CN101592032A - Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding - Google Patents
Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding Download PDFInfo
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- CN101592032A CN101592032A CNA2009100598160A CN200910059816A CN101592032A CN 101592032 A CN101592032 A CN 101592032A CN A2009100598160 A CNA2009100598160 A CN A2009100598160A CN 200910059816 A CN200910059816 A CN 200910059816A CN 101592032 A CN101592032 A CN 101592032A
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Abstract
The invention discloses and wear speedway uneven strata large section tunnel preliminary bracing structure under a kind of shallow embedding, be intended to control effectively the sedimentation and the ground settlement of constructing tunnel.It comprises advance support structure and preliminary bracing structure, and described advance support structure is outer bassoon canopy (11), the compound formation of being laid by spaced radial of interior bassoon canopy (12); Described preliminary bracing structure is to prop up the compound formation of sheath (22) in sheath (21), the loopful by propping up outside the arch that forms by sprayed mortar, and lays abutment wall system anchor bolt (20) in its abutment wall section.The invention has the beneficial effects as follows, can reduce the influence of excavation deformation effectively to the face of land, it is stressed and strengthen the stability of the soil body to improve preliminary bracing, solved the technical barrier of large-section loess tunnel construction effectively, the sedimentation value and the ground settlement value of constructing tunnel can be controlled in the 30mm, and be guaranteed the safety of constructing tunnel and highway operation.
Description
Technical field
The present invention relates to the high-speed railway tunnel, particularly wear the speedway arch under the shallow embedding and be the preliminary bracing structure of the large section tunnel of the following uneven strata for the rock stratum of loess, arch.
Background technology
Zhengzhou to Xi'an special line for passenger trains, total track length 458.8km is that China is article one special line for passenger trains of 350km/h in the newly-built overall trip speed in loess area.The tunnel amounts to 38 completely, always is about 77km, and wherein loess tunnel accounts for tunnel length overall 50km.Lay non-fragment orbit in this Line for Passenger Transportation tunnel, require line in tunnel that the ride comfort of height is arranged, settlement after construction requires to be not more than 15mm, relative settlement between the different structure thing should be greater than 5mm, settlement Control standard height, must adopt effective liner structure, avoid because substrate is subjected to produce bigger settlement after construction after the disturbance during the operation.Under the tunnel, wear under the situation of speedway, more will control the sedimentation value and the ground settlement value of constructing tunnel effectively, pass through the safety of speedway to guarantee the tunnel, and construction costs is controlled in the reasonable range by the preliminary bracing structure.
Traditional preliminary bracing structure be with individual layer bassoon canopy (Φ 108mm) as the advance support deck,, establish the loopful profile steel frame in the outer lining and add strong supporting as outer lining (C25 concrete, thick 35cm) with the loopful sprayed mortar, the steelframe spacing is generally 0.5m one Pin.Its weak point is that the sedimentation value of shallow embedding loess tunnel construction is big, the difficult control of ground settlement, and only be applicable in the evenly single tunnel, stratum up and down, to pass through the arch for the tunnel be loess, then specific aim is not strong for the situation of the uneven strata of rock stratum below the arch, it is not strong to show as loess stratum, arch reinforcement measure, and the supporting intensity of tunnel the latter half competent bed is strong partially again.With tunnel, special line for passenger trains Huanglong village, Zhengzhou to Xi'an is example, this tunnel covering layer 11～18m, adopt arc pilot tunnel method excavation, ductule advance support and individual layer steelframe add strong supporting, two longitudinal crack and transverse cracks of front of tunnel heading that are parallel to the tunnel center line appear in the face of land in the work progress, stitch wide 3～20mm, the long 20～25m in crack, surface deformation is bigger, to the safe operation formation influence of highway.
Summary of the invention
Technical problem to be solved by this invention provides the preliminary bracing structure of wearing speedway uneven strata large section tunnel under a kind of shallow embedding, can control the sedimentation and the ground settlement of constructing tunnel effectively, to guarantee the safety of constructing tunnel and highway operation.
The technical solution adopted for the present invention to solve the technical problems is: wear speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding of the present invention, comprise advance support structure and preliminary bracing structure, it is characterized in that: described advance support structure is the outer bassoon canopy laid by spaced radial, interior bassoon canopy is compound constitutes; Described preliminary bracing structure is that sheath is compound constitutes by propping up outside the arch that forms by sprayed mortar in sheath, the loopful, and lays the abutment wall system anchor bolt in its abutment wall section.
The invention has the beneficial effects as follows, adopt double-deck bassoon canopy advance support can increase pipe canopy rigidity, reduce to manage the canopy spacing, avoid that the soil body peels off between pipe, reduce the influence of excavation deformation effectively the face of land; It is stressed and strengthen the stability of the soil body to improve preliminary bracing by the abutment wall system anchor bolt, props up the compound formation of a sheath tunnel outer lining in sheath, the loopful outside the arch, has strengthened the ability of preliminary bracing rigidity and resistance to deformation; Solved the technical barrier of large-section loess tunnel construction effectively, the sedimentation value and the ground settlement value of constructing tunnel can have been controlled in the 30mm, and be guaranteed the safety of constructing tunnel and highway operation.
Description of drawings
This manual comprises as next width of cloth accompanying drawing:
Fig. 1 is a profile of wearing the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding of the present invention.
Member shown in the figure, toponym and pairing mark: prop up a sheath 22 in sheath 21, lock foot anchoring stock 21a, the loopful outside outer bassoon canopy 11, interior bassoon canopy 12, abutment wall system anchor bolt 20, the arch.
The specific embodiment
The present invention is further described below in conjunction with drawings and Examples.
With reference to Fig. 1, wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding of the present invention, comprise advance support structure and preliminary bracing structure.To be that the outer bassoon canopy of being laid by spaced radial 11, interior bassoon canopy 12 are compound constitute described advance support structure, adopt double-deck bassoon canopy advance support can increase pipe canopy rigidity, reduce to manage the canopy spacing, avoid that the soil body peels off between pipe, reduce the influence of excavation deformation effectively the face of land.The interior abutment wall system anchor bolt 20 of laying of the soil body that the abutment wall section of described outer lining is outer, described preliminary bracing structure is that a sheath 22 is compound to be constituted by propping up outside the arch that forms by sprayed mortar in sheath 21, the loopful, to strengthen the ability of preliminary bracing rigidity and resistance to deformation, and lay abutment wall system anchor bolt 20 in its abutment wall section, stressed and strengthen the stability of the soil body to improve preliminary bracing.The present invention can control the sedimentation value and the ground settlement value of constructing tunnel in the 30mm effectively, and guarantees the safety of constructing tunnel and highway operation.
Be the distortion control the loess country rock effectively and the stability that strengthens preliminary bracing, prop up in the sheath 21 longitudinal separations outside the described arch and steelframe is set adds strong supporting that hoop is provided with vertical connecting reinforcement at interval between adjacent two Pin steelframes; Prop up sheath 21 outside the arch at its arch springing portion lateral widening, and lock foot anchoring stock 21a is set steelframe is anchored on the country rock.Because the arch springing portion of widening has increased the arch springing lifting surface area, being provided with of steelframe, lock foot anchoring stock 21a improved the power of carrying that arch springing holds, and therefore can more effectively control the arch preliminary bracing and sink.An interior sheath 22 interior longitudinal separations of described loopful are provided with loopful grid steelframe and add strong supporting, and hoop is provided with vertical connecting reinforcement at interval between adjacent two loopful grid steelframes.
Be that embodiment further specifies the present invention with Line for Passenger Transportation kwan-yin hall tunnel, Zhengzhou to Xi'an below.
