CN108487911A - The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition - Google Patents

The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition Download PDF

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Publication number
CN108487911A
CN108487911A CN201810282125.6A CN201810282125A CN108487911A CN 108487911 A CN108487911 A CN 108487911A CN 201810282125 A CN201810282125 A CN 201810282125A CN 108487911 A CN108487911 A CN 108487911A
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China
Prior art keywords
arch
construction
pilot tunnel
excavation
tunnel
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Application number
CN201810282125.6A
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Chinese (zh)
Inventor
陈锡武
王俊涛
周跃峰
吴旭
姜波
喻渝
朱勇
张涛
卿伟宸
鲜国
王若晨
吴维洲
李文戈
黄华
吴华
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China Railway Eryuan Engineering Group Co Ltd
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China Railway Eryuan Engineering Group Co Ltd
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Application filed by China Railway Eryuan Engineering Group Co Ltd filed Critical China Railway Eryuan Engineering Group Co Ltd
Priority to CN201810282125.6A priority Critical patent/CN108487911A/en
Publication of CN108487911A publication Critical patent/CN108487911A/en
Pending legal-status Critical Current

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    • EFIXED CONSTRUCTIONS
    • E21EARTH 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 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 DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries

Abstract

The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition, to overcome in long span under soft rock constructing tunnel the technical barriers such as Vault settlement should not control, supporting construction is yielding, optimize structure stress, improve convenience for construction and determines construction safety.This method is first constructed both sides pilot tunnel, and foundation of wall of aiding the border areas at the beginning of leading in-cavity construction, and as the carrying basis of top preliminary bracing system, solving Vault settlement in long span under soft rock constructing tunnel should not control, the yielding problem of supporting construction;Pedestal is only as the carrying of preliminary bracing basis, and under the premise of ensuring arch wall preliminary bracing stable system, the construction of monoblock type formwork jumbo, simple process, it is ensured that the globality of secondary lining, good water-proof effect, construction quality are controllable still can be used in arch wall secondary lining;Both sides pilot tunnel uses the excavated section of arch crown, and compared with conventional two side-wall pilot tunnel pilot tunnel, structure stress is more excellent, easy for construction, and support system construction quality easily ensures.

