CN102518453B - Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels - Google Patents

Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels Download PDF

Info

Publication number
CN102518453B
CN102518453B CN201110417723.8A CN201110417723A CN102518453B CN 102518453 B CN102518453 B CN 102518453B CN 201110417723 A CN201110417723 A CN 201110417723A CN 102518453 B CN102518453 B CN 102518453B
Authority
CN
China
Prior art keywords
tunnel
construction
lead
pilot
retaining
Prior art date
Application number
CN201110417723.8A
Other languages
Chinese (zh)
Other versions
CN102518453A (en
Inventor
史赵鹏
祁玺剑
Original Assignee
中铁十二局集团有限公司
中铁十二局集团第二工程有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中铁十二局集团有限公司, 中铁十二局集团第二工程有限公司 filed Critical 中铁十二局集团有限公司
Priority to CN201110417723.8A priority Critical patent/CN102518453B/en
Publication of CN102518453A publication Critical patent/CN102518453A/en
Application granted granted Critical
Publication of CN102518453B publication Critical patent/CN102518453B/en

Links

Abstract

The invention relates to the technology of tunnel entrance construction, in particular to a quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels, which solves problems that conventional construction methods are slow in tunnel entrance speed, long in period, high in cost and the like. The method includes: excavating an antislip retaining wall foundation and driving steel pipe piles on one side of a free face of an open-cut end of a tunnel; erecting low pilot steel arch frames in the antislip retaining wall foundation at intervals in advance and casting concrete to form an antislip retaining wall; erecting middle pilot steel arch frames and casting antislip retaining wall concrete; cutting and excavating upper pilot arch legs in a hidden hole end of the tunnel, supporting upper pilot steel arch frames which form a ring with the middle pilot steel arch frames; excavating upper pilot arch leg grooves and reserving upper pilot core soil; and excavating a middle pilot tunnel and a lower pilot tunnel after construction of an upper pilot tunnel, thereby forming three-step construction of the tunnel. The method has the advantages that side slope and up slope cutting or groove cutting earthwork is reduced, disturbance to loose loess slope soil is decreased, protective masonry is reduced, safety and reliability in construction are guaranteed, stressing of the tunnel structure is reasonable, construction efficiency is high, process is simple and construction speed is high.

