CN102720504A - Double-side-wall-pilot-hole subsection bench cut method construction method - Google Patents
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- CN102720504A CN102720504A CN2012101928634A CN201210192863A CN102720504A CN 102720504 A CN102720504 A CN 102720504A CN 2012101928634 A CN2012101928634 A CN 2012101928634A CN 201210192863 A CN201210192863 A CN 201210192863A CN 102720504 A CN102720504 A CN 102720504A
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Abstract
The invention relates to a double-side-wall-pilot-hole subsection bench cut method construction method, which comprises the steps that 1, upper bench two-side pilot holes are dug, and temporary support and preliminary bracing are carried out; 2, an upper bench middle pilot hole is dug, and the temporary support and the preliminary bracing are carried out; 3, lower bench two-side pilot holes are dug, and the temporary support and the preliminary bracing are carried out; and 4, a lower bench middle pilot hole is dug, and the temporary support and the preliminary bracing are carried out. The construction method has the advantages that the disturbing influence on surrounding rock bodies caused by the large cross-section tunnel six-part digging is smaller than that in the prior art, the work surface is increased, the work efficiency is improved, the surrounding rock convergence deformation restricting capability is improved, the integral performance of the preliminary bracing is improved, the operation efficiency is improved through reducing the work procedure alternation, and the disturbance on the surrounding rock is reduced through reducing the temporary support.
Description
Technical field
The present invention relates to the city track traffic engineering technical field, relate in particular to a kind of city shallow buried covered excavation large cross-section tunnel excavation construction method.
Background technology
Along with the paces of China's development large-and-medium size cities track traffic are day by day accelerated, circuits such as city underground, light rail often need be built the city shallow tunnel.Part section circuit intersects and compiles, and forms big section even extra-large cross-section tunnel.The large cross-section tunnel construction is bigger to influences such as building, road surface and environment on every side.In addition, the urban track traffic many places are in densely populated zone, and construction causes people's traffic pressure of going on a journey big, and is high to construction period, and are a lot of local even can not use blasting technique.
How in bustling urban district, city, to build the city subterranean tunnel quickly and safely and become urgent problem.Mostly job practices to big section shallow buried covered excavation tunnel is the partial excavation construction at present.Nine steps, seven that have commonly used go on foot job practicess such as excavations.These method preliminary bracing globalities are relatively poor, and disturbance causes tunnel structure stressed bigger repeatedly, and the middle again job practices in first both sides also needs the long construction period.
Summary of the invention
In view of this, the present invention provides a kind of double side wall base tunnel branch benching tunnelling method job practices, to improve job step, strengthens preliminary bracing, shortens the construction period, reduces the construction disturbance.
To achieve these goals, the present invention provides a kind of double side wall base tunnel branch benching tunnelling method job practices, comprising: step 1, the excavation both sides base tunnel of topping bar supports and preliminary bracing temporarily; Step 2, pilot tunnel in the middle of excavation is topped bar supports and preliminary bracing temporarily; Step 3 is excavated the both sides base tunnel of getting out of a predicament or an embarrassing situation, and supports and preliminary bracing temporarily; And step 4, pilot tunnel in the middle of excavation is got out of a predicament or an embarrassing situation supports and preliminary bracing temporarily.
The present invention is decomposed into six construction ingredients with full section; And implement successively in order; Strengthening on the interim basis of supporting, be the major control target to improve the construction period, to reduce to the country rock disturbance, combined the construction characteristic of partial excavation method, double side wall pilot tunnel method and benching tunnelling method simultaneously.Its advantage is that the large cross-section tunnel six-zone digging alternately improves operating efficiency through reducing operation, has increased work plane, has accelerated construction speed; Country rock body disturbing influence is superior to prior art; Improved country rock convergent deformation restriction ability; Improve the overall performance of preliminary bracing; Reduce disturbance through reducing interim support to country rock.
The present invention has following characteristics:
(1) reduces the duration;
(2) minimizing is to the disturbance of country rock;
(3) improve country rock convergent deformation restriction ability; And
(4) security performance is good.