Description

The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition
Technical field
The present invention relates to tunnel, more particularly to the compound cross of longspan tunnel bilateral wall is handed under a kind of complex geological condition Fork method construction method.
Background technology
China is in railway construction high-speed development period at present, Chinese Railway " four vertical four is horizontal " basic forming, national iron Circuit planning proposes that the target of " Eight Verticals and Eight Horizontals ", mountain railway will be built, wanted by geology, orographic condition, environmental protection on a large scale It asks, the limitation of the factors such as track plan sweep and Fire prevention, longspan tunnel paragraph is equipped with more in tunnel.
The tunnel excavation method of existing comparative maturity mainly has:Full section method, benching tunnelling method, bench method, upper and lower base tunnel Method, interval wall approach intersect interval wall approach and two side-wall pilot tunnel etc..For passing through tomography, and formation lithology is with mud stone, shale Longspan tunnel based on the soft rockmass such as limestone, above-mentioned excavation construction method is extremely difficult, and there are the carryings of preliminary bracing abutment wall foot Deficiency, temporary support is more, tears the problems such as support distance is limited, and country rock is yielding, and unstable and constructing operation is inconvenient, construction peace open Full blast is nearly high, and construction quality and construction period cannot be guaranteed.
Therefore, in order to ensure construction safety, construction quality is improved, is accelerated construction progress, saves construction investment, it is necessary to adopt With new excavation method.
Invention content
Technical problem to be solved by the invention is to provide longspan tunnel bilateral wall under a kind of complex geological condition is compound Crossing method construction method, to overcome in long span under soft rock constructing tunnel Vault settlement should not control, supporting construction is yielding etc. Technical barrier optimizes structure stress, improves convenience for construction and determines construction safety.
The technical solution adopted by the present invention to solve the technical problems is as follows:
The compound crossing method construction method of longspan tunnel bilateral wall under the complex geological condition of the present invention, including such as Lower step:
(1) pilot tunnel top bar, left side pilot tunnel are got out of a predicament or an embarrassing situation on the left of step excavation, are first applied corresponding advance support before excavating, are opened Corresponding preliminary bracing and gib are applied after digging immediately;
(2) perfusion left side pilot tunnel concrete-steel pedestal;
(3) top bar under step excavation right side pilot tunnel top bar, right side pilot tunnel, corresponding advance support is first applied before excavating, Corresponding preliminary bracing and gib are applied after excavation immediately;
(4) right side pilot tunnel concrete-steel pedestal;
(5) top bar on the left of arch is excavated, corresponding advance support is first applied before excavating, corresponding initial stage is applied immediately after excavation Supporting and gib, and apply at the top of corresponding preliminary bracing the anchor pole with country rock anchor connection, the anchor pole other end and steel Arch securely connects;
(6) excavate and get out of a predicament or an embarrassing situation on the left of arch, first apply corresponding advance support before excavating, corresponding initial stage is applied immediately after excavation Supporting and gib, the lower end of the corresponding preliminary bracing are connect with the steelframe reserved in the pilot tunnel concrete-steel pedestal of left side, Remove arch supporting in the pilot tunnel of left side;
(7) top bar on the right side of arch is excavated, corresponding advance support is first applied before excavating, corresponding initial stage is applied immediately after excavation Supporting and gib, and apply at the top of corresponding preliminary bracing the anchor pole with country rock anchor connection, the anchor pole other end and steel Arch securely connects;
(8) excavate and get out of a predicament or an embarrassing situation on the right side of arch, first apply corresponding advance support before excavating, corresponding initial stage is applied immediately after excavation Supporting and gib, the lower end of the corresponding preliminary bracing are connect with the steelframe reserved in the pilot tunnel concrete-steel pedestal of right side, Remove arch supporting in the pilot tunnel of right side;
(9) step excavation lower core cubsoil upper layer, lower core lower subsoil apply inverted arch initial stage branch immediately after the completion of excavating Shield;
