CN108166989A - The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape - Google Patents

The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape Download PDF

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Publication number
CN108166989A
CN108166989A CN201810093438.7A CN201810093438A CN108166989A CN 108166989 A CN108166989 A CN 108166989A CN 201810093438 A CN201810093438 A CN 201810093438A CN 108166989 A CN108166989 A CN 108166989A
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China
Prior art keywords
arch
tunnel
shape
grouting
cavern
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CN201810093438.7A
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Inventor
田作华
陈德国
阴辉
王卫刚
王天亮
程振宏
杨丰田
王天荣
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China Railway 21st Bureau Group Co Ltd
Rail Transit Engineering Co Ltd of China Railway 21St Bureau Group Co Ltd
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China Railway 21st Bureau Group Co Ltd
Rail Transit Engineering Co Ltd of China Railway 21St Bureau Group Co Ltd
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Priority to CN201810093438.7A priority Critical patent/CN108166989A/en
Publication of CN108166989A publication Critical patent/CN108166989A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/003Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38Waterproofing; Heat insulating; Soundproofing; Electric insulating
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • E21D20/003Machines for drilling anchor holes and setting anchor bolts

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Civil Engineering (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

A kind of asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape, includes the following steps:S1, right line " O " shape big cross section upper half section arch wall pre-grouting fixing collar and preliminary bracing;Grouting reinforced region and preliminary bracing before S2, right line " O " shape big cross section lower half section tunnel baselap;S3, left line " C " shape light section upper half section arch wall pre-grouting fixing collar and preliminary bracing;Grouting reinforced region and preliminary bracing before S4, left line " C " shape light section lower half section tunnel baselap;S5, right line " O " shape large cross-section tunnel lining cutting;S6, " C " the shape narrow-bore tunnel lining cutting of left line;S7, curtain-grouting;The present invention has many advantages, such as that reasonable design, simple in structure, construction is easy, construction risk is small, can promote the use of in constructing tunnel.

Description

The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape
Technical field
The invention belongs to technical field of tunnel construction, and in particular to a kind of asymmetric twin-arch tunnel of water rich strata " OC " shape Interval wall construction method.
Background technology
Twin-arch tunnel is a kind of longspan tunnel form, is quickly grown in highway construction, in subway engineering apply compared with It is few.Wall during traditional twin-arch tunnel structure is mostly straight middle wall formula and is bent, construction often using central drift method, i.e., are led in first excavating Hole, supporting pour middle wall concrete again after middle drift perforation, then excavate the working procedure in main hole again or use two holes Excavating load is constructed, i.e. construction side tunnel, then other side tunnel of constructing in advance.Twin-arch tunnel liner structure is usually initial stage branch Shield, mid-board are shared or are just propped up, two linings are individually cyclic.In city underground engineering, the construction of shallow embedding stratum is typically belonged to, earth's surface is built Structures are more, and construction risk is larger.Particularly when no precipitation condition is constructed, more difficult, security risk higher of constructing.
Invention content
The technical problems to be solved by the invention are to overcome above-mentioned the deficiencies in the prior art, provide a kind of reasonable design, The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape simple in structure, construction is easy, construction risk is small.
Above-mentioned technical problem is solved the technical solution adopted is that including the following steps:
S1, right line " O " shape big cross section upper half section arch wall pre-grouting fixing collar and preliminary bracing;
Grouting reinforced region and preliminary bracing before S2, right line " O " shape big cross section lower half section tunnel baselap;
S3, left line " C " shape light section upper half section arch wall pre-grouting fixing collar and preliminary bracing;
Grouting reinforced region and preliminary bracing before S4, left line " C " shape light section lower half section tunnel baselap;
S5, right line " O " shape large cross-section tunnel lining cutting;
S6, " C " the shape narrow-bore tunnel lining cutting of left line;
S7, curtain-grouting.
Right line " O " shape big cross section upper half section pre-grouting fixing collar of the present invention is broken entirely what tunnel tunnel face performed The advanced curtain-grouting in face is reinforced;Right line " O " shape big cross section upper half section preliminary bracing includes performing outside the first cavern Grouting in soil mass water sealing consolidation curtain, advanced tubule of constructing, the first cavern of remaining core soil in advance Ring Cutting soil body, at the beginning of performing arch Phase supporting, interim median septum and interim inverted arch.