Description of drawings
Fig. 1 is a double side wall base tunnel branch benching tunnelling method job practices sketch map according to an embodiment of the present invention.
Fig. 2 illustrates step preface 1-1, grouting and reinforcing.
Fig. 3 illustrates step preface 1-2, excavates upper left pilot tunnel.
Fig. 4 illustrates step preface 1-3, excavates the upper left pilot tunnel of upper right pilot tunnel and supporting.
Fig. 5 illustrates step preface 1-4, goes up pilot tunnel and the upper right pilot tunnel of supporting in the excavation.
Fig. 6 illustrates step preface 1-5, and pilot tunnel is gone up in pilot tunnel+supporting down in an excavation left side.
Fig. 7 illustrates step preface 1-6, pilot tunnel under excavation bottom right pilot tunnel+supporting left side.
Fig. 8 illustrates step preface 1-7, following pilot tunnel+supporting bottom right pilot tunnel in the excavation.
Fig. 9 illustrates step preface 1-8, following pilot tunnel in the supporting.
Figure 10 illustrates step preface 2-1, grouting and reinforcing.
Figure 11 illustrates step preface 2-2, excavates upper left pilot tunnel.
Figure 12 illustrates step preface 2-3, excavates the upper left pilot tunnel of upper right pilot tunnel+supporting.
Figure 13 illustrates step preface 2-4, and an excavation left side is the upper right pilot tunnel of pilot tunnel+supporting down.
Figure 14 illustrates step preface 2-5, pilot tunnel under excavation bottom right pilot tunnel+supporting left side.
Figure 15 illustrates step preface 2-6, middle pilot tunnel+supporting bottom right pilot tunnel on the excavation.
Figure 16 illustrates step preface 2-7, middle pilot tunnel in the down middle pilot tunnel+supporting of excavation.
Figure 17 illustrates step preface 2-8, pilot tunnel in the supporting down.
Figure 18 illustrates 1 step of operating mode preface 1-2 vertical displacement cloud atlas.
Figure 19 illustrates 2 step of operating mode preface 2-2 vertical displacement cloud atlas.
Figure 20 illustrates 1 step of operating mode preface 1-3 vertical displacement cloud atlas.
Figure 21 illustrates 2 step of operating mode preface 2-3 vertical displacement cloud atlas.
Figure 22 illustrates 1 step of operating mode preface 1-4 vertical displacement cloud atlas.
Figure 23 illustrates 2 step of operating mode preface 2-4 vertical displacement cloud atlas.
Figure 24 illustrates 1 step of operating mode preface 1-5 vertical displacement cloud atlas.
Figure 25 illustrates 2 step of operating mode preface 2-5 vertical displacement cloud atlas.
Figure 26 illustrates 1 step of operating mode preface 1-6 vertical displacement cloud atlas.
Figure 27 illustrates 2 step of operating mode preface 2-6 vertical displacement cloud atlas.
Figure 28 illustrates 1 step of operating mode preface 1-7 vertical displacement cloud atlas.
Figure 29 illustrates 2 step of operating mode preface 2-7 vertical displacement cloud atlas.
Figure 30 illustrates 1 step of operating mode preface 1-8 vertical displacement cloud atlas.
Figure 31 illustrates 2 step of operating mode preface 2-8 vertical displacement cloud atlas.
Figure 32 illustrates 1 step of operating mode preface 1-2 horizontal movement cloud atlas.
Figure 33 illustrates 2 step of operating mode preface 2-2 horizontal movement cloud atlas.
Figure 34 illustrates 1 step of operating mode preface 1-3 horizontal movement cloud atlas.
Figure 35 illustrates 2 step of operating mode preface 2-3 horizontal movement cloud atlas.
Figure 36 illustrates 1 step of operating mode preface 1-4 horizontal movement cloud atlas.
Figure 37 illustrates 2 step of operating mode preface 2-4 horizontal movement cloud atlas.
Figure 38 illustrates 1 step of operating mode preface 1-5 horizontal movement cloud atlas.
Figure 39 illustrates 2 step of operating mode preface 2-5 horizontal movement cloud atlas.
Figure 40 illustrates 1 step of operating mode preface 1-6 horizontal movement cloud atlas.