(10) subsectin bottler inverted arch secondary lining concrete, perfusion inverted arch fills layer concrete after design strength to be achieved;
(11) after inverted arch filled layer reaches design strength, using formwork jumbo overall perfusion arch wall secondary lining concrete.
The beneficial effects are mainly as follows following aspects:
One, soft (matter) rock stratum country rock is weak, and Large span tunnel abutment wall foot stress is concentrated, both sides pilot tunnel of first constructing, and Foundation of wall of aiding the border areas at the beginning of leading in-cavity construction is solved as the carrying basis of top preliminary bracing system in long span under soft rock constructing tunnel Vault settlement should not control, the yielding problem of supporting construction;
Two, pedestal is only as the carrying of preliminary bracing basis, under the premise of ensuring arch wall preliminary bracing stable system, The construction of monoblock type formwork jumbo, simple process still can be used in arch wall secondary lining, it is ensured that the globality of secondary lining, waterproof effect Fruit is good, and construction quality is controllable;
Three, long anchor pole is arranged in steelframe joint in arch can effectively control vault sinking when removing arch gib;
Four, using partial excavation, each portion can realize that big machinery is turned into industry, rapid construction when excavating.
Five, both sides pilot tunnel uses the excavated section of arch crown, compared with conventional two side-wall pilot tunnel pilot tunnel, structure Stress is more excellent, easy for construction, and support system construction quality easily ensures.
Description of the drawings
This specification includes following seven width attached drawing:
Fig. 1 is the working procedure front schematic view of the present invention;
Fig. 2~7 are construction procedure decomposition diagram of the present invention;
Fig. 8 is traditional twin side heading method working procedure front schematic view;
Show component, toponym and corresponding label in figure:Left side pilot tunnel top bar 1, left side pilot tunnel get out of a predicament or an embarrassing situation 2, right It appears on the stage on the right side of top bar 5 under side pilot tunnel top bar 4, right side pilot tunnel, top bar 7 on the left of arch, 8, arch of getting out of a predicament or an embarrassing situation on the left of arch Rank 9,10, lower core cubsoil upper layer 11 of getting out of a predicament or an embarrassing situation on the right side of arch, lower core lower subsoil 12, anchor pole 20, left side pilot tunnel steelframe are mixed Solidifying soil matrix seat III, right side pilot tunnel concrete-steel pedestal VI, inverted arch secondary lining XIII, arch wall secondary lining XV, inverted arch are filled out Fill a layer XIV;Anchor pole m1~m16, steelframe g1~g7, advance support c1~c4, lock foot anchoring stock s1~s4;
Specific implementation mode
Present invention will be further explained below with reference to the attached drawings and examples.
Referring to Figure 1 to Figure 7, the compound crossing method of longspan tunnel bilateral wall is applied under complex geological condition of the invention Work method, includes the following steps:
(1) pilot tunnel top bar 1, left side pilot tunnel get out of a predicament or an embarrassing situation 2 on the left of step excavation, and corresponding advance support is first applied before excavating, Corresponding preliminary bracing and gib are applied after excavation immediately;
(2) perfusion left side pilot tunnel concrete-steel pedestal III;
(3) top bar 5 under step excavation right side pilot tunnel top bar 4, right side pilot tunnel first applies corresponding advanced branch before excavating It protects, corresponding preliminary bracing and gib is applied immediately after excavation;
(4) right side pilot tunnel concrete-steel pedestal VI;
(5) top bar 7 on the left of arch is excavated, corresponding advance support is first applied before excavating, is applied immediately after excavation corresponding first Phase supporting and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection 20, anchor pole 20 is another End is securely connect with steel arch-shelf;
(6) excavate on the left of arch and get out of a predicament or an embarrassing situation 8, corresponding advance support is first applied before excavating, applied immediately after excavation corresponding first Phase supporting and gib, the lower end of the corresponding preliminary bracing and the steelframe reserved in left side pilot tunnel concrete-steel pedestal III Arch supporting in the pilot tunnel of left side is removed in connection;
(7) top bar 9 on the right side of arch is excavated, corresponding advance support is first applied before excavating, is applied immediately after excavation corresponding first Phase supporting and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection 20, anchor pole 20 is another End is securely connect with steel arch-shelf;
