CN102733827B - Tunnel arch exchanging construction method and construction structure in tunnel arch exchanging construction - Google Patents

Tunnel arch exchanging construction method and construction structure in tunnel arch exchanging construction Download PDF

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Publication number
CN102733827B
CN102733827B CN201210220525.7A CN201210220525A CN102733827B CN 102733827 B CN102733827 B CN 102733827B CN 201210220525 A CN201210220525 A CN 201210220525A CN 102733827 B CN102733827 B CN 102733827B
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China
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tunnel
arch
steel
described
preliminary bracing
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CN201210220525.7A
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Chinese (zh)
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CN102733827A (en
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任会
傅立新
周应麟
鲁军纪
刘云付
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湖南省交通规划勘察设计院
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Abstract

The invention discloses a tunnel arch exchanging construction method. The tunnel arch exchanging construction method comprises the following steps of: constructing a temporary support under a tunnel transgression limit section, drilling grouting holes on arch part surfaces of tunnel primary supports, stretching steel floral tubes into the grouting holes, and grouting cement grout so as to reinforce a surrounding edge outside a tunnel excavating contour line; and setting lead tube sheds on the tunnel arch part along a circumferential direction, disassembling the primary supports finally and sequentially according to the distance of primary support steel arch frames, remaking one primary support after one primary support is disassembled, and alternately carrying out the operation of disassembling and remaking until all the arch exchanging constructions in the tunnel transgression limit section are finished. A construction structure disclosed by the invention comprises foundation beams, the temporary support and the steel arch frames, wherein foundation frames of the temporary support are arranged on the foundation beams, the top part of the temporary support is used for supporting the steel arch frames, the grouting holes and the lead tube sheds are uniformly distributed above the steel arch frames, the grouting holes are provided with the steel floral tubes, and the lead tube sheds are mainly formed by the steel floral tubes. The tunnel arch exchanging construction method and the construction structure, which are disclosed by the invention, have the advantages that the working procedure is simple and clear, the safety coefficient is high, the recovery degree of the bearing ability is quick, and the like.

Description

Tunnel changes arch construction method and changes the constructing structure of arch construction for tunnel

Technical field

The present invention relates to construction and constructing structure in a kind of constructing tunnel process, relate in particular to a kind of tunnel and change arch construction method and change the constructing structure of arch construction for tunnel.

Background technology

Highway tunnel construction generally adopts drilling and blasting method at present, the general New Austrian Tunneling Method that adopts of design, in digging process, make full use of the supporting capacity of country rock self, first in the time of excavation, apply preliminary bracing restriction surrouding rock deformation, and stressed together with country rock, common distortion, after after surrouding rock deformation restrains substantially, to apply the collaborative preliminary bracing of secondary lining stressed together.In Tunnel work progress, because geological conditions is poor, grow at shallow embedding, bias voltage, underground water, in the not in place or irrational situation of construction technology of construction organization, easily in tunnel excavation process or after preliminary bracing completes, occur that arch sinks to invading limit, side wall containing excessive and invade the phenomenon of limit, more seriously arch and side wall are invaded limit simultaneously.Tunnel deformation is excessive, exceedes after secondary lining thickness minimum acceptable value, for ensureing structural safety, just must change arch operation, and processing the method that this problem is traditional is that preliminary bracing explosion is exploded, and again carries out preliminary bracing construction.

Current, tunnel changes arch operation and generally has some difficulties for aspects such as supports, manual demolition, grouting reinforcement, below will be narrated respectively:

1. " for support ": so-called " for support " is exactly first to carry out new support, then remove old support, this way when mining method construction, is important, a conventional construction concept and construction technology in the past, there is no at that time combined bolting and shotcrete, support supporting with wood, after excavation 1.5m, carry out moulded lining (arched roof in advance of wall tunneling method), wooden support can not be stayed in concrete, remove and support behind Support Position when concreting, load is passed on template and bow member.Doing so very safely, nowadays this theory is used in and changes in arch operation, is a good idea outwardly, but in practical operation, have new and old steelframe node weakness, remove difficulty, steelframe longitudinally connects many drawbacks such as realizing difficulty.