Description

A kind of bias voltage shallow embedding or single quick start tunneling method of inclination chiltern loess tunnel of pressing
Technical field
The present invention relates to tunnel construction technology, be specially a kind of bias voltage shallow embedding or single quick start tunneling method of inclination chiltern loess tunnel of pressing.
Background technology
Known, tunnel construction routine is first on hole scope layering from top to bottom brush limit, face upward slope and set in time the supporting of anchor pole suspended net shotcrete, or the mode of kerve is found out portal headwall position and is overlapped arch supporting start tunneling, in the situation that ensureing that hole is stablized and has certain cladding thickness, adopt the mode start tunneling of arc guide on excavation, many practical experiences prove, this traditional tunnel construction method is to carry out slope, the former hillside of extensive damage body, vegetation destruction, this is destroyed with regard to loose loess soil body surface constitutional balance, especially chiltern loess, cause the increase of side slope protection area and protection bricklaying, cause in addition limit, face upward the slope generation of tunnel portal engineering disease such as cave in.Be shallow embedding chiltern loess because tunnel portal enters hole, single pressure, slope beam physical features and portal squint, enter the tunnel construction of hole narrow space, if adopt traditional start tunneling method, will there is following shortcoming: limit, face upward brush slope, slope or kerve earth volume very large, increase protection bricklaying, labour intensity is large, enter that hole speed is slow, long construction period, construction cost are high; Construction operation is more loaded down with trivial details, and tunnel structure is stressed unreasonable, and large to the body disturbance of loose loess slope, and construction safety hidden danger is large; In addition, cause peripheral ground vegetation deterioration serious, environment pollution is large, does not meet the requirement of civilized construction.
Summary of the invention
The present invention, in order to solve bias voltage shallow embedding or single inclination chiltern loess tunnel start tunneling of pressing adopts conventional construction method to have the problems such as the high and environment pollution of, long construction period slow into hole speed, construction cost is large, provides a kind of bias voltage shallow embedding or single quick start tunneling method of inclination chiltern loess tunnel of pressing.
The present invention adopts following technical scheme to realize: a kind of bias voltage shallow embedding or single quick start tunneling method of inclination chiltern loess tunnel of pressing, comprise the following steps: step 1, a side in tunnel in open cut tunnel end free face, the measurement end absolute altitude of appearing, press and lead arch footmark height and first excavate this side antiskid retaining wall foundation, and in antiskid retaining wall foundation, squeeze into steel pipe pile, reinforce free face; Step 2, will under lead steel arch frame interval and pay in advance in antiskid retaining wall foundation, length be portal mileage within the scope of excavation length, concreting is as antiskid retaining wall foundation; Step 3, lead steel arch frame in installing, by its with under lead steel arch frame and be connected, continue formwork erection and build antiskid retaining wall concrete, form antiskid retaining wall, in antiskid retaining wall, outside is respectively with earthen backfill compacting, simultaneously by guiding core earthen backfill moulding in this side; Step 4, slotting tunneling are led arch springing on the end of dark hole, on several Pin of first supporting, lead steel arch frame, with in lead steel arch frame and form ring-type, and linked network spray is in time established concrete and is formed entirety, when on lead an excavation vertical steel arch bridge joint and contact when domatic, apply advanced tubule supporting; Step 5, tunneling are led arch springing groove on the end of dark hole, and reserved upper guiding core soil, at every turn by a Pin construction drilling depth, until lead start tunneling on forming; Step 6, on lead start tunneling and complete after 5m, in excavation, lead, in lead to advance after a segment distance and lead under excavation, form tunnel three step construction, so far complete tunnel construction.
The present invention is shallow embedding chiltern loess according to tunnel portal; single pressure, slope beam physical features and portal squint; enter hole narrow space; the feature of brush slope earthwork super large; adopt and strengthen free face basis stress; adopt antiskid concrete steel pipe barricade; make the side of tunnel in open cut tunnel free face in antiskid effect; opposing is single presses; in formation, lead the construction method of early entering hole; the method is being guaranteed not successful aspect vegetation destruction and protection of safety for tunnel engineering, environmental protection, and advanced technology, is that tradition construction is unmatch.
The method and conventional tunnel portal enter wide open digging and first brush inverted arch, both sides side slope, then set anchor pole suspended net shotcrete, or kerve, apply cover and encircle into hole comparison, portal must first not brushed and face upward slope, but reinforces free face, forms antiskid, the single pressure of opposing, inclination side pressure, create into hole condition, has the following advantages:
1, greatly reduce limit, face upward brush slope, slope or kerve earth volume, reduce bricklaying protection, make Portal Section form as early as possible construction ability;
2, reduce the disturbance to the loose chiltern loess slope soil body, work progress is safe and reliable, makes tunnel structure stressed more reasonable;
3, boundary of works area is little, is conducive to Portal Section stable, and efficiency of construction is high, and working procedure is simple, and speed of application is fast;
4, little to tunnel peripheral ground vegetation deterioration and do not destroy ecology, environment pollution is little, and environmental protection, civilized construction degree are high;
The method is suitable for the shallow embedding of railway tunnel bias voltage or single inclination loess tunnel portal start tunneling of pressing, and also can be used for highway, the similar constructing tunnel of water conservancy project.
Brief description of the drawings
Fig. 1 is work progress schematic diagram of the present invention;
Fig. 2 is the plane structure schematic diagram of antiskid retaining wall of the present invention;
Fig. 3 is the facade structures schematic diagram of antiskid retaining wall of the present invention;
Fig. 4 is the layout plan of steel pipe pile in antiskid retaining wall of the present invention;
In figure: 1-open cut tunnel end; 2-steel pipe pile; Under 3-, lead steel arch frame; In 4-, lead steel arch frame; 5-backfill; The upper guiding core soil of 6-; The dark hole of 7-end; On 8-, lead steel arch frame; 9-is domatic; 10-advanced tubule; 11-reinforcing bar; 12-antiskid retaining wall.
Detailed description of the invention
A kind of bias voltage shallow embedding or single quick start tunneling method of inclination chiltern loess tunnel of pressing, comprise the following steps:
Step 1, a side in tunnel in open cut tunnel end 1 free face, the measurement end absolute altitude of appearing, press and lead arch footmark height and first excavate this side antiskid retaining wall foundation (leading down basis), and in antiskid retaining wall foundation, squeeze into steel pipe pile 2, reinforce free face, as shown in Figure 4, steel pipe pile can adopt the long 3.5m steel pipe pile of Φ 150mm, spacing 1m, quincuncial arrangement, strengthens foundation stress;
Under step 2, general, leading steel arch frame 3 intervals pays in advance in antiskid retaining wall foundation, under adjacent, lead steel arch frame spacing and can be 0.5m, length is that portal mileage is within the scope of excavation length, concreting is as antiskid retaining wall foundation, when concrete enforcement, 0.5m is received in retaining wall foundation outside, is embedded in antiskid retaining wall concrete cover 8cm inside steel arch frame by leading steel arch frame under right side;
Step 3, lead steel arch frame 4 in installing, by its with under lead steel arch frame 3 and be connected, continue formwork erection build antiskid retaining wall concrete until on lead with in lead junction plate position, according to construction side pressure reality, barricade can continue to increase, form antiskid retaining wall 12, for on lead steel arch frame Zhi Li and create conditions, in antiskid retaining wall, tamp by backfill 5 respectively in outside, simultaneously by guiding core soil 6 backfill moulding in this side, the wide 5m in antiskid retaining wall bottom, for the structure that bottom is wide, top is narrow, outside 1:0.25 closing slope as shown in Figure 2,3, is the schematic diagram of antiskid retaining wall;
Step 4, slotting tunneling are led arch springing on dark hole end 7, to reduce the disturbance to slope body, on several Pin of first supporting, lead steel arch frame 8, with in lead steel arch frame and form ring-type, and linked network spray is in time established concrete and is formed entirety, when on lead an excavation vertical steel arch bridge joint while contacting domatic 9, apply advanced tubule 10 supportings, in Specific construction, ductule can adopt Φ 42mm, L=6m, solid matter is laid;
Step 5, tunneling are led arch springing groove on the end of dark hole, and reserved upper guiding core soil, at every turn by a Pin construction drilling depth, until lead start tunneling on forming;
Step 6, on lead after start tunneling completes, in excavation, lead, in lead to advance after 5m and lead under excavation, form tunnel three step construction, so far complete tunnel construction.
Case history:
The large standard that this patent applicant of year in October, 2011 builds is to Shuohuang Railway interconnection Shenhua accurate pond railway, tunnel, Shuozhou total length 11292m, for two-wire super long tunnel, for bias voltage shallow embedding or single inclination chiltern loess tunnel of pressing, if 5 inclined shafts and import and export totally 7 operation work area tunneling constructions, 19.1 months contract durations, duration is tight, security risk is large, closing on again the Yan Bei High-cold regions teletostage goes into operation, for meeting tunnel safety normal construction, before teletostage, realized early start tunneling, in construction successful Application the method for the invention, solve to greatest extent tunnel limit, face upward slope brush side amount super large problem, reduce protection bricklaying, save cost, through comparing, enter hole method than the large pipe shed method advance support of Φ 108mm and reduce expenses 780,000 yuan, save time 20 days than excavation kerve earthwork construction method, economic and social benefit is obvious.Prove through Construction practices, the method for the invention is most effective at present, and hole method is entered in the construction that cost is minimum.