(8) excavate on the right side of arch and get out of a predicament or an embarrassing situation 10, corresponding advance support is first applied before excavating, applied immediately after excavation corresponding first Phase supporting and gib, the lower end of the corresponding preliminary bracing and the steelframe reserved in right side pilot tunnel concrete-steel pedestal VI Arch supporting in the pilot tunnel of right side is removed in connection;
(9) step excavation lower core cubsoil upper layer 11, lower core lower subsoil 12, at the beginning of applying inverted arch immediately after the completion of excavating Phase supporting;
(10) subsectin bottler inverted arch secondary lining XIII concrete, perfusion inverted arch filled layer XIV is mixed after design strength to be achieved Solidifying soil;
(11) mixed using formwork jumbo overall perfusion arch wall secondary lining XV after inverted arch filled layer XIV reaches design strength Solidifying soil.
Referring to Fig.1, soft (matter) rock stratum country rock is weak, and Large span tunnel abutment wall foot stress is concentrated, and both sides of first constructing are led Hole, and pilot tunnel concrete-steel pedestal III and right side pilot tunnel concrete-steel pedestal VI on the left of in-cavity construction are being led, as top The carrying basis of preliminary bracing system, solving Vault settlement in long span under soft rock constructing tunnel should not control, and supporting construction is yielding The problem of.Both sides pilot tunnel uses the excavated section of arch crown, compared with conventional two side-wall pilot tunnel pilot tunnel, structure stress More excellent, easy for construction, support system construction quality easily ensures.
Referring to Fig.1, setting anchor pole 20 in arch steelframe joint can effectively control vault when removing arch gib Sink.Left side pilot tunnel concrete-steel pedestal III and right side pilot tunnel concrete-steel pedestal VI are only as the carrying of preliminary bracing Basis, under the premise of ensuring arch wall preliminary bracing stable system, monoblock type formwork jumbo still can be used in arch wall secondary lining XV Construction, simple process, it is ensured that the globality of secondary lining, good water-proof effect, construction quality are controllable.Using partial excavation, each portion It can realize that big machinery is turned into industry, rapid construction when excavation.
The technical solution of the application is successfully applied to newly-built Chengdu to Lanzhou railway persimmon garden tunnel by the applicant In design and construction, which is located at An County to the sections Gao Chuan, and circuit single side goes up a slope, and left line, which is drawn, leads to tunnel overall length 14.069km, Input end 10.654km is one-tunnel two-tracks (conjunction is repaiied), and outlet end 3.415km is double holes single line (divides and repair).Wherein D3K87+200~ D3K87+350 sections of 150m are that changeover portion is repaiied in conjunction point, repair boundary in D3K87+350 conjunctions point and excavate span up to 23m.
In this section of landform landform suddenly gradualization section of the proluvial terrace to precipitous furrow bank is rushed in two level, buried depth 130~ 150m is located at the level grounds Wang Jia 1# fault belts, and rock matter is weak, the weak development of underground water;Crustal stress level is higher, with tectonic stress Based on, maximum horizontal principal stress average value is 16.26MPa, and vertical stress average value is 11.78MPa, and adjacent thereto dividing is repaiied There is strain cracking in tunnel after the completion of applying, secondary liner structure destroys.The big span original design is led using traditional double side wall Hole method (with reference to Fig. 8) construction, the engineering method have the following problems:
1, in weak surrounding rock section, bearing capacity of the wall rock is weak, abutment wall foot Lack of support, and top country rock will sink, and cause to prop up Protection structure destroys, or even caves in, which cannot be guaranteed structure safety.
2, it is limited by step excavation profile, process portion is unsatisfactory for big machinery construction requirement.
I.e. the case history is constructed according to traditional two side-wall pilot tunnel, can not ensure supporting construction safety, abutment wall branch The basic bearing capacity of protection structure is insufficient, top country rock will be caused to sink, or even cave in, once caving in, post-processing is difficult It spends big and costly.Using construction method of the present invention, efficiently solve the problems, such as that structure is safe, steelframe coagulation in the hole of side Native Extended chemotherapy solves the problems, such as abutment wall Lack of support.This method respectively walks process and adapts to big machinery construction, Construction organization is convenient, and 30% will be saved in terms of construction investment.

