CN102562099B - Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits - Google Patents

Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits Download PDF

Info

Publication number
CN102562099B
CN102562099B CN201210067822.2A CN201210067822A CN102562099B CN 102562099 B CN102562099 B CN 102562099B CN 201210067822 A CN201210067822 A CN 201210067822A CN 102562099 B CN102562099 B CN 102562099B
Authority
CN
China
Prior art keywords
excavation
arch
supporting
steelframe
construction
Prior art date
Application number
CN201210067822.2A
Other languages
Chinese (zh)
Other versions
CN102562099A (en
Inventor
章程
杨俊东
苏杰
田宝华
陈幼林
王红
刘延龙
霍莉
于海
王维强
薛俊
Original Assignee
中铁二十三局集团第四工程有限公司
中铁二十三局集团有限公司
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 中铁二十三局集团第四工程有限公司, 中铁二十三局集团有限公司 filed Critical 中铁二十三局集团第四工程有限公司
Priority to CN201210067822.2A priority Critical patent/CN102562099B/en
Publication of CN102562099A publication Critical patent/CN102562099A/en
Application granted granted Critical
Publication of CN102562099B publication Critical patent/CN102562099B/en

Links

Abstract

The invention discloses a method for carrying out rapid face excavation construction on a loess tunnel by double rows of small conduits, which comprises the following steps of: excavation and supporting of a side front slope, i.e. after completing earth excavation of the side front slope, immediately carrying out temporary protection of suspended net shotcrete on the side front slope; construction of a protection arch, i.e. excavating a tunnel face of an upper step tunnel opening, carrying out measure lofting, arranging the section steel frame protection arch from the arch top to the outside of the tunnel in a range of above a springing line and spraying concrete to the protection arch to form protection arch concrete; construction of advance supporting of the double rows of small conduits, i.e. drawing small conduit hole sites which need to be arranged on the tunnel face, then arranging the double rows of small conduits at the small conduit hole sites in the range of an arch part of the opening, carrying out grouting on the arch part by a grouting machine through the small conduits, and blocking off orifices of the small conduits after finishing grouting; and excavation and supporting of a tunnel body, i.e. after the protection arch concrete achieves the design strength and the construction of the double rows of small conduits in a first circle of the tunnel opening is completed, starting the loess excavation and supporting operation of the tunnel body. The method disclosed by the invention has a simple construction process and is easy to operate. The overexcavation phenomenon is effectively reduced. The construction cost is reduced.

Description

Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits

Technical field

The present invention relates to tunnel construction technology field, be specifically related to a kind of method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits, be applicable to carry out constructing tunnel in slightly close and above collapsible loess geology.

Background technology

In loess tunnel construction process, easily there is even cave in accident of moderate finite deformation, designing institute generally adopted large pipe shed support to loess tunnel start tunneling in the past, the advantage of bassoon canopy advance support is that safe and reliable, disposable advance support length is long, globality is better, and shortcoming is long construction period, first construct and protect arch guiding wall, special equipment boring, outer limb is wayward, and excavation falls piece and causes larger backbreaking, and cost is higher.Therefore be badly in need of adopting a kind of simple, easy to operate, economic constructing tunnel excavation method.

Summary of the invention

The object of the invention is to overcome the problems referred to above that prior art exists, propose a kind of method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits, the method construction technology is simple, easy to operate, effectively reduces and backbreaks, and reduces construction cost.

In order to realize foregoing invention object, the present invention by the following technical solutions:

A method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits, comprises the steps:

A, Bian Yangpo excavation and supporting, limit after facing upward slope soil excavation and completing immediately opposite side face upward slope and carry out suspended net shotcrete provisional protection;

B, protect arch and apply, the excavation hole face of topping bar, measures setting-out, in the above scope of springing line, profile steel frame is set outside hole from vault and protects arch, to protecting arch sprayed mortar, forms and protects arch concrete;

C, apply double ductule advance support, on face, draw the position, ductule hole that need establish, then at place, position, ductule hole described in the scope of arch, hole, double advanced tubule be set, then with slurry filling machine by ductule to arch slip casting, after slip casting finishes, by the shutoff of the ductule mouth of pipe;

D, tunnel cutting and supporting, protect arch concrete and reach design strength, after first ring double ductule in hole has applied, starts barrel loess excavation and supporting operation.

Wherein, in described step D, starting barrel loess excavation and supporting operation specifically comprises the steps:

D1) arch excavation and supporting, arch every excavation once supporting drilling depth 1 Pin steelframe spacing, the every excavation once supporting of abutment wall drilling depth 2 Pin steelframe spacing, the each drilling depth of inverted arch must not be greater than 3m, inverted arch apart from excavation face distance in 35m, secondary lining apart from face distance in 70m;

D2) top heading excavation and supporting, top heading excavation, vault anticipated settlement 20cm, carry out hoop slotting excavation, longitudinally excavation length is 0~50cm, each excavation supporting 1 Pin steelframe, and excavation width is 50~80cm, after having excavated, carry out steelframe supporting operation, after steelframe supporting operation completes, steelframe is carried out to sprayed mortar operation;

D3) upper and lower bench excavation and supporting, top bar after excavation 15~20m, and the excavation steelframe supporting operation that starts to get out of a predicament or an embarrassing situation, carries out sprayed mortar operation after steelframe supporting operation completes immediately, and the complete rear timely backfill of concrete construction to be sprayed, forms back-pressure;

D4) inverted arch excavation and supporting at the bottom of tunnel, bench excavation and supporting length reach after 10-15m instantly, start to carry out inverted arch excavation and supporting at the bottom of tunnel; Inverted arch excavation and the each drilling depth of supporting operation are controlled three Pin steelframe distances, after each excavation supporting completes, carry out immediately inverted arch construction.

Wherein, described inverted arch construction concrete steps are: at the bottom of removing tunnel, void is cut and foreign material, adopt inverted arch large form mind-set bilateral symmetry in inverted arch to construct, once-cast; After tunnel invert construction, clean empty quarrel and foreign material on inverted arch, after final set, concrete is filled in construction in time.

In order not affect other procedures of the place ahead, tunnel, after inverted arch construction, to set up make-shift bridge.

Preferably, in described steps A, opposite side is faced upward slope and is carried out suspended net shotcrete provisional protection and adopt Φ 8 steel mesh reinforcements, steel mesh reinforcement mesh spacing 20 * 20cm, and cartridge bag rock-bolt length 4.5m, spacing 1.2 * 1.2m, quincuncial arrangement, sprayed mortar is C25, thickness 10cm.

Preferably, in described step B, arrange profile steel frame protect arch length be 1m, the every Pin spacing of steelframe 0.5m, the one Pin faces upward slope with Dong Ding and is closely connected, arch springing bottom pad 60cm elongated slot steel, inner side link plate between every Pin, vault anticipated settlement 20cm, sprayed mortar makes to protect arch moulding, and protecting arch concrete is C25, thickness 25cm.

Preferably, the single long 5m of ductule in described step C, ductule circumferential distance 0.2m, takes to arrange up and down plum blossom and arranges, arranges up and down vertical interval 20cm, longitudinal lap joint 2m.

Further, described ductule adopts Φ 42 hot rolled seamless steel tubes to make, wall thickness 3.5mm, and its front portion is provided with injected hole, aperture 6~8mm, pitch of holes 10~20cm, becomes quincuncial arrangement, and front end is processed into taper, within the scope of mouth of pipe section 0.8m, does not hole.

Compared with prior art, beneficial effect of the present invention:

First method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits of the present invention carries out Bian Yangpo excavation and supporting, limit after facing upward slope soil excavation and completing immediately opposite side face upward slope and carry out suspended net shotcrete provisional protection, prevent wind erosion and rain erosion, guaranteed to face upward slope stable; Then protect arch and apply, excavate the hole face of topping bar, measure setting-out, in the above scope of springing line, profile steel frame is set outside hole from vault and protects arch, to protecting the formation of arch sprayed mortar, protect arch concrete; Then apply double ductule advance support, on face, draw the position, ductule hole that need establish, at place, position, ductule hole described in the scope of arch, hole, double ductule is set, again with slurry filling machine by ductule to arch slip casting, after slip casting finishes, by the shutoff of the ductule mouth of pipe, the pipe in case slurries flow backwards, outer assurance advance support quality; Finally carry out tunnel cutting and supporting, protect arch concrete and reach design strength, after first ring double ductule in hole has applied, start barrel loess excavation and supporting operation.Adopt double ductule advance support not need to apply guiding wall, construction technology is simple, easy to operate, enters hole fast, and because ductule length is 5m, bore angle is easy to control, has reduced to backbreak, and cost is lower.