Figure 41 illustrates 2 step of operating mode preface 2-6 horizontal movement cloud atlas.
Figure 42 illustrates 1 step of operating mode preface 1-7 horizontal movement cloud atlas.
Figure 43 illustrates 2 step of operating mode preface 2-7 horizontal movement cloud atlas.
Figure 44 illustrates 1 step of operating mode preface 1-8 horizontal movement cloud atlas.
Figure 45 illustrates 2 step of operating mode preface 2-8 horizontal movement cloud atlas.
The specific embodiment
Below specify the present invention.
Fig. 1 is a double side wall base tunnel branch benching tunnelling method job practices sketch map according to an embodiment of the present invention.As shown in Figure 1, this double side wall base tunnel branch benching tunnelling method job practices comprises the steps:
(1) at first excavates the both sides base tunnel of topping bar, support and preliminary bracing temporarily;
(2) pilot tunnel in the middle of excavation is topped bar then supports and preliminary bracing temporarily;
(3) excavate the both sides base tunnel of getting out of a predicament or an embarrassing situation, support and preliminary bracing temporarily;
(4) pilot tunnel in the middle of excavation is got out of a predicament or an embarrassing situation supports and preliminary bracing temporarily.
That is to say that as shown in Figure 1, sequence of excavation is for 1. → 2. → 3. → 4. → 5. → 6..
Earlier set the bassoon canopy along the arch, tunnel, the hand excavation is adopted on the grouting and reinforcing stratum then, and excavation is topped bar earlier; The excavation drilling depth is by the control of design grid steelframe longitudinal pitch, spray just in time, sealing face; Set up the grid steelframe, set lock pin anchor tube, hang the net pneumatically placed concrete; Get out of a predicament or an embarrassing situation and closely follow, the up/down steps gap length is controlled at about 2～5m, and the grid steelframe is set up in the excavation spray just in time of getting out of a predicament or an embarrassing situation immediately, hangs the net pneumatically placed concrete, accomplishes a sealing just.
Concrete working procedure of the present invention is following:
1) performs the bassoon canopy, the grouting and reinforcing stratum; Adopt 1 soil body of benching tunnelling method excavation, perform lock pin anchor tube and preliminary bracing and timely sealing face.
2) treat 1 one accomplish 5 meters after, adopt 2 soil bodys of benching tunnelling method excavation, perform lock pin anchor tube and preliminary bracing and timely sealing face.
3) treat 2 ones accomplish 5 meters after, with 3 soil bodys of benching tunnelling method excavation, perform lock pin anchor tube and arch sealing face just and in time.
4) treat 3 ones accomplish 5 meters after, adopt 4 soil bodys of benching tunnelling method excavation, perform lock pin anchor tube and preliminary bracing and timely sealing face.
5) treat 4 ones accomplish 5 meters after, with 5 soil bodys of benching tunnelling method excavation, perform preliminary bracing and timely sealing face.
6) treat 5 ones accomplish 5 meters after, excavate 6 pilot tunnels, perform preliminary bracing and seal into ring, and in time seal face.
7) confirm that through country rock convergent deformation monitor data secondary lining performs opportunity.
As tunnel and Double sidewall base tunnel of the present invention branch step construction method, can be used as buried structure things constructions such as city rail engineering, massif construction of tunnel, underground chamber reference is provided.
With existing job practices comparative analysis:
Existing double side wall base tunnel job practices has a variety of, and nine steps, six steps, seven steps etc. are arranged usually.Compared to seven steps, nine step double side wall base tunnel construction methods, six steps can reduce the number of times of country rock disturbance, generally, under the condition that the displacement energy of country rock and supporting and protection structure meets the demands, preferentially selected the less job practices of step number usually for use.Now common six step of double side wall base tunnel job practices mainly is the both sides pilot tunnel of constructing earlier, the middle pilot tunnel of the pilot tunnel in the middle of the construction, or construction earlier then, the both sides pilot tunnel of constructing then.This job practices is excavation both sides, top pilot tunnel earlier, excavates pilot tunnel in the middle of the top then, then excavates both sides, lower part pilot tunnel, excavates pilot tunnel in the middle of the lower part at last, carries out corresponding supporting at every after having excavated.