Kwan-yin hall tunnel total length 1978m is the Line for Passenger Transportation double track tunnel, wherein DK208+440～DK208+600 wear under the 160m altogether Lianyun Harbour to this speedway kwan-yin hall of Hall fruit to Sanmenxia Gorge section, maximum excavated section 180m
2, maximum excavation span 16.14m, about 27 ° of tunnel and speedway angle, the tunnel overburden cover is 11～13.06m.Under the section of wearing geological condition be that last volt is weak to medium expansion clayey loess, pass through pyroxene andesite burning into sand rock, mud stone, limestone completely decomposed to weak weathering belt, joints development, underground water is grown, rock crushing.
Kwan-yin hall tunnel preliminary bracing structure and concrete parameter are as follows:
1. the arch is provided with the advance support structure that is made of outer bassoon canopy 11, interior bassoon canopy 12, steel pipe caliber Φ 159, wall thickness is 8mm, centering spacing 40cm in the pipe canopy, the outer limb of pipe canopy is controlled in 1 ° of scope, can carry out set of tunneling construction after every endless tube canopy construction is finished.
2. prop up in the sheath 21 longitudinal separations outside the arch and the I25a profile steel frame is set adds strong supporting, steelframe spacing 0.5m one Pin, hoop is provided with Φ 22 vertical connecting reinforcements at interval between adjacent two Pin steelframes, vertical connecting reinforcement circumferential distance 1.0m.The lateral widening 80cm of its arch springing portion, big arch springing place, every Pin steelframe both sides establishes 4 Φ, 22 lock foot anchoring stock 21a steelframe is anchored on the country rock, every long 4.0m of lock foot anchoring stock 21a.Sprayed mortar outer 21 adopts the C25 concretes, and thickness is 35cm, in establish Φ 8 steel mesh reinforcements.
In the loopful in the sheath 22 longitudinal separations loopful grid steelframe be set add strong supporting, grid steelframe spacing 1.0m one Pin, adjacent two loopful grid steelframes connect by connecting reinforcement, connecting reinforcement adopts equilateral triangle to arrange.The second loopful shotcrete layer 22 adopts the C25 concrete, and thickness is 25cm.
4. the abutment wall section is laid abutment wall system anchor bolt 20, adopts grouting rock bolt, and its length is 4mm, and spacing 1.5 * 1.5m is blossom type and lays.
Kwan-yin hall tunnel adopts three step partial excavation methods, connect smoothly on November 10th, 2008, the company of successfully having passed through shallow embedding, heavy traffic is speedway suddenly, safety, quality accident do not take place in the construction, the tunnel sinks (maximum 12mm) and surface subsidence (maximum 8mm) all satisfies the index request that designs maximum 30mm, simultaneously 50 days in advance construction period.Solve the technical barrier of large-section loess tunnel construction effectively, obtained remarkable social benefit and economic benefit, in following similar engineering, had good application prospects.
Wear some principles of the preliminary bracing structure of speedway uneven strata large section tunnel under the above shallow embedding of the present invention that just explains through diagrams, be not be the present invention to be confined to shown in and in described concrete structure and the scope of application, so every the corresponding modify and equivalent that might be utilized, the claim that all belongs to the present invention and applied for.
Claims (7)
1. wear speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding, comprise advance support structure and preliminary bracing structure, it is characterized in that: described advance support structure is outer bassoon canopy (11), the compound formation of being laid by spaced radial of interior bassoon canopy (12); Described preliminary bracing structure is to prop up the compound formation of sheath (22) in sheath (21), the loopful by propping up outside the arch that forms by sprayed mortar, and lays abutment wall system anchor bolt (20) in its abutment wall section.
2. wear speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding according to claim 1, it is characterized in that: prop up the interior longitudinal separation of sheath (21) outside the described arch and steelframe is set adds strong supporting, hoop is provided with vertical connecting reinforcement at interval between adjacent two Pin steelframes.
3. as wearing speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding as described in the claim 2, it is characterized in that: prop up sheath (21) outside the described arch at its arch springing portion lateral widening, and lock foot anchoring stock (21a) is set steelframe is anchored on the country rock.
4. as wearing speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding as described in claim 2 or 3, it is characterized in that: prop up sheath (21) outside the described arch and adopt the C25 concrete, thickness is 35cm; Described steelframe adopts the I25a profile steel frame.
5. wear speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding according to claim 1, it is characterized in that: the interior interior longitudinal separation of sheath (22) of described loopful is provided with loopful grid steelframe and adds strong supporting, adjacent two loopful grid steelframes connect by connecting reinforcement, and connecting reinforcement adopts equilateral triangle to arrange.
6. as wearing speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding as described in the claim 5, it is characterized in that: a sheath (22) adopts the C25 concrete in the described loopful, and thickness is 25cm.
7. wear speedway uneven strata large section tunnel preliminary bracing structure under the shallow embedding according to claim 1, it is characterized in that: described abutment wall system anchor bolt (20) adopts grouting rock bolt, and its length is 4mm, and spacing 1.5 * 1.5m is blossom type and lays.
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| Application Number | Priority Date | Filing Date | Title |
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| CNA2009100598160A CN101592032A (en) | 2009-06-29 | 2009-06-29 | Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding |
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| CNA2009100598160A CN101592032A (en) | 2009-06-29 | 2009-06-29 | Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding |
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Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102226408A (en) * | 2011-06-21 | 2011-10-26 | 北京交通大学 | Loess tunnel anchor bar support device |
| CN102226399A (en) * | 2011-06-02 | 2011-10-26 | 中铁二院工程集团有限责任公司 | Soft rock four-line large-span tunnel three-bench cable-bracing excavation construction method |
| CN102518451A (en) * | 2011-12-31 | 2012-06-27 | 中铁上海工程局有限公司 | Construction method of shotcrete support for water contained loess geological tunnel |
| CN102758642A (en) * | 2012-07-16 | 2012-10-31 | 中铁隧道集团有限公司 | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof |
| CN103244146A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for steel frame connection in tunnel anchor-plate retaining |
| CN104389610A (en) * | 2014-09-12 | 2015-03-04 | 中铁建大桥工程局集团第二工程有限公司 | Construction method of ultrashort steps crossing operational expressway tunnel |
| CN104405411A (en) * | 2014-12-15 | 2015-03-11 | 中铁第四勘察设计院集团有限公司 | Oversized variable cross section tunnel supporting structure |
| CN104790971A (en) * | 2015-04-03 | 2015-07-22 | 核工业井巷建设公司 | Large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction |
| CN105041353A (en) * | 2015-08-17 | 2015-11-11 | 河南理工大学 | Roadway anchor net re-jetting double-folded-shed surrounding rock control technology |
| CN105134269A (en) * | 2015-08-17 | 2015-12-09 | 河南理工大学 | Control technology for roadway surrounding rock achieving cooperative load bearing by enabling anchor cables to penetrate through sheds |
| CN105156141A (en) * | 2015-08-31 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Support method for controlling overexcavation of consequent steep laminated-structure rock tunnel side wall |
| CN105840203A (en) * | 2016-03-22 | 2016-08-10 | 中铁第五勘察设计院集团有限公司 | Large section loess tunnel pre-cutting method construction method |