Claims (1)

1. bias voltage shallow embedding or single quick start tunneling method of inclination chiltern loess tunnel of pressing, is characterized in that comprising the following steps:
Step 1, a side in tunnel in open cut tunnel end (1) free face, measure the end absolute altitude of appearing, and presses to lead arch footmark height and first excavate this side antiskid retaining wall foundation, and in antiskid retaining wall foundation, squeeze into steel pipe pile (2), reinforces free face;
Step 2, will under lead steel arch frame (3) interval and pay in advance in antiskid retaining wall foundation, length be portal mileage within the scope of excavation length, concreting is as antiskid retaining wall;
Step 3, lead steel arch frame (4) in installing, by its with under lead steel arch frame (3) and be connected, continue formwork erection and build antiskid retaining wall concrete, form antiskid retaining wall (12), in antiskid retaining wall, backfill (5) compacting is used respectively in outside, simultaneously by guiding core soil (6) backfill moulding in this side;
Step 4, slotting tunneling are led arch springing on dark hole end (7), on several Pin of first supporting, lead steel arch frame (8), with in lead steel arch frame form ring-type, and in time linked network spray is established concrete and is formed entirety, when on lead an excavation vertical steel arch bridge joint while contacting domatic (9), apply advanced tubule (10) supporting;
Step 5, tunneling are led arch springing groove on the end of dark hole, and reserved upper guiding core soil, at every turn by a Pin construction drilling depth, until lead start tunneling on forming;
Step 6, on lead after start tunneling completes, in excavation, lead, in lead to advance after a segment distance and lead under excavation, form tunnel three step construction, so far complete tunnel construction.
CN201110417723.8A 2011-12-14 2011-12-14 Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels CN102518453B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201110417723.8A CN102518453B (en) 2011-12-14 2011-12-14 Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201110417723.8A CN102518453B (en) 2011-12-14 2011-12-14 Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels

Publications (2)

Publication Number Publication Date
CN102518453A CN102518453A (en) 2012-06-27
CN102518453B true CN102518453B (en) 2014-08-06

Family

ID=46289491

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201110417723.8A CN102518453B (en) 2011-12-14 2011-12-14 Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels

Country Status (1)

Country Link
CN (1) CN102518453B (en)