To the most frequently used both sides of construction earlier pilot tunnel, pilot tunnel and job practices of the present invention are carried out the numerical simulation contrast in the middle of the construction of back at present.Job practices of the present invention is an operating mode 1, the both sides pilot tunnel of constructing earlier, and the job practices of pilot tunnel is an operating mode 2 in the middle of the construction of back.
The FEM model of operating mode 1 and corresponding working procedure are shown in Fig. 2～9.
The FEM model of operating mode 2 and corresponding working procedure are shown in Figure 10～17.
Through the finite element modelling analysis, obtain the displacement and the internal force of each construction step country rock and supporting and protection structure.
Figure 18～31 are the vertical displacement cloud atlas (vault sedimentation and bottom heave) of each working procedure of two kinds of job practicess, and Figure 32～45 are the horizontal movement cloud atlas of each working procedure of two kinds of job practicess.
Analysis result is organized into table 1.
Each operation country rock of two kinds of job practicess of table 1 and supporting and protection structure vs. displacement
Can find out that from table 1 operating mode 1 vault sedimentation maximum displacement is-16.62mm that surface uplift is+44.78mm that horizontal movement is 13.92mm; Operating mode 2 vault sedimentation maximum displacements are-12.28mm that surface uplift is+41.77mm that horizontal movement is 5.19mm.Can know through contrast, all smaller according to the displacement of traditional job practices country rock and supporting and protection structure under identical supporting condition than job practices of the present invention, particularly horizontal movement.But all things considered, the displacement of two kinds of job practices country rocks and supporting and protection structure is all little, in the scope that can control.
Figure 18～31 are the vertical displacement cloud atlas (vault sedimentation and bottom heave) of each working procedure of two kinds of job practicess, and Figure 32～45 are the horizontal movement cloud atlas of each working procedure of two kinds of job practicess.
Can find out from figure; The rule of job practices temporary steel support internal force of the present invention is following: the axle power that the axle power that upper steel supports supports greater than the bottom steel; Vertical steel supports equal pressurized; Laterally the steel support part receives a pulling force, executes the completion stage of doing (step preface 1-8) at tunnel cross-section, and laterally the greatest axis pulling force of steel support is 78kN.The interim inverted arch steel of pilot tunnel support part receives tension in going up, and the suffered axle of the interim inverted arch steel support of pilot tunnel power is little with respect to the axle power that other position steel support in going up.The maximal bending moment value of temporary steel support all appears at steel and supports and first lining cutting position contacting.The moment of flexure value that the steel of top pilot tunnel supports is greater than the moment of flexure value of bottom pilot tunnel, and the maximal bending moment value of temporary steel support all appears at steel support place of top pilot tunnel, and the horizontal steel of the interim inverted arch of middle part pilot tunnel supports lower limb and drawn.
The rule of conventional job practices temporary steel support internal force is following: the axle power that the axle power that upper steel supports supports greater than the bottom steel; Vertically, laterally steel supports basic all pressurizeds; Execute the completion stage of doing (step preface 1-8) at Da Dong (two-wire), the greatest axis pressure that steel supports is 1102kN.In going up the interim inverted arch steel of pilot tunnel support suffered axle power greater than last left pilot tunnel, go up the axle power value of the interim inverted arch of right pilot tunnel.The maximal bending moment value of temporary steel support all appears at steel and supports and first lining cutting position contacting, and the horizontal steel of the interim inverted arch of middle part pilot tunnel supports lower limb and drawn, and the moment of flexure value is bigger, and maximal bending moment is 198kNm (step preface 2-8).
Two kinds of job practicess respectively go on foot preface temporary steel support axle power moment of flexure value and see shown in the table 2.