Accompanying drawing explanation

Fig. 1 is construction tunnel structural representation of the present invention;

Fig. 2 is construction tunnel longitudinal plan of the present invention;

Fig. 3 is the steel mesh reinforcement structure chart that slope suspended net shotcrete protection is faced upward on limit of the present invention.

mark in figure:1-ductule, 2-arch, 3-steelframe protects arch, and 4-tops bar, 5-abutment wall, 6-abutment wall supporting steelframe, 7-gets out of a predicament or an embarrassing situation, at the bottom of 8-tunnel, 9-inverted arch supporting steelframe, 10-lock pin anchor tube, 11-bis-lining concretes, 12-fills concrete, 13-inverted arch, 21-cartridge bag anchor pole.

The specific embodiment

Below in conjunction with the drawings and specific embodiments, the present invention is further illustrated.

Embodiments of the present invention are not limited to following examples, within the various variations of making under the prerequisite that does not depart from aim of the present invention all belong to protection scope of the present invention.

As depicted in figs. 1 and 2, a kind of method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits of the present invention, comprises the steps:

A, Bian Yangpo excavation and supporting, limit after facing upward slope soil excavation and completing immediately opposite side face upward slope and carry out suspended net shotcrete provisional protection; Bian Yangpo carries out suspended net shotcrete provisional protection and adopts Φ 8 steel mesh reinforcements, as shown in Figure 3, steel mesh reinforcement mesh spacing 20 * 20cm, cartridge bag anchor pole 21 length 4.5m, in Fig. 3, all pores all represent cartridge bag anchor pole, cartridge bag anchor pole spacing 1.2 * 1.2m, quincuncial arrangement, sprayed mortar is C25, thickness 10cm.It is main that slope soil excavation employing excavator is faced upward on limit, and human assistance carries out.Limit after facing upward slope soil excavation and completing immediately opposite side face upward slope and carry out suspended net shotcrete provisional protection, confining surface prevents wind erosion and rain erosion in time, guarantees to face upward slope stable.

B, protect arch and apply, the excavation 4 hole faces of topping bar, the 4 hole faces of topping bar excavate into 1:0.25, measure setting-out, in the above scope of springing line, profile steel frame is set outside hole from vault and protects arch 3, profile steel frame is protected to arch 3 sprayed mortars formation and protect arch concrete; It is 1m that described profile steel frame is protected arch 3 length, the every Pin spacing of steelframe 0.5m, and a Pin faces upward slope with Dong Ding and is closely connected, arch springing bottom pad 60cm elongated slot steel, inner side link plate between every Pin, vault anticipated settlement 20cm, sprayed mortar makes to protect arch moulding, and protecting arch concrete is C25, thickness 25cm.Arch springing bottom pad elongated slot steel increases bearing capacity of foundation soil, guarantees that bottom is without empty slag simultaneously, reduces the whole deflection before preliminary bracing closure.

C, apply double ductule 1 advance support, on face, draw ductule 1 position, hole that need establish, then at 1 place, position, hole of ductule described in the scope of arch, hole, double ductule 1 is set, then passes through 1 pair of arch 2 slip casting of ductule with slurry filling machine, after slip casting finishes, by ductule 1 mouth of pipe shutoff; The single long 5m of ductule 1, ductule 1 circumferential distance 0.2m, takes to arrange up and down plum blossom and arranges, arranges up and down vertical interval 20cm, longitudinal lap joint 2m.Wherein said ductule 1 adopts Φ 42 hot rolled seamless steel tubes to make, wall thickness 3.5mm, and its front portion is provided with injected hole, aperture 6~8mm, pitch of holes 10~20cm, becomes quincuncial arrangement, and front end is processed into taper, within the scope of mouth of pipe section 0.8m, does not hole.

D, tunnel cutting and supporting, protect arch concrete and reach design strength, after first ring double ductule 1 in hole has applied, starts barrel loess excavation and supporting operation.Propelling along with construction, constantly repeats the construction operation that above-mentioned steps completes tunnel.

Tunnel cutting should be according to excavated section span size, choose reasonable two steps, many benching tunnelling methods or arc leading pit remaining core soil in advance excavation construction scheme, and embodiment of the present invention be take two benching tunnelling methods and is elaborated as example.