2. manual demolition: tunnel management person it is generally acknowledged that surrouding rock deformation is large, fragile, should reduce disturbance, and the disturbance of explosion is maximum as far as possible, so the demolition blasting of keeping under strict control will be taked artificial or mechanical removal.Country rock fragility, reduces disturbance, and this judgement is correct, and still, concussion of blasting just and manual work larger than mechanical removal vibrations has serious deviation with regard to safe judgement.The Ministry of Construction is 2cm/s about the explosion in post and panel structure house is shaken to fast standard, that is to say, as long as explosion velocity is controlled in a zone of reasonableness, explosion is exactly safe; And so-called mechanical removal mainly refers to jump bit at present, the vibrations of jump bit are not necessarily little than explosion; The more important thing is, driver is sitting in driver's cabin, and sight line is difficult to reach caulking groove, and this just may cause maloperation, and cutter, to steelframe, forms potential safety hazard.And the dominant ideas of manual demolition will be accomplished " tunnel safety " exactly, in fact, maximum safety is personal security, next is only tunnel, manually be positioned at the dismounting operation of human body top, the object coming off all can directly be pounded on human body, and safety is difficult to be protected equally.

3. grouting reinforcement: surrouding rock deformation is very large, it is generally acknowledged that country rock is inevitable loose, is at present the method that adopts punching slip casting, injects light water mud bonding loose wall rock mostly.In fact, the country rock of distortion may not be loose, and numerous items just exists common static pressure grouting infiltration and fixed invalid problem; In addition, the fixed slurries that inject are " cement pastes ", not equal to be " muddy water slurry ", cement paste injects country rock, first the effect of playing is not as " glue sticky paper ", loose wall rock " to be glued " together, but water is first softening to country rock, this is very dangerous in constructing tunnel, and a lot of tunnels cave in filling process.

Based on this, in order more effectively to save the duration, guarantee constructor's safety, also in order to ensure that the supporting capacity of changing the rear structure of arch can meet the demands, be necessary to develop effective construction and constructing structure, provide guidance to concentrate popularization for tunnel changes arch construction, improve validity, normalization and the safety of changing arch operation.

Summary of the invention

The technical problem to be solved in the present invention is to overcome the deficiencies in the prior art, provide the tunnel that a kind of operation is simple and clear, safety factor is high, supporting capacity recovery extent is fast to change arch construction method, also corresponding provide a kind of simple in structure, be easy to installation and removal, safety good change the constructing structure of arch construction for tunnel.

For solving the problems of the technologies described above, the technical scheme that the present invention proposes is that a kind of tunnel changes arch construction method, comprises the following steps:

(1) temporary supporting: change at needs tunnel that arch processes and build temporary supporting below invading limit section, the basic part of temporary supporting is arranged on the grade beam of bottom surface, tunnel, and the top-supported of temporary supporting is lived the steel arch frame of the former preliminary bracing in tunnel; Described preliminary bracing is generally sprayed mortar and shaped steel combination structure;

(2) radially consolidation by grouting: injected hole is bored on the surface, arch in the former preliminary bracing in tunnel, injected hole is uniformly distributed and radially extend into along arch, tunnel hoop in the rock mass of invading limit section top; Then steel floral tube is extend in injected hole and grouting methol, with the country rock outside Strengthening Tunnel excavation contour line;

(3) Shed-pipe Advanced Support: along being arranged circumferentially Shed-pipe Advanced Support, Shed-pipe Advanced Support extend into the rock mass of invading limit section top along tunnel excavation direction is oblique from vault in arch, tunnel;

(4) remove supporting: remove the former preliminary bracing of invading secondary lining (secondary lining the is generally reinforced concrete structure) headroom in tunnel recombination lining cutting by Pin according to the spacing of former initial stage Support Steel bow member; Described dismounting comprise adopt that jump bit is loosening, artificial chisel removes the preliminary bracing of being out of shape or having invaded limit, the steel arch frame of every dismounting one Pin preliminary bracing, the corresponding vertical supporting frame of removing a Pin temporary supporting except methods such as, little dose explosions; Dismounting order preferably adopts from the bottom to top, the order of first wall rear arch is carried out; Generally can not large area remove preliminary bracing, with anti-collapse and roof fall;

(5) recast lining cutting: adopt sprayed mortar and steel part (preferably shaped steel) again to apply the preliminary bracing in tunnel recombination lining cutting (composite lining comprises preliminary bracing and secondary lining) by Pin, on the basis that meets former secondary lining headroom, frame founds steel arch frame again, and adopt the form of hanging double steel bar net sprayed mortar to recover the preliminary bracing being removed, so that the supporting capacity of energy initial stages of restoration supporting after temporary supporting is removed, the arch construction of changing that completes tunnel (is noted, remove and then recast one Pin lining cutting after a Pin, remove again, recast the 2nd Pin, hocket in this order).

Above-mentioned tunnel changes arch construction method, in described step (1), preferably, described temporary supporting mainly forms (being all preferably shaped steel) by the steel waling stripe of the multiple steel vertical supporting framves that distribute along tunnel piercing direction and the each vertical supporting frame of series connection, and each vertical supporting chord position is in every Pin steel arch frame below of the former preliminary bracing in tunnel.Described vertical supporting frame preferably includes and is positioned at same perpendicular and interconnective cross binding, vertical supporting and oblique support, and described waling stripe is connected in cross binding, vertical supporting or the oblique support of each vertical supporting frame.

Above-mentioned tunnel changes arch construction method, and in described step (1), the contact point of the steel arch frame of the former preliminary bracing in the top of described temporary supporting and tunnel is preferably at least 3 points (more preferably or 7 points) at 5.By contact point, external force suffered Tunnel is passed to temporary supporting, reduce the distortion of changing preliminary bracing in arch and mud jacking process.Described temporary supporting is mainly built by shaped steel, and the type of attachment between each member generally adopts welding.

Above-mentioned tunnel changes arch construction method, and in described step (3), described Shed-pipe Advanced Support is preferably mainly made up of steel floral tube and grouting methol.This preferred Shed-pipe Advanced Support form of structure can be protected tunnel men working safety, reduce landslide risk.

Above-mentioned tunnel changes arch construction method, and described Shed-pipe Advanced Support is preferably greater than described radial grouting hole along the distribution density on the hoop of arch, tunnel in arch, tunnel along the steel pipe distribution density on hoop; Described Shed-pipe Advanced Support in tunnel the steel pipe level interval on be longitudinally preferably greater than described radial grouting hole tunnel longitudinally on level interval.

Above-mentioned tunnel changes arch construction method, and described steel floral tube preferably adopts seamless steel pipe to make through tailoring, after perforation processing, and described steel floral tube surrounding is offered injected hole.

Above-mentioned tunnel changes arch construction method, and described cement paste is preferably the neat slurry that is mixed with accelerating admixture, and water/binder ratio is preferably 1: (0.6~1).

Above-mentioned tunnel changes arch construction method, and the described recast lining cutting preferably reperfusion serosity intensity after consolidation by grouting reaches 75% and starts to carry out when above.

In above-mentioned construction method of the present invention, whole operation is by removing and the two large divisions that reforms forms, and must could again apply lining cutting guaranteeing to remove under safe prerequisite.

As a total technical conceive, the present invention also provides a kind of constructing structure that changes arch construction method for tunnel, described constructing structure comprises the steel arch frame of grade beam, the former preliminary bracing of temporary supporting and tunnel, the foundation frame of described temporary supporting is located on the grade beam of bottom surface, tunnel, and the top-supported of described temporary supporting is lived the steel arch frame of the former preliminary bracing in tunnel; Described steel arch frame top is evenly distributed with and extends to tunnel and invade the injected hole in limit section rock mass along arch, tunnel hoop, in injected hole, be provided with steel floral tube, described steel arch frame top is evenly distributed with and extends to tunnel and invade the Shed-pipe Advanced Support in limit section rock mass along arch, tunnel hoop, and described Shed-pipe Advanced Support is mainly made up of steel floral tube.

As the further improvement to above-mentioned constructing structure, described temporary supporting is mainly made up of the steel waling stripe of the multiple steel vertical supporting framves that distribute along tunnel piercing direction and the each vertical supporting frame of series connection, and each vertical supporting chord position is in every Pin steel arch frame below of the former preliminary bracing in tunnel.Described vertical supporting frame comprises and is positioned at same perpendicular and interconnective cross binding, vertical supporting and oblique support, and described waling stripe is connected in cross binding, vertical supporting or the oblique support of each vertical supporting frame; The contact point of the steel arch frame of the former preliminary bracing in the top of described temporary supporting and tunnel is at least 3 points.

As the further improvement to above-mentioned constructing structure, described Shed-pipe Advanced Support is preferably greater than described radial grouting hole along the distribution density on the hoop of arch, tunnel in arch, tunnel along the steel pipe distribution density on hoop; Described Shed-pipe Advanced Support in tunnel the steel pipe level interval on be longitudinally preferably greater than described radial grouting hole tunnel longitudinally on level interval.

What the above-mentioned tunnel that the present invention proposes changed arch construction method and constructing structure employing is that one is first reinforced rear dismounting thought; this engineering method first adopts temporary supporting support top to the larger preliminary bracing of distortion; loose wall rock consolidation by grouting to tunnel perimeter under the protection of temporary supporting; after slurry intensity forms, under the protection of Shed-pipe Advanced Support, remove by Pin the preliminary bracing that distortion is large, then recover normal preliminary bracing by Pin.

At present the current arch engineering method of changing is generally that entirety changes and invades limit section, this method exist dismounting scope large, easily cause landslide, be difficult to ensure the drawbacks such as operating personnel's personal safety; Compared with prior art, the invention has the advantages that: construction method of the present invention and constructing structure first arrange temporary supporting before the country rock of the confined space around grouting reinforcement tunnel excavation outline line, this has limited the continuation distortion of preliminary bracing under grouting pressure, and be limited within the scope of a Pin or two Pin steelframes removing the impact of lining cutting, the lining cutting in other regions can be subject to temporary supporting or the protection of the preliminary bracing that recovered; Construction method of the present invention and constructing structure can be processed and cause preliminary bracing distortion excessive or destroy the tunnel construction sections that affects structural safety because of bad landform geological conditionss such as features as poor geologic condition, bias voltage are serious; under the protection of temporary supporting and Shed-pipe Advanced Support; constructor can be safely in bottom construction, reduced the danger of removing top in preliminary bracing process and fall piece or landslide.

To sum up, the present invention can be tunnel and changes arch construction normative, procedural guidance are provided, greatly improve the standardized work of construction, provide practical, clear and definite, safe, the economic arch method of changing for existing from now on the highway tunnel of disease to change arch construction, there is good application prospect.

Brief description of the drawings

Fig. 1 changes constructing tunnel standard section figure before arch (clearer for making to change the description of arch engineering method, in Fig. 1 in not shown composite lining the system anchor bolt of preliminary bracing and double steel bar net sheet) in the embodiment of the present invention.

Fig. 2 is the sectional view (in figure, arrow is depicted as tunnel piercing direction) at A-A place in Fig. 1.

Fig. 3 is the Construction State schematic diagram of building in the embodiment of the present invention after temporary supporting.

Fig. 4 is the sectional view at B-B place in Fig. 3.

Fig. 5 is Construction State schematic diagram when consolidation by grouting in the embodiment of the present invention.

Fig. 6 is the sectional view at C-C place in Fig. 5.

Fig. 7 is the structural representation of slip casting steel floral tube in the embodiment of the present invention.

Fig. 8 is the Construction State schematic diagram (also can see constructing structure of the present invention in figure) while Shed-pipe Advanced Support being set in the embodiment of the present invention.

Fig. 9 is the sectional view at D-D place in Fig. 8.

Figure 10 removes and changes the vertical face schematic diagram of arch within the scope of first and second Pin temporary supporting in the embodiment of the present invention.

Figure 11 removes and changes the vertical face schematic diagram of arch within the scope of the 3rd Pin temporary supporting in the embodiment of the present invention.

marginal data:

11. top bar; Step in 12.; 13. get out of a predicament or an embarrassing situation; 21. arch wall portion sprayed mortars; 22. inverted arch base injcction concrete; 23. shaped steel archs of topping bar; Step shaped steel arch in 24.; 25. shaped steel archs of getting out of a predicament or an embarrassing situation; 26. inverted arch bottom supporting shaped steel archs; 27. secondary linings; 3. vertical supporting frame; 31. oblique supports; 32. vertical supportings; 33. cross binding; 34. vertical equity connecting rods; 35. grade beams; 4. injected hole; 41. enclosed areas; 42. grout compartments; 43. guide heads; 5. Shed-pipe Advanced Support.

Detailed description of the invention

Below in conjunction with Figure of description and specific embodiment, the invention will be further described.

embodiment:

Certain speedway has a two-way six-lane separate type highway tunnel, finds that country rock is Devonian system Late Devonian culm and mud stone substantially in work progress, rock matter weakness, and tectonic movement is strong, is unfavorable for constructing tunnel.

Tunnel structure section adopts the shape of a hoof, and excavation span reaches 18m, excavation height 12m, and arch ratio of rise to span is 0.55.Tunnel adopts drill bursting construction, carries out supporting by New Austrian Tunneling Method mode.Supporting and protection structure adopts composite lining, and preliminary bracing is anchor sprayed concrete, includes i iron skeleton.Secondary supporting is that cast-in-place mould is built steel concrete, and the preliminary bracing that generally lags behind applied about 2~3 months.

Constructing tunnel adopts three step seven step excavation methods, and the construction of topping bar adopts the Core Soil circular cut method of staying.In get out of a predicament or an embarrassing situation and generally about 1~1.5 month, implement completely, face just seals into ring at that time.Limited by tunnel geology situation and construction, after the excavation of topping bar, the distortion of preliminary bracing structure is larger.The distortion significantly horizontal convergence value of section reaches 9.5mm/d, and vault sedimentation significantly section reaches 25mm/d.Design deformation allowance is 15cm, actual reserved 30cm~35cm when contractor constructs.In lasting deformation process, secondary lining scope is invaded in local paragraph preliminary bracing, and maximum intrusion amount reaches 60cm, there is no the position of secondary lining completely.

For ensureing safety for tunnel engineering, prevent Tunnel Landslide, ensure the thickness of secondary lining, need change arch construction to invading limit section, remove former preliminary bracing and reform, the present embodiment has adopted one tunnel of the present invention as shown in Fig. 1~Figure 11 to change arch construction method, specifically comprises the following steps.

1. temporary supporting: as shown in Figure 1 and Figure 2, Fig. 1 is that the tunnel of the present embodiment changes the construction reference profile before arch construction, its mainly by topping bar 11, middle step 12,13 3 the step step excavation of getting out of a predicament or an embarrassing situation form, 11 faces and middle step 12 face spacing 30m~40m top bar, middle step 12 faces and 13 faces of getting out of a predicament or an embarrassing situation are at a distance of 20m~30m, and the limit section of invading that need to change arch is arranged in and tops bar between 11 faces and step 12 faces.Change at needs tunnel that arch processes and build temporary supporting as shown in Figure 3, Figure 4 below invading limit section, the basic part of temporary supporting is arranged on the grade beam 35 of bottom surface, tunnel, and the top-supported of temporary supporting is lived the steel arch frame of the former preliminary bracing in tunnel.In the present embodiment, the former preliminary bracing in tunnel is sprayed mortar and steel arch frame combining structure.Wherein, sprayed mortar comprises arch wall portion sprayed mortar 21 and inverted arch base injcction concrete 22; The steel arch frame of the former preliminary bracing in tunnel comprises the shaped steel arch 23 of topping bar, the middle step shaped steel arch 24 of former preliminary bracing, get out of a predicament or an embarrassing situation shaped steel arch 25 and inverted arch bottom supporting shaped steel arch 26, because the limit section of invading of the present embodiment is positioned at the position of topping bar, therefore, the temporary supporting of the present embodiment is built in 11 places of topping bar, and the top-supported of temporary supporting is lived in step shaped steel arch 23.As shown in Figure 3 and Figure 4, the temporary supporting of the present embodiment is mainly made up of the vertical equity connecting rod 34 of the multiple steel vertical supporting framves 3 that distribute along tunnel piercing direction and the each vertical supporting frame 3 of series connection, and vertical supporting frame 3 and vertical equity connecting rod 34 are by section steel manufacture.Each vertical supporting frame 3 is all bottomed on grade beam 35 (grade beam 35 adopts concrete or sprayed mortar), and every Pin that each vertical supporting frame 3 lays respectively at the former preliminary bracing in tunnel tops bar shaped steel arch 23 belows to support the shaped steel arch 23 of topping bar.Vertical supporting frame 3 comprises and is positioned at same perpendicular and interconnective cross binding 33, vertical supporting 32 and oblique support 31, and vertical equity connecting rod 34 is connected in the oblique support 31 of each vertical supporting frame 3.In the present embodiment, single vertical supporting frame 3 is 5 points (referring to Fig. 3) with the contact point of the shaped steel arch 23 of topping bar, and by contact point, external force suffered Tunnel is passed to temporary supporting, reduces the distortion of changing preliminary bracing in arch and mud jacking process.Temporary supporting is mainly built by shaped steel, and the type of attachment between each member all adopts welding.In the present embodiment, temporary supporting bottom is reserved with one " people " font construction passage, to ensure that construction machinery and vehicle can pass through.

2. radially consolidation by grouting: as shown in Figure 5, Figure 6, after temporary supporting has been built, injected hole 4 is bored on surface, arch in the former preliminary bracing in tunnel, injected hole 4 is along being uniformly distributed (longitudinal quincuncial arrangement along tunnel) within the scope of 120 ° of arch, tunnel hoops, in the present embodiment, in single vertical plane, spudded in 19 injected hole 4(altogether referring to Fig. 5), and each injected hole 4 radially extend in the rock mass of invading limit section top; Then steel floral tube is extend into country rock grouting methol in injected hole 4 and around to arch, tunnel, with the country rock outside Strengthening Tunnel excavation contour line.As shown in Figure 7, steel floral tube is to adopt seamless steel pipe to make through tailoring, after perforation processing, and it is mainly made up of guide head 43, grout compartment 42 and enclosed area 41 3 parts, and steel floral tube surrounding is offered injected hole.Steel floral tube heads into country rock after injected hole 4 spudding in, and boring adopts pneumatic type rig, and from bottom to up, grouting termination condition is according to final pressure and two index controls of single hole grouting amount for grouting order.The cement paste of pressure injection is the neat slurry that is mixed with accelerating admixture, and water/binder ratio is 1: (0.6~1).

3. Shed-pipe Advanced Support: as shown in Figure 8 and Figure 9, along being arranged circumferentially Shed-pipe Advanced Support 5, Shed-pipe Advanced Support 5 extend into the rock mass of invading limit section top along tunnel excavation direction is oblique from vault in arch, tunnel; The main body of Shed-pipe Advanced Support 5 is made up of steel floral tube and grouting methol equally, and in the steel floral tube structure in Shed-pipe Advanced Support 5 and Fig. 7, grouting is basic identical with the structure of steel floral tube.After employing pneumatic type drill hole of drilling machine, steel floral tube is headed into front, tunnel; after steel floral tube jacking, suitably grouting (cement paste in cement paste and the step 2 of perfusion is basic identical) forms Shed-pipe Advanced Support 5, personal security when Shed-pipe Advanced Support can play protection dismounting lining cutting.In the present embodiment, Shed-pipe Advanced Support 5 is that with the remarkable difference of injected hole 4 Shed-pipe Advanced Support 5 is not the radially extension along arch, tunnel, but in the oblique rock mass that extend into front, tunnel, and Shed-pipe Advanced Support 5 in arch, tunnel along the steel pipe distribution density on hoop to obviously be greater than injected hole 4 along the distribution density on the hoop of arch, tunnel (referring to Fig. 8, in the present embodiment, on a certain cross section, can see the Shed-pipe Advanced Support forming by 55 steel floral tubes are set, but 4 of injected holes arrange 19); Shed-pipe Advanced Support 5 in tunnel the steel pipe level interval on longitudinally be greater than injected hole 4 tunnel longitudinally on level interval (as seen from Figure 9, tunnel longitudinally on every 4 correspondences of three row's injected holes that arrange one row's Shed-pipe Advanced Support 5 is set).

4. remove supporting: as shown in Figure 10 and Figure 11, remove the former preliminary bracing of invading secondary lining (secondary lining the is generally reinforced concrete structure) headroom in tunnel recombination lining cutting; Dismounting comprise adopt that jump bit is loosening, artificial chisel removes the preliminary bracing of being out of shape or having invaded limit, the steel arch frame of every dismounting one Pin preliminary bracing, the corresponding vertical supporting frame 3 of removing a Pin temporary supporting except methods such as, little dose explosions; Dismounting order adopts from the bottom to top, the order of first wall rear arch is carried out; Generally can not large area remove preliminary bracing, with anti-collapse and roof fall.Figure 10 be in the present embodiment a Pin of temporary supporting and the dismounting of the 2nd Pin vertical supporting frame 3 and change arch schematic diagram (referring to the E place in Figure 10), reach 75% when above until the slurry intensity of enclosing-rock cement-grouting, remove again the shaped steel arch 23 of topping bar of a Pin and the 2nd Pin vertical supporting frame 3 top correspondences, remove the preliminary bracing of arch distortion.

In the time that reaching designing requirement, preliminary bracing sprayed concrete strength carries out again further work.