Families Citing this family (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103206219A (en) * 2013-05-06 2013-07-17 浙江省宏途交通建设有限公司 Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method
CN104234081B (en) * 2014-09-12 2016-09-14 中铁五局(集团)有限公司 At cheuch, barrel open cut tunnel directly enters the construction method in hole
CN105156121A (en) * 2015-10-08 2015-12-16 中铁二十五局集团第五工程有限公司 Construction method of large-cross section loess tunnel cave entering shallow buried section
CN105863650B (en) * 2016-05-20 2018-11-23 浙江省交通规划设计研究院 It is a kind of elder generation wall after hole tunnel construction method
CN106638509A (en) * 2017-01-04 2017-05-10 中国电建集团贵阳勘测设计研究院有限公司 Tunnel structure capable of reducing slope excavation and construction method thereof
CN107060837B (en) * 2017-03-23 2019-08-13 中铁十六局集团第五工程有限公司 A kind of Shallow-buried asymmetry formula shield arch construction method
CN106907162B (en) * 2017-05-08 2019-04-19 重庆电讯职业学院 A kind of construction method of the supporting of anti-tunnel portal unstability
CN108661669B (en) * 2018-04-28 2019-11-08 中铁六局集团天津铁路建设有限公司 It is a kind of suitable for Shallow-buried section and under wear the method for tunnel construction of shallow-buried water-rich section
CN110318770A (en) * 2019-06-26 2019-10-11 中铁二十三局集团第三工程有限公司 A kind of hazy start tunneling method of vcehicular tunnel
CN111365020A (en) * 2020-02-25 2020-07-03 中国电建集团华东勘测设计研究院有限公司 Back-pressure backfill construction method suitable for biased hole entry under poor geological conditions
CN111271066A (en) * 2020-03-03 2020-06-12 中国电建集团华东勘测设计研究院有限公司 Bias-pressure hole-entering oblique crossing positive construction method

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101324072A (en) * 2008-07-30 2008-12-17 中国科学院武汉岩土力学研究所 Construction method of pervious rib type arch beam tunnel

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101324072A (en) * 2008-07-30 2008-12-17 中国科学院武汉岩土力学研究所 Construction method of pervious rib type arch beam tunnel

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
明洞渡槽段明挖暗做法施工技术;龙有华;《铁道建筑技术》;20100331(第3期);106-108 *
李春奎.金竹岗隧道出口偏压、浅埋段施工技术.《公路隧道》.2011,(第3期),
金竹岗隧道出口偏压、浅埋段施工技术;李春奎;《公路隧道》;20110930(第3期);49-51 *
龙有华.明洞渡槽段明挖暗做法施工技术.《铁道建筑技术》.2010,(第3期),

Also Published As

Publication number Publication date
CN102518453A (en) 2012-06-27

Similar Documents

Publication Publication Date Title
CN102606162B (en) Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN102635120B (en) Circular deep foundation ditch is without Construction of Supporting structure and construction method
CN102758632B (en) Rock stratum double initial support layering method for establishing large-scale underground structure
CN102021911B (en) Side slope reinforcing method and structure
CN105421485B (en) Construction method of high-fill prefabricated cast-in-situ combined pile slab wall protection structure
CN101725258B (en) Integral jacking method of heritage buildings
CN104929648B (en) A kind of tunnel branch base tunnel construction method
CN201125354Y (en) Steep hill road bed branch block reinforced structure
CN106150506B (en) A kind of entrance open excavation section inverted side-wall construction method
CN1837506B (en) Construction method for excavating box-shape structure over an operating tunnel
CN103422501B (en) Anti-floating anchor rod structure in sand seam geology and construction method thereof
CN104452809B (en) A kind of super shallow tunnel cover and cut construction method
CN103147442B (en) Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method
CN102392458B (en) Piling beam cofferdam construction method used for bare rock foundation construction in water
CN102953341B (en) A kind of high-order trestle work structure be arranged in deep water torrent intectate steep bare rock
CN102352590B (en) Method for splicing highfill roadbed by adopting pile-sheet retaining wall
CN105697021B (en) The prefabricated tunnel and construction method in the shallow earthing riverbed of shield crossing
CN203741868U (en) Reinforced concrete retaining wall structure with combined anchor wire
CN103206219A (en) Holed excavation supporting structure for light and dark junction section of tunnel in bias pressure state and construction method
CN101092850A (en) Method and installation for rising building or historical building / cluster of historical building integrally
CN203080518U (en) Self-drilling type recoverable anchor wire
CN104047623B (en) A kind of big across cavern excavation construction method
CN105464134B (en) Multi-layer underground space is along inverse combining construction method and supporting construction under existing facility
CN202969392U (en) Complex geology deep excavation pit combined support

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant