is removed
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
CN110593879A (en) * 2019-08-28 2019-12-20 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
CN110593918A (en) * 2019-10-15 2019-12-20 中铁十二局集团有限公司 Freezing method based tunnel connection channel pump house construction method

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CN103670421A (en) * 2012-08-30 2014-03-26 赵兵 Central inclined hole method parallel tunnel excavation method
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CN103016029A (en) * 2012-12-28 2013-04-03 成都中铁隆工程集团有限公司 Grouped second liner construction method for large cross-section tunnel
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CN103089270A (en) * 2013-01-23 2013-05-08 西南交通大学 Excavating method suitable for large section loess tunnels
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CN103195432A (en) * 2013-03-08 2013-07-10 中铁二十二局集团第一工程有限公司 Weak surrounding rock, tunnel intersection and arc-shaped pilot tunnel construction method
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
CN103174430A (en) * 2013-04-10 2013-06-26 中国水利水电第十四工程局有限公司 Shallow-buried large-span water conveying tunnel three-stage five-step digging method
CN103174430B (en) * 2013-04-10 2015-06-10 中国水利水电第十四工程局有限公司 Shallow-buried large-span water conveying tunnel three-stage five-step digging method
CN103680288A (en) * 2013-06-09 2014-03-26 柳州铁道职业技术学院 Tunnel micro-step method technology teaching simulation body
CN103680288B (en) * 2013-06-09 2015-08-05 柳州铁道职业技术学院 A kind of tunnel micro-benching tunnelling method technique teaching simulation body
CN103277106A (en) * 2013-06-21 2013-09-04 云南云岭高速公路桥梁工程有限公司 Highway tunnel three-step five-procedure excavation construction method
CN103277106B (en) * 2013-06-21 2015-07-01 云南云岭高速公路建设集团有限公司 Highway tunnel three-step five-procedure excavation construction method
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
CN104500079A (en) * 2014-11-26 2015-04-08 中国电建集团成都勘测设计研究院有限公司 Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure
CN104500076A (en) * 2014-11-26 2015-04-08 中国电建集团成都勘测设计研究院有限公司 Super-large-section and long-span cave-in bulk solid tunnel excavation method
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CN104533446A (en) * 2015-01-16 2015-04-22 中交一公局第一工程有限公司 Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel
CN104763435B (en) * 2015-03-02 2017-02-22 中国建筑第八工程局有限公司 Construction method of shallow-buried excavation type large cross section of tunnel in tail slag filling area
CN104763435A (en) * 2015-03-02 2015-07-08 中国建筑第八工程局有限公司 Construction method of shallow-buried excavation type large cross section of tunnel in tail slag filling area
CN105065037A (en) * 2015-07-20 2015-11-18 甘肃路桥建设集团有限公司 Double-layer arch center support construction method for highway soft rock tunnel
CN105134258A (en) * 2015-08-14 2015-12-09 中国建筑土木建设有限公司 Construction method by utilizing multiple steps and leg-locking of pipe shed for completely-weathered VI-grade surrounding rock of tunnel
CN105257295A (en) * 2015-09-26 2016-01-20 中交第二公路工程局有限公司 Process for excavating and constructing micro-steps of tunnels on basis of method for excavating steps
CN105443132A (en) * 2015-12-02 2016-03-30 中国建筑第五工程局有限公司 Construction method of shallow-buried subsurface-excavated cross-shaped cross-strut tunnel
CN107288652A (en) * 2017-08-22 2017-10-24 中铁五局集团有限公司 A kind of five excavation construction methods of three step of light section Support System in Soft Rock Tunnels
CN107560510A (en) * 2017-08-25 2018-01-09 中铁十二局集团有限公司 A kind of tunnel big cross section section constructing method and its face blast arrangement
CN108286442A (en) * 2018-01-08 2018-07-17 中铁十二局集团有限公司 Excavation method suitable for a Support System in Soft Rock Tunnels quick closure cyclization of two steps
CN108286442B (en) * 2018-01-08 2020-01-31 中铁十二局集团有限公司 Excavation method suitable for -time rapid sealing and ring forming of two steps of weak surrounding rock tunnel
CN108301841A (en) * 2018-02-08 2018-07-20 中建隧道建设有限公司 The construction of advanced reserved side soil is led in highway large cross-section tunnel
CN108756894A (en) * 2018-04-23 2018-11-06 中铁二十五局集团第工程有限公司 Tunnel micro- three step top Core Soil construction
CN108756894B (en) * 2018-04-23 2019-09-17 中铁二十五局集团第一工程有限公司 Tunnel micro- three step top Core Soil construction
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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
CN110593879A (en) * 2019-08-28 2019-12-20 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
CN110593918A (en) * 2019-10-15 2019-12-20 中铁十二局集团有限公司 Freezing method based tunnel connection channel pump house construction method

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