(5) recast lining cutting: after the temporary supporting at a Pin and the 2nd Pin place and preliminary bracing are removed, again apply preliminary bracing at this place, adopt sprayed mortar and shaped steel again to apply the preliminary bracing in tunnel recombination lining cutting (composite lining comprises preliminary bracing and secondary lining 27), on the basis that meets former secondary lining 27 headroom, frame founds the shaped steel arch 23 of topping bar again, and adopt the form of hanging double steel bar net sprayed mortar to recover the preliminary bracing being removed, so that the supporting capacity of energy initial stages of restoration supporting after temporary supporting is removed, the arch that changes that completes tunnel is constructed.After the changing of the one Pin and the 2nd Pin place encircleed, what start to carry out the 3rd Pin place changes arch (referring to the F place in Figure 11), the dismounting at the 3rd Pin place is changed arch operation and is operated basic identical with the arch that changes at an aforementioned Pin and the 2nd Pin place, the rest may be inferred, undertaken by Pin, limit all the changing of section to encircle construction (arch that changes of follow-up each Pin operates not shown) until complete to invade.

The construction method of the present embodiment and constructing structure can be avoided, because tunnel grouting causes that country rock relaxes and then malformation aggravates the risk even collapsing, effectively having ensured constructor's safety, implement the theory that people-oriented.The construction method of the present embodiment may be used on similar tunnel, underground structure etc. because distortion is compared with repairing and the reinforcing of the limited project of large physical dimension, has advantages of safe, efficient, economically, even can be used as standard engineering method and is promoted.

In the construction method of above-mentioned the present embodiment, use constructing structure of the present invention, as shown in Figure 8 and Figure 9, this constructing structure comprises the shaped steel arch 23 of topping bar of grade beam 35, the former preliminary bracing of temporary supporting and tunnel, the foundation frame of temporary supporting is located on the grade beam 35 of bottom surface, tunnel, and the top-supported of temporary supporting is lived in step shaped steel arch 23; Shaped steel arch 23 tops of topping bar are evenly distributed with and extend to tunnel and invade the injected hole 4 in limit section rock mass along arch, tunnel hoop, in injected hole 4, be provided with steel floral tube, shaped steel arch 23 tops of topping bar are evenly distributed with and extend to tunnel and invade the Shed-pipe Advanced Support 5 in limit section rock mass along arch, tunnel hoop, and Shed-pipe Advanced Support 5 is mainly made up of steel floral tube.

Temporary supporting in above-mentioned constructing structure is mainly made up of the steel vertical equity connecting rod 34 of 16 the steel vertical supporting framves 3 that distribute along tunnel piercing direction and the each vertical supporting frame 3 of series connection, and each vertical supporting frame 3 every Pin of being positioned at the former preliminary bracing in tunnel shaped steel arch 23 belows of topping bar.Vertical supporting frame 3 comprises and is positioned at same perpendicular and interconnective cross binding 33, vertical supporting 32 and oblique support 31, and vertical equity connecting rod 34 is connected in the oblique support 31 of each vertical supporting frame 3; The contact point of the shaped steel arch 23 of topping bar of the former preliminary bracing in the top of temporary supporting and tunnel is 5 points.

Shed-pipe Advanced Support 5 in above-mentioned constructing structure is greater than injected hole 4 along the distribution density on the hoop of arch, tunnel in arch, tunnel along the steel floral tube distribution density on hoop; Shed-pipe Advanced Support 5 in tunnel the steel floral tube level interval on be longitudinally greater than injected hole 4 tunnel longitudinally on level interval.

Above-described embodiment is only used to further explain and describe optimal technical scheme proposed by the invention, to help those skilled in the art further to understand the core concept of technical solution of the present invention.Those of ordinary skill in the art is in application process of the present invention, and the unsubstantiality of doing in detailed description of the invention and details changes (comprising works form, deformation failure degree, temporary supporting form etc.), all in protection scope of the present invention.

Claims (6)

1. tunnel changes an arch construction method, comprises the following steps:
(1) temporary supporting: change at needs tunnel that arch processes and build temporary supporting below invading limit section, the basic part of temporary supporting is arranged on the grade beam of bottom surface, tunnel, and the top-supported of temporary supporting is lived the steel arch frame of the former preliminary bracing in tunnel; Described temporary supporting is mainly made up of the steel waling stripe of the multiple steel vertical supporting framves that distribute along tunnel piercing direction and the each vertical supporting frame of series connection, and each vertical supporting chord position is in every Pin steel arch frame below of the former preliminary bracing in tunnel; Described vertical supporting frame comprises and is positioned at same perpendicular and interconnective cross binding, vertical supporting and oblique support, and described waling stripe is connected in cross binding, vertical supporting or the oblique support of each vertical supporting frame; The contact point of the steel arch frame of the former preliminary bracing in the top of described temporary supporting and tunnel is at least 5 points; Temporary supporting bottom is reserved with one " people " font construction passage, to ensure that construction machinery and vehicle can pass through;
(2) radially consolidation by grouting: injected hole is bored on the surface, arch in the former preliminary bracing in tunnel, injected hole is uniformly distributed and radially extend into along arch, tunnel hoop in the rock mass of invading limit section top; Then steel floral tube is extend in injected hole and grouting methol, with the country rock outside Strengthening Tunnel excavation contour line;
(3) Shed-pipe Advanced Support: along being arranged circumferentially Shed-pipe Advanced Support, Shed-pipe Advanced Support extend into the rock mass of invading limit section top along tunnel excavation direction is oblique from vault in arch, tunnel; Described Shed-pipe Advanced Support is greater than described injected hole along the distribution density on the hoop of arch, tunnel in arch, tunnel along the steel pipe distribution density on hoop; Described Shed-pipe Advanced Support in tunnel the steel pipe level interval on be longitudinally greater than described injected hole tunnel longitudinally on level interval;
(4) remove supporting: remove the former preliminary bracing of invading the secondary lining headroom in tunnel recombination lining cutting by Pin according to the spacing of former initial stage Support Steel bow member;
(5) recast lining cutting: adopt sprayed mortar and steel part again to apply the preliminary bracing in tunnel recombination lining cutting by Pin, recast one Pin and then after every dismounting one Pin, dismountings-recast hockets, and invades whole arches that change of limit section and constructs until complete tunnel.
2. tunnel according to claim 1 changes arch construction method, it is characterized in that, in described step (3), described Shed-pipe Advanced Support is mainly made up of steel floral tube and grouting methol.
3. tunnel according to claim 1 and 2 changes arch construction method, it is characterized in that, described steel floral tube is to adopt seamless steel pipe to make through tailoring, after perforation processing, and described steel floral tube surrounding is offered injected hole.
4. tunnel according to claim 1 and 2 changes arch construction method, it is characterized in that, described cement paste is the neat slurry that is mixed with accelerating admixture, and water/binder ratio is 1: (0.6~1).
5. tunnel according to claim 1 and 2 changes arch construction method, it is characterized in that, described recast lining cutting is that the reperfusion serosity intensity after consolidation by grouting reaches 75% and starts to carry out when above.
6. one kind is changed the constructing structure in arch construction method for tunnel described in claim 1~5 any one, it is characterized in that: described constructing structure comprises the steel arch frame of grade beam, the former preliminary bracing of temporary supporting and tunnel, the foundation frame of described temporary supporting is located on the grade beam of bottom surface, tunnel, and the top-supported of described temporary supporting is lived the steel arch frame of the former preliminary bracing in tunnel; Described steel arch frame top is evenly distributed with and extends to tunnel and invade the injected hole in limit section rock mass along arch, tunnel hoop, in injected hole, be provided with steel floral tube, described steel arch frame top is evenly distributed with and extends to tunnel and invade the Shed-pipe Advanced Support in limit section rock mass along arch, tunnel hoop, and described Shed-pipe Advanced Support is mainly made up of steel floral tube;
Described temporary supporting is mainly made up of the steel waling stripe of the multiple steel vertical supporting framves that distribute along tunnel piercing direction and the each vertical supporting frame of series connection, and each vertical supporting chord position is in every Pin steel arch frame below of the former preliminary bracing in tunnel; Described vertical supporting frame comprises and is positioned at same perpendicular and interconnective cross binding, vertical supporting and oblique support, and described waling stripe is connected in cross binding, vertical supporting or the oblique support of each vertical supporting frame; The contact point of the steel arch frame of the former preliminary bracing in the top of described temporary supporting and tunnel is at least 5 points; Described Shed-pipe Advanced Support is greater than described injected hole along the distribution density on the hoop of arch, tunnel in arch, tunnel along the steel pipe distribution density on hoop; Described Shed-pipe Advanced Support in tunnel the steel pipe level interval on be longitudinally greater than described injected hole tunnel longitudinally on level interval.
CN201210220525.7A 2012-06-29 2012-06-29 Tunnel arch exchanging construction method and construction structure in tunnel arch exchanging construction CN102733827B (en)

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