| CN105952459A (en) * | 2016-05-04 | 2016-09-21 | 中铁二十四局集团浙江工程有限公司 | Splicing-type primary support method for tunnel |
| CN109057802A (en) * | 2018-08-06 | 2018-12-21 | 中铁建大桥工程局集团第五工程有限公司 | Shallow tunnel with big cross-section underpass of freeways construction method |
| CN111335903A (en) * | 2020-04-26 | 2020-06-26 | 粤水电轨道交通建设有限公司 | Construction method for penetrating dense building group downwards in stratum of joint zone |
| CN112195698A (en) * | 2020-09-28 | 2021-01-08 | 中国一冶集团有限公司 | Construction method for road crossing under road section with heavy traffic pressure |
| CN113404510A (en) * | 2021-05-21 | 2021-09-17 | 中铁第一勘察设计院集团有限公司 | Advanced support structure for underground structure underpass and construction method thereof |
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2009
- 2009-06-29 CN CNA2009100598160A patent/CN101592032A/en active Pending
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102226399A (en) * | 2011-06-02 | 2011-10-26 | 中铁二院工程集团有限责任公司 | Soft rock four-line large-span tunnel three-bench cable-bracing excavation construction method |
| CN102226408A (en) * | 2011-06-21 | 2011-10-26 | 北京交通大学 | Loess tunnel anchor bar support device |
| CN102518451A (en) * | 2011-12-31 | 2012-06-27 | 中铁上海工程局有限公司 | Construction method of shotcrete support for water contained loess geological tunnel |
| CN102758642A (en) * | 2012-07-16 | 2012-10-31 | 中铁隧道集团有限公司 | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof |
| CN102758642B (en) * | 2012-07-16 | 2014-04-30 | 中铁隧道集团有限公司 | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof |
| CN103244146A (en) * | 2013-05-14 | 2013-08-14 | 中铁二十一局集团第四工程有限公司 | Construction method for steel frame connection in tunnel anchor-plate retaining |
| CN104389610A (en) * | 2014-09-12 | 2015-03-04 | 中铁建大桥工程局集团第二工程有限公司 | Construction method of ultrashort steps crossing operational expressway tunnel |
| CN104405411A (en) * | 2014-12-15 | 2015-03-11 | 中铁第四勘察设计院集团有限公司 | Oversized variable cross section tunnel supporting structure |
| CN104790971A (en) * | 2015-04-03 | 2015-07-22 | 核工业井巷建设公司 | Large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction |
| CN105041353A (en) * | 2015-08-17 | 2015-11-11 | 河南理工大学 | Roadway anchor net re-jetting double-folded-shed surrounding rock control technology |
| CN105134269A (en) * | 2015-08-17 | 2015-12-09 | 河南理工大学 | Control technology for roadway surrounding rock achieving cooperative load bearing by enabling anchor cables to penetrate through sheds |
| CN105041353B (en) * | 2015-08-17 | 2017-04-12 | 河南理工大学 | Roadway anchor net re-jetting double-folded-shed surrounding rock control technology |
| CN105156141A (en) * | 2015-08-31 | 2015-12-16 | 中国电建集团成都勘测设计研究院有限公司 | Support method for controlling overexcavation of consequent steep laminated-structure rock tunnel side wall |
| CN105840203A (en) * | 2016-03-22 | 2016-08-10 | 中铁第五勘察设计院集团有限公司 | Large section loess tunnel pre-cutting method construction method |
| CN105952459A (en) * | 2016-05-04 | 2016-09-21 | 中铁二十四局集团浙江工程有限公司 | Splicing-type primary support method for tunnel |
| CN109057802A (en) * | 2018-08-06 | 2018-12-21 | 中铁建大桥工程局集团第五工程有限公司 | Shallow tunnel with big cross-section underpass of freeways construction method |
| CN111335903A (en) * | 2020-04-26 | 2020-06-26 | 粤水电轨道交通建设有限公司 | Construction method for penetrating dense building group downwards in stratum of joint zone |
| CN112195698A (en) * | 2020-09-28 | 2021-01-08 | 中国一冶集团有限公司 | Construction method for road crossing under road section with heavy traffic pressure |
| CN113404510A (en) * | 2021-05-21 | 2021-09-17 | 中铁第一勘察设计院集团有限公司 | Advanced support structure for underground structure underpass and construction method thereof |
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Open date: 20091202 |