Two kinds of interim internal force for support of each operation of job practices of table 2
Can find out that from table 2 in construction works, the extreme value operating mode 1 of internal force is greater than operating mode 2, operating mode 1 supports the effect that all is stressed with operating mode 2 vertical steel.But for operating mode 1, laterally the steel support part receives tension, and the maximum pull value is 78kN, and generally speaking, laterally the axial pressure value of steel support is all less than vertical steel back shaft force value, and laterally steel supports moment of flexure value distribution uniform; For operating mode 2, the laterally basic axle of steel support axial pressure effect, greatest axis pressure is 364kN (step preface 2-4), and laterally the moment of flexure value of steel support reaches maximum at the middle part, and the maximal bending moment value is 231kNm.After excavation was accomplished, owing to go into the space-load system of sealing, after the redistribution of internal force, the internal force maximum value of operating mode 1 was more smaller than operating mode 2.
Generally speaking; More than two kinds of worker's methods all satisfy safe requirement, though the displacement and the internal force changing rule of two kinds of each operation country rocks of job practices and support system are different, and the job practices of this patent is compared conventional job practices; The displacement of country rock and supporting and protection structure is bigger; In work progress, the interim internal force extreme value that supports is bigger, but the displacement of country rock and supporting and protection structure and internal force are all in controlled range.
The most important thing is; With present existing job practices contrast; This job practices is excavated the lower part again after all having excavated top earlier, it is a lot of to provide the construction working face to increase, and the shortening of construction period and the coordination construction of each working procedure and construction trade are all had great advantage.Can be buried structure thing constructions such as city rail engineering, massif construction of tunnel, underground chamber reference is provided.
Claims (9)
1. double side wall base tunnel branch benching tunnelling method job practices comprises:
Step 1: excavate the both sides base tunnel of topping bar, support and preliminary bracing temporarily;
Step 2: pilot tunnel in the middle of excavation is topped bar supports and preliminary bracing temporarily;
Step 3: excavate the both sides base tunnel of getting out of a predicament or an embarrassing situation, support and preliminary bracing temporarily; And
Step 4: pilot tunnel in the middle of excavation is got out of a predicament or an embarrassing situation supports and preliminary bracing temporarily.
2. double side wall base tunnel according to claim 1 branch benching tunnelling method job practices is characterized in that during excavation, upper and lower step gap length is controlled at 2～5m.
3. double side wall base tunnel according to claim 1 and 2 branch benching tunnelling method job practices; It is characterized in that interim support when excavation is topped bar and preliminary bracing comprise carries out just spraying, seal face to topping bar, sets up the grid steelframe, sets lock pin anchor tube and hang the net pneumatically placed concrete.
4. double side wall base tunnel according to claim 1 and 2 branch benching tunnelling method job practices is characterized in that, interim support when excavation is got out of a predicament or an embarrassing situation and preliminary bracing comprise just sprays, sets up the grid steelframe and hang the net pneumatically placed concrete.
5. double side wall base tunnel according to claim 1 branch benching tunnelling method job practices is characterized in that, before step 1, sets the bassoon canopy along the arch, tunnel, the grouting and reinforcing stratum.
6. double side wall base tunnel according to claim 1 branch benching tunnelling method job practices is characterized in that, the middle pilot tunnel that adopts benching tunnelling method to excavate a side of topping bar, the opposite side of topping bar successively and top bar.
7. double side wall base tunnel according to claim 6 branch benching tunnelling method job practices is characterized in that, a side, opposite side and the middle pilot tunnel that excavation is topped bar be spaced apart 5 meters.
8. according to claim 6 or 7 described double side wall base tunnel branch benching tunnelling method job practicess; It is characterized in that; Behind the middle pilot tunnel that excavation is topped bar, the middle pilot tunnel that adopts benching tunnelling method to excavate a said side of getting out of a predicament or an embarrassing situation, the said opposite side of getting out of a predicament or an embarrassing situation successively and get out of a predicament or an embarrassing situation.
9. double side wall base tunnel according to claim 8 branch benching tunnelling method job practices is characterized in that, a said side, said opposite side and the middle pilot tunnel that excavation is got out of a predicament or an embarrassing situation be spaced apart 5 meters.