Arch supporting, interim median septum and the interim inverted arch of the present invention includes the ordinary mortar anchor pole using a diameter of 25mm As system anchor bolt, length 3m, setting spacing is circumferential direction 1m, longitudinal direction 0.75m, is radially set in the range of arch wall;Advanced anchor Bar uses the anchor pole of a diameter of 25mm, and two Pin steelframes set a ring, outer 10 °~15 °, length 3.2m of limb, circumferential spacing 0.6m, 150 ° of layings of vault;Using C25 label gunite concrete ejection supportings;A diameter of 6.5mm is set, and size of mesh opening is length × width is the bar-mat reinforcement of 200mm × 200mm;The bar-mat reinforcement is laid for inside and outside bilayer, the longitudinally connected muscle of a diameter of 22mm, Circumferential spacing 1m, it is double-deck inside and outside the longitudinally connected muscle to lay;Steelframe spacing 500mm.
The present invention the preliminary bracing of right line " O " shape big cross section lower half section include treat advanced second cavern 8 of the first cavern~ During 12m, to grouting reinforced region before construction tunnel baselap on the soil body outside the second cavern;Second cavern's soil body is excavated, at the beginning of performing abutment wall Phase supporting, inverted arch preliminary bracing and interim median septum;Abutment wall preliminary bracing, inverted arch preliminary bracing construction method and the material It is identical with arch construction method for supporting and material.
Left line " C " shape light section upper half section pre-grouting fixing collar of the present invention is broken entirely what tunnel tunnel face performed The advanced curtain-grouting in face is reinforced;Left line " C " shape light section upper half section preliminary bracing includes treating the second cavern advanced the During three 8~12m of cavern, ejection for water plugging is carried out to the soil body outside third cavern and reinforces curtain construction;The third cavern soil body is excavated, is applied Arch preliminary bracing, special sections support and interim inverted arch are done, special sections support is arranged at profile steel frame connecting node.
The present invention the preliminary bracing of left line " C " shape light section lower half section include treat advanced 4th cavern 8 of third cavern~ During 12m, to grouting reinforced region before soil body construction tunnel baselap outside the 4th cavern;The 4th cavern's soil body is excavated, performs abutment wall initial stage Supporting, interim inverted arch and interim median septum.
Right line " O " the shape large cross-section tunnel lining cutting of the present invention is included after treating Tunnel whole, is laid with second Cavern's waterproof layer and protective layer pour I inverted arch two and serve as a contrast concrete;I interim inverted arch is removed in segmentation successively, is spread at arch wall position It sets up defences water layer, builds brick and thin web by laying bricks or stones in interim median septum side, and pour I portions arch wall lining concrete.
Left line " C " the shape narrow-bore tunnel lining cutting of the present invention includes treating that the first cavern, the second cavern two lining concrete reach After design strength, II interim median septum, interim inverted arch and filling of laying bricks are abolished in segmentation, are laid with inverted arch waterproof layer and protective layer, Pour II inverted arch lining concrete;Waterproof layer is laid with, and pour II arch wall lining concrete at arch wall position, treats that two linings mix After solidifying soil reaches design strength, lining cutting back-grouting filling is carried out.
The curtain-grouting of the present invention includes full section of tunnel and carries out advanced curtain-grouting, longitudinal 2m cycles overlap joint.
The present invention has the following advantages relative to the prior art:In shallow-buried water-rich formation tunnel, by increasing wall rock grouting It reinforces, forms water-stop curtain circle, evaded the influence that underground water is constructed to tunnel piercing, be effectively increased surrounding rock stability, reduced Construction safety risk;Using special sections strutting means is increased at the top of interim median septum, enhance interim median septum top structure Stress improves interim median septum support construction rigidity;It is shared using mid-board, side tunnel lining is first cyclic, it is another to pour again Side Construction of Tunnel Liner process, overall structure are stablized, small to country rock disturbance, and construction safety is reliable.
Description of the drawings
Fig. 1 is right line " O " the shape big cross section upper half section curtain-grouting of the present invention and preliminary bracing schematic diagram.
Fig. 2 is right line " O " the shape big cross section lower half section curtain-grouting of the present invention and preliminary bracing schematic diagram.
Fig. 3 is left line " C " the shape light section upper half section curtain-grouting of the present invention and preliminary bracing schematic diagram.
Fig. 4 is left line " C " the shape light section lower half section curtain-grouting of the present invention and preliminary bracing schematic diagram.
Fig. 5, Fig. 6 are right line " O " the shape large cross-section tunnel lining cutting schematic diagrames of the present invention.
Fig. 7, Fig. 8 are left line " C " the shape narrow-bore tunnel lining cutting schematic diagrames of the present invention.
In figure:1st, arch advanced tubule;2nd, arch preliminary bracing;3rd, interim inverted arch;4th, interim median septum;5th, at the beginning of tunnel bottom Phase supporting;5-1, abutment wall preliminary bracing;6th, grouting reinforced region before tunnel baselap;7th, I portions inverted arch two serves as a contrast;8th, wall brick and thin web;9、 II inverted arch two serves as a contrast;10th, arch wall pre-grouting fixing collar;11st, special sections supports;12nd, I portions arch wall lining concrete;13、Ⅱ Portion's arch wall lining concrete.
Specific embodiment
The present invention is described in further details with reference to the accompanying drawings and examples, but the present invention is not restricted to these implement Example.
Embodiment 1
In Fig. 1~8, the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape of the present invention, including following Step:
S1, right line " O " shape big cross section upper half section arch wall pre-grouting fixing collar 10 and preliminary bracing;The right line " O " shape big cross section upper half section pre-grouting fixing collar 10 is that the advanced curtain-grouting of tunneling boring performed in tunnel tunnel face adds Gu fixing collar thickness is the reinforcing thickness outside outline excavation;Right line " O " shape big cross section upper half section preliminary bracing Including performing first cavern's advanced tubule 1, the first cavern of remaining core soil in advance Ring Cutting soil body, perform arch preliminary bracing 2, Interim median septum 4 and interim inverted arch 3, the system anchor bolt of the arch preliminary bracing 2, interim median septum 4 and interim inverted arch 3 are adopted With the ordinary mortar anchor pole of a diameter of 25mm, length 3m, circumferential 1m, longitudinal direction 0.75m radially set and are arranged in arch wall range It is interior;Advance anchor bolt uses the anchor pole of a diameter of 25mm, and two Pin set a ring, outer 12.5 ° of limb, length 3.2m, circumferential spacing 0.6m, 150 ° of layings of vault;Using C25 label gunite concrete ejection supportings;A diameter of 6.5mm is set, size of mesh opening length × Width is the bar-mat reinforcement of 200mm × 200mm;The bar-mat reinforcement is laid for inside and outside bilayer, the longitudinally connected muscle of a diameter of 22mm, ring It is double-deck inside and outside the longitudinally connected muscle to lay to spacing 1m;Steelframe spacing 500mm.
Grouting reinforced region 6 and preliminary bracing before S2, right line " O " shape big cross section lower half section tunnel baselap;The right line " O " The preliminary bracing of shape big cross section lower half section is included when advanced second cavern 10m in the first cavern or so, to soil outside the second cavern Grouting and reinforcing 6 before construction tunnel baselap on body;Second cavern's soil body is excavated, performs abutment wall preliminary bracing 5-1, inverted arch preliminary bracing 5 And interim median septum 4;When performing the abutment wall preliminary bracing 5-1, inverted arch preliminary bracing 5 and interim median septum 4, system anchor bolt Using the ordinary mortar anchor pole of a diameter of 25mm, length 3m, setting spacing is circumferential direction 1m, longitudinal direction 0.75m, radially sets arrangement In the range of arch wall;Advance anchor bolt uses the anchor pole of a diameter of 25mm, and two Pin set a ring, 150 ° of layings of vault, outer limb 12.5 °, length 3.2m, circumferential spacing 0.6m;Using C25 label gunite concrete ejection supportings;A diameter of 6.5mm is set, Size of mesh opening length × width is the bar-mat reinforcement of 200mm × 200mm;The bar-mat reinforcement is inside and outside double-deck laying, a diameter of 22mm's Longitudinally connected muscle, circumferential spacing 1m are double-deck inside and outside the longitudinally connected muscle to lay;Steelframe spacing 500mm.
S3, left line " C " shape light section upper half section arch wall pre-grouting fixing collar 10 and preliminary bracing;The left line It is that the advanced curtain-grouting of tunneling boring performed in tunnel tunnel face is reinforced that " C " shape light section upper half section pre-grouting, which reinforces 10, Fixing collar thickness is the reinforcing thickness outside outline excavation, when advanced third cavern 10m in the second cavern or so, excavates third Cavern's soil body, performs arch preliminary bracing 2, special sections support 11 and interim inverted arch 3, and special sections support 11 is arranged on shaped steel At steelframe connecting node, increase structure stress;When performing the arch preliminary bracing 2, interim inverted arch 3, system anchor bolt uses The ordinary mortar anchor pole of a diameter of ф 25mm, length 3m, setting spacing are circumferential direction 1m, longitudinal direction 0.75m, radially set and are arranged in In the range of arch wall;Advance anchor bolt uses the advance anchor bolt of a diameter of 25mm, and two Pin set a ring, outer 12.5 ° of limb, and length is 3.2m, circumferential spacing 0.6m, 150 ° of layings of vault;Using C25 label gunite concrete ejection supportings;A diameter of 6.5mm is set, Size of mesh opening length × width is the bar-mat reinforcement of 200mm × 200mm;The bar-mat reinforcement is inside and outside double-deck laying, a diameter of 22mm's Longitudinally connected muscle, circumferential spacing 1m are double-deck inside and outside the longitudinally connected muscle to lay;Steelframe spacing 500mm.
Grouting reinforced region 6 and preliminary bracing before S4, left line " C " shape light section lower half section tunnel baselap;The left line " C " The preliminary bracing of shape light section lower half section is included when advanced 4th cavern 10m of cavern's third or so, to the 4th outside soil of cavern Grouting reinforced region 6 before body construction tunnel baselap;The 4th cavern's soil body is excavated, performs abutment wall preliminary bracing 5-1, inverted arch preliminary bracing 5 And interim median septum 4;When performing the abutment wall preliminary bracing 5-1, inverted arch preliminary bracing 5 and interim median septum 4, system anchor Bar uses the ordinary mortar anchor pole of a diameter of 25mm, length 3m, and setting spacing is circumferential direction 1m, longitudinal direction 0.75m, radially sets cloth It puts in the range of arch wall;Advance anchor bolt uses the anchor pole of a diameter of 25mm, and two Pin set a ring, outer 12.5 ° of limb, and length is 3.2m, circumferential spacing 0.6m, 150 ° of layings of vault;Using C25 label gunite concrete ejection supportings;A diameter of 6.5mm is set, Size of mesh opening length × width is the bar-mat reinforcement of 200mm × 200mm;The bar-mat reinforcement is inside and outside double-deck laying, a diameter of 22mm's Longitudinally connected muscle, circumferential spacing 1m are double-deck inside and outside the longitudinally connected muscle to lay;Steelframe spacing 500mm.
S5, right line " O " shape large cross-section tunnel lining cutting;Right line " O " the shape large cross-section tunnel lining cutting is included at the beginning for the treatment of tunnel After phase supporting whole, second cavern's waterproof layer and protective layer are laid with, I inverted arch two is poured and serves as a contrast 7 concrete;Segmentation is torn open successively It is longitudinally controlled in 10m with specific reference to monitoring situation except I interim inverted arch 3;Waterproof layer is laid at arch wall position, in interim 4 side of next door builds brick and thin web 8 by laying bricks or stones, and pours I portions arch wall lining concrete 12, including mid-board, side wall and arch.
S6, " C " the shape narrow-bore tunnel lining cutting of left line;Left line " C " the shape narrow-bore tunnel lining cutting includes treating the first hole After room, the second cavern two lining concrete reach design strength, II interim next door 4, interim inverted arch 3 and wall brick are abolished in segmentation successively And thin web 8, inverted arch waterproof layer and protective layer are laid with, II inverted arch two is poured and serves as a contrast 9 concrete;Waterproof is laid at arch wall position Layer, and II arch wall lining concrete 13 is poured, including side wall, arch, after two lining concrete reach design strength, served as a contrast Build back-grouting filling;When interim inverted arch 3, interim median septum 4 and wall brick and thin web 8 are removed in segmentation successively, length is abolished every time Degree is longitudinally controlled in 10m with specific reference to monitoring situation.
S7, curtain-grouting;The curtain-grouting includes full section of tunnel and carries out advanced curtain-grouting, and longitudinal 2m cycles are taken It connects, after wall for grouting, top heading excavation being set to descend pilot tunnel in advance before next section of slip casting, by the downward pilot tunnel slip casting of upper pilot tunnel foundation, under Pilot tunnel excavates again after forming the water-stop curtain of closing.
Range of grouting:Radial grouting 1.5~2m of thickness, thickness is in 1m at median septum.
Wall for grouting:It needs the face outside top bar Core Soil range that wall for grouting is set before every section of deep hole grouting, is The gunite concrete of 0.3m thickness C20, if double-deck a diameter of 6mm, the reinforcing bar that size of mesh opening is length x width 150mmx150mm Net, and a diameter of 22mm is set, the stiffener that size of mesh opening is length x width 500mmx500mm, Core Soil uses thickness The C20 gunite concretes protection of 50mm.
Slip casting:The indexs such as grout coordinate ratio, dilation angle, grouting pressure should determine that deep hole grouting pressure is controlled according to experiment In 0.8~1.0MPa, pitch-row 800mm, quincuncial arrangement, dilation angle 0.5m, grouting serous fluid is using cement soluble glass paste Slurry can add the additive for adjusting slurries setting time and the property noted according to formation condition.The soil body is required after ejection for water plugging without side Compression strength is limited not less than 0.5MPa, infiltration coefficient is not more than 1.0x10cm/s.Range of grouting vertical profile mask body pipe range and incidence Angle is adjusted according to range of grouting schematic cross-sectional view and slip casting effect.

Claims (9)

1. the asymmetric twin-arch tunnel interval wall construction method of a kind of water rich strata " OC " shape, it is characterised in that include the following steps:
S1, right line " O " shape big cross section upper half section arch wall pre-grouting fixing collar and preliminary bracing;
Grouting reinforced region and preliminary bracing before S2, right line " O " shape big cross section lower half section tunnel baselap;
S3, left line " C " shape light section upper half section arch wall pre-grouting fixing collar and preliminary bracing;
Grouting reinforced region and preliminary bracing before S4, left line " C " shape light section lower half section tunnel baselap;
S5, right line " O " shape large cross-section tunnel lining cutting;
S6, " C " the shape narrow-bore tunnel lining cutting of left line;
S7, curtain-grouting.
2. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 1, feature exist In:Right line " O " shape big cross section upper half section pre-grouting fixing collar is that the tunneling boring performed in tunnel tunnel face is advanced Curtain-grouting is reinforced;Right line " O " shape big cross section upper half section preliminary bracing includes performing soil body note outside the first cavern Water sealing consolidation curtain is starched, advanced tubule of constructing, the first cavern of remaining core soil in advance Ring Cutting soil body performs arch initial stage branch Shield, interim median septum and interim inverted arch.
3. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 2, feature exist In:Arch supporting, interim median septum and the interim inverted arch includes the ordinary mortar anchor pole using a diameter of 25mm as system System anchor pole, length 3m, setting spacing are circumferential direction 1m, longitudinal direction 0.75m, are radially set in the range of arch wall;Advance anchor bolt uses The anchor pole of a diameter of 25mm, two Pin steelframes set a ring, outer 10 °~15 ° of limb, length 3.2m, circumferential spacing 0.6m, vault 150 ° of layings;Using C25 label gunite concrete ejection supportings;A diameter of 6.5mm is set, and size of mesh opening is that length × width is The bar-mat reinforcement of 200mm × 200mm;The bar-mat reinforcement is laid for inside and outside bilayer, the longitudinally connected muscle of a diameter of 22mm, between circumferential It is double-deck inside and outside the longitudinally connected muscle to lay away from 1m;Steelframe spacing 500mm.
4. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 3, feature exist In:Right line " O " shape big cross section lower half section preliminary bracing is included when advanced second cavern, the 8~12m in the first cavern, right Grouting reinforced region before construction tunnel baselap on the soil body of second cavern outside;Second cavern's soil body is excavated, abutment wall preliminary bracing is performed, faces upward Encircle preliminary bracing and interim median septum;Abutment wall preliminary bracing, inverted arch preliminary bracing construction method and the material and arch branch It protects construction method and material is identical.
5. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 3, feature exist In:Left line " C " shape light section upper half section pre-grouting fixing collar is that the tunneling boring performed in tunnel tunnel face is advanced Curtain-grouting is reinforced;Left line " C " shape light section upper half section preliminary bracing includes treating advanced third cavern 8 of the second cavern During~12m, ejection for water plugging is carried out to the soil body outside third cavern and reinforces curtain construction;The third cavern soil body is excavated, performs arch Preliminary bracing, special sections support and interim inverted arch, special sections support are arranged at profile steel frame connecting node.
6. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 3, feature exist In:Left line " C " shape light section lower half section preliminary bracing is included when the advanced 4th 8~12m of cavern in third cavern, right Grouting reinforced region before soil body construction tunnel baselap outside 4th cavern;The 4th cavern's soil body is excavated, performs abutment wall preliminary bracing, interim Inverted arch and interim median septum.
7. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 3, feature exist In:Right line " O " the shape large cross-section tunnel lining cutting is included after treating Tunnel whole, is laid with second cavern's waterproof Layer and protective layer pour I inverted arch two and serve as a contrast concrete;I interim inverted arch is removed in segmentation successively, and waterproof is laid at arch wall position Layer, builds brick and thin web by laying bricks or stones, and pour I portions arch wall lining concrete in interim median septum side.
8. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 3, feature exist In:Left line " C " the shape narrow-bore tunnel lining cutting includes treating that the first cavern, the second cavern two lining concrete reach design strength Afterwards, II interim median septum, interim inverted arch and filling of laying bricks are abolished in segmentation, are laid with inverted arch waterproof layer and protective layer, are poured II Inverted arch lining concrete;Waterproof layer is laid with, and pour II arch wall lining concrete at arch wall position, treats that two lining concrete reach After design strength, lining cutting back-grouting filling is carried out.
9. the asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape according to claim 1, feature exist In:The curtain-grouting includes full section of tunnel and carries out advanced curtain-grouting, longitudinal 2m cycles overlap joint.
CN201810093438.7A 2018-01-31 2018-01-31 The asymmetric twin-arch tunnel interval wall construction method of water rich strata " OC " shape Pending CN108166989A (en)

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CN109505609A (en) * 2018-11-21 2019-03-22 中交第四公路工程局有限公司 Shallow buried covered excavation Urban Underground pipe gallery non-stand construction method and pipe gallery
CN110318772A (en) * 2019-08-05 2019-10-11 西安建筑科技大学 Canal in Loess Area is greatly across the asymmetric bore tunnel supporting construction of small interval and construction method
CN110593893A (en) * 2019-11-01 2019-12-20 中建八局轨道交通建设有限公司 Main body structure construction method and system for intersection of main tunnel and construction transverse channel
CN110905525A (en) * 2019-12-04 2020-03-24 金华职业技术学院 High-temperature sintering support method for soft soil tunnel
CN110985055A (en) * 2019-12-20 2020-04-10 中铁南方投资集团有限公司 Tunnel grouting and drainage synchronous construction method for controlling surface uplift
CN111779489A (en) * 2020-07-09 2020-10-16 中铁三局集团有限公司 Large-section tunnel construction method for ^ C-shaped section civil air defense section
CN111828051A (en) * 2020-07-28 2020-10-27 中建七局安装工程有限公司 Construction method of two-lining middle partition wall injection tunnel with support
CN113153317A (en) * 2021-05-11 2021-07-23 北华航天工业学院 Construction method and grouting device suitable for soft rock large-section tunnel

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