Claims (1)

1. the compound crossing method construction method of longspan tunnel bilateral wall, includes the following steps under complex geological condition:
(1) pilot tunnel top bar (1), left side pilot tunnel are got out of a predicament or an embarrassing situation (2) on the left of step excavation, are first applied corresponding advance support before excavating, are opened Corresponding preliminary bracing and gib are applied after digging immediately;
(2) perfusion left side pilot tunnel concrete-steel pedestal (III);
(3) top bar (5) under step excavation right side pilot tunnel top bar (4), right side pilot tunnel, corresponding advance support is first applied before excavating, Corresponding preliminary bracing and gib are applied after excavation immediately;
(4) right side pilot tunnel concrete-steel pedestal (VI);
(5) top bar (7) on the left of arch is excavated, corresponding advance support is first applied before excavating, applies corresponding initial stage branch after excavation immediately Shield and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection (20), anchor pole (20) is another End is securely connect with steel arch-shelf;
(6) excavate and get out of a predicament or an embarrassing situation (8) on the left of arch, first apply corresponding advance support before excavating, apply corresponding initial stage branch after excavation immediately Shield and gib, the lower end of the corresponding preliminary bracing connect with the steelframe reserved in left side pilot tunnel concrete-steel pedestal (III) It connects, removes arch supporting in the pilot tunnel of left side;
(7) top bar (9) on the right side of arch is excavated, corresponding advance support is first applied before excavating, applies corresponding initial stage branch after excavation immediately Shield and gib, and apply at the top of corresponding preliminary bracing with the anchor pole of country rock anchor connection (20), anchor pole (20) is another End is securely connect with steel arch-shelf;
(8) excavate and get out of a predicament or an embarrassing situation (10) on the right side of arch, first apply corresponding advance support before excavating, corresponding initial stage is applied immediately after excavation Supporting and gib, the lower end of the corresponding preliminary bracing connect with the steelframe reserved in right side pilot tunnel concrete-steel pedestal (VI) It connects, removes arch supporting in the pilot tunnel of right side;
(9) step excavation lower core cubsoil upper layer (11), lower core lower subsoil (12), at the beginning of applying inverted arch immediately after the completion of excavating Phase supporting;
(10) subsectin bottler inverted arch secondary lining (XIII) concrete, perfusion inverted arch filled layer (XIV) is mixed after design strength to be achieved Solidifying soil;
(11) mixed using formwork jumbo overall perfusion arch wall secondary lining (XV) after inverted arch filled layer (XIV) reaches design strength Solidifying soil.
CN201810282125.6A 2018-03-28 2018-03-28 The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition Pending CN108487911A (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109209398A (en) * 2018-11-26 2019-01-15 中铁二十局集团有限公司 Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation method
CN109209397A (en) * 2018-11-26 2019-01-15 中铁二十局集团有限公司 Pass through that high angle is inverse to rush rich water richness sand tomography method for tunnel construction
CN110821512A (en) * 2019-11-23 2020-02-21 中铁二十局集团有限公司 Loess tunnel entrance opening section pre-reinforcing and excavating construction method passing through landslide body

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102182466A (en) * 2011-04-08 2011-09-14 中铁上海设计院集团有限公司 Excavating method for jump-digging of double-side wall guide pit combined arch part of tunnel
CN102226398A (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 compound double-side wall bracing cable conversion excavation construction method
CN103628887A (en) * 2013-11-28 2014-03-12 中铁十三局集团有限公司 Large-section water-rich saturated fine sand railway tunnel excavation method
CN104653197A (en) * 2014-12-15 2015-05-27 中铁第四勘察设计院集团有限公司 Method for constructing extra-large variable cross section tunnel
CN104929648A (en) * 2015-06-03 2015-09-23 西华大学 Method for constructing branch guide pits of tunnels
KR101612522B1 (en) * 2015-10-01 2016-04-14 함정아 Construction method for tunneling

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102182466A (en) * 2011-04-08 2011-09-14 中铁上海设计院集团有限公司 Excavating method for jump-digging of double-side wall guide pit combined arch part of tunnel
CN102226398A (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 compound double-side wall bracing cable conversion excavation construction method
CN103628887A (en) * 2013-11-28 2014-03-12 中铁十三局集团有限公司 Large-section water-rich saturated fine sand railway tunnel excavation method
CN104653197A (en) * 2014-12-15 2015-05-27 中铁第四勘察设计院集团有限公司 Method for constructing extra-large variable cross section tunnel
CN104653197B (en) * 2014-12-15 2017-02-08 中铁第四勘察设计院集团有限公司 Method for constructing extra-large variable cross section tunnel
CN104929648A (en) * 2015-06-03 2015-09-23 西华大学 Method for constructing branch guide pits of tunnels
KR101612522B1 (en) * 2015-10-01 2016-04-14 함정아 Construction method for tunneling

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109209398A (en) * 2018-11-26 2019-01-15 中铁二十局集团有限公司 Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation method
CN109209397A (en) * 2018-11-26 2019-01-15 中铁二十局集团有限公司 Pass through that high angle is inverse to rush rich water richness sand tomography method for tunnel construction
CN110821512A (en) * 2019-11-23 2020-02-21 中铁二十局集团有限公司 Loess tunnel entrance opening section pre-reinforcing and excavating construction method passing through landslide body

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