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| CN103939106A (en) * | 2014-04-03 | 2014-07-23 | 北京交科公路勘察设计研究院有限公司 | Construction method for converting two side-wall pilot tunnel method to CRD method |
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| CN106988757A (en) * | 2017-04-14 | 2017-07-28 | 中铁四局集团有限公司 | The double -side approach construction technology of reserved rock pillar and hanging by bolt combination |
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| CN108131145A (en) * | 2017-12-20 | 2018-06-08 | 中铁五局集团有限公司 | A kind of construction method of super-span tunnel excavation support |
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| CN108442943A (en) * | 2018-03-05 | 2018-08-24 | 北京市政建设集团有限责任公司 | A kind of branch-cut bridge section tunnel and Double side heading method construction method |
| CN108442931A (en) * | 2018-03-06 | 2018-08-24 | 广西大学 | A kind of large cross-section tunnel passes through longitudinal hard-soft-hard formation construction method |
| CN109056810A (en) * | 2018-09-19 | 2018-12-21 | 中铁二院工程集团有限责任公司 | The transverse direction that open cut or lid dig underground main structure below existing building digs construction and its construction method |
| CN109595004A (en) * | 2018-10-25 | 2019-04-09 | 浙江省隧道工程公司 | A kind of tunnel two expands four and digs method |
| CN109611100A (en) * | 2018-11-20 | 2019-04-12 | 中铁十二局集团有限公司 | A kind of tunnel middle drift bilateral Enlargement excavation method |
| CN109611100B (en) * | 2018-11-20 | 2020-07-21 | 中铁十二局集团有限公司 | Double-side expanding excavation construction method for pilot tunnel in tunnel |
| CN110714780A (en) * | 2019-10-23 | 2020-01-21 | 贵州大学 | Excavation and supporting method for 'pin' -shaped functional structure of large-section tunnel |
| CN110714780B (en) * | 2019-10-23 | 2021-12-21 | 贵州大学 | Excavation and supporting method for 'pin' -shaped functional structure of large-section tunnel |
| CN110748355A (en) * | 2019-11-28 | 2020-02-04 | 中建四局土木工程有限公司 | Tunnel portal construction method for large-section tunnel pilot tunnel |
| CN111156004A (en) * | 2020-01-15 | 2020-05-15 | 中铁四局集团第三建设有限公司 | Construction method for large-section flat-top straight-wall tunnel to penetrate through existing tunnel |
| CN111156004B (en) * | 2020-01-15 | 2021-03-02 | 中铁四局集团第三建设有限公司 | Construction method for large-section flat-top straight-wall tunnel to penetrate through existing tunnel |
| CN111119909A (en) * | 2020-02-21 | 2020-05-08 | 中国铁建重工集团股份有限公司 | Tunnel excavation method |
| CN111912307A (en) * | 2020-07-23 | 2020-11-10 | 中交上海航道局有限公司 | Blasting excavation method of V-level surrounding rock large-section granite tunnel |
| CN111912307B (en) * | 2020-07-23 | 2022-09-09 | 中交上海航道局有限公司 | Blasting excavation method for V-level surrounding rock large-section granite tunnel |
| CN112302662A (en) * | 2020-10-29 | 2021-02-02 | 中铁上海工程局集团有限公司 | Construction method of artificial backfill shallow-buried tunnel passing through highway |
| CN112302662B (en) * | 2020-10-29 | 2022-10-14 | 中铁上海工程局集团有限公司 | Construction method of artificial backfill shallow-buried tunnel passing through highway |
| CN112282771A (en) * | 2020-11-12 | 2021-01-29 | 四川省交通勘察设计研究院有限公司 | Rapid construction method for super-large-span highway tunnel |
| CN113417645A (en) * | 2021-06-01 | 2021-09-21 | 上海宝冶集团有限公司 | Large-section tunnel excavation method based on double-side-wall pit guiding method |
| CN114961737A (en) * | 2022-04-25 | 2022-08-30 | 广州地铁设计研究院股份有限公司 | Rapid construction method suitable for mine method subsection excavation of water-rich composite stratum |
| CN115046444A (en) * | 2022-06-30 | 2022-09-13 | 广东中人***工程有限公司 | Lower excavation blasting construction method for double-side-wall pit guiding method of tunnel with soft top and hard bottom |
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Application publication date: 20121010 |