In the method for the invention construction, the artificial small-sized machine that coordinates of topping bar excavates, the artificial excavator that coordinates of getting out of a predicament or an embarrassing situation excavates, excavation face is as far as possible smoother, to reduce stress, concentrates, and periphery adopts artificial pneumatic pick finishing, part is owed to dig and is adopted pickax or spade to process, reduce the disturbance to country rock as far as possible, destroy less the natural structure of the periphery soil body, the self-supporting ability of performance country rock.Described step D tunnel cutting and supporting specifically comprise the steps:

D1) arch 2 excavation and supportings, arch 2 steelframe of every excavation protects arch 3 drilling depth 1 Pin steelframe spacing, abutment wall supporting steelframe of the every excavation of abutment wall 56 drilling depth 2 Pin steelframe spacing, the each drilling depth of inverted arch 13 must not be greater than 3m, inverted arch 13 apart from excavation face distance in 35m, secondary lining apart from face distance in 70m;

D2) top heading excavation and supporting, top heading excavation, vault anticipated settlement 20cm, while excavating for the first time, manually with pick, carry out hoop slotting excavation, longitudinally excavation length is 50cm, each excavation supporting 1 Pin steelframe, and excavation width is 50~80cm, after having excavated, carry out steelframe supporting operation, after steelframe supporting operation completes, carry out sprayed mortar operation.Concrete, after having excavated, at face mileage frame, found a Pin bow member, steelframe spacing 50cm, steelframe by longitudinal connecting reinforcement with protect arch steelframe be welded into integral body, longitudinally connecting reinforcement circumferential distance 50cm, rationally controls excavation length, and top heading excavates the distance of a Pin steelframe at every turn.After steelframe frame has stood, hang steel mesh reinforcement, and perform lock pin anchor tube 10, near the arch springing of steelframe both sides, respectively establish 4 φ42 lock pin anchor tubes 10,4 meters of length.Lock pin anchor tube 10 horizontal directions and scar angle are by 45 ° of layouts, and lock pin anchor tube 10 is firm with the welding of steelframe palpus, the arch springing pad lumps of wood or channel-section steel, and junction plate will wrap up.Lock pin anchor tube 10 is the important measures that guarantee preliminary bracing safety, by pass judgement face arch springing and foundation position of test and tester before, be subject to larger lateral pressure, lock pin anchor tube 10 herein has just served as pull bar effect, to guarantee that i iron does not occur to the displacement deformation in hole when being subject to lateral force, can play the effect that suppresses the whole sinking of bow member, thereby guarantee just structure stability under loading in work progress simultaneously.After above-mentioned work completes, carry out immediately sprayed mortar operation, complete as early as possible hole top heading supporting operation.After steelframe supporting completes, after reaching 10MPa, preliminary bracing sprayed concrete strength carries out next step excavation operation.

D3) upper and lower bench excavation and supporting, top bar after 4 excavation 15~20m, and the 7 excavation steelframe supporting operations that start to get out of a predicament or an embarrassing situation, carry out sprayed mortar operation after steelframe supporting operation completes immediately, and the complete rear timely backfill of concrete construction to be sprayed forms back-pressure.Concrete, the reserved 30cm of 7 arch springing excavation that gets out of a predicament or an embarrassing situation, is used hand excavation, and forbidding has empty quarrel at the bottom of arch springing.Excavation left and right sides staggers and carries out, and remaining core soil in advance, and the spacing that staggers is not less than 5m.Every two Pin steelframe spacing excavation supportings once, have excavated the vertical steelframe of rear timely frame, hang steel mesh reinforcement, and the every Pin of every side performs 4, every long 4m's φ42 lock pin anchor tubes 10, lock pin anchor tube 10 horizontal directions and scar angle by 45 ° of layouts, and it is firm that lock pin anchor tube 10 and steelframe must weld, and the arch springing pad lumps of wood or channel-section steel, will wrap up with the junction of inverted arch unit.Lock pin anchor tube 10 is the important measures that guarantee preliminary bracing safety, by pass judgement face arch springing and foundation position of test and tester before, be subject to larger lateral pressure, lock pin anchor tube 10 herein has just served as pull bar effect, to guarantee that i iron does not occur to the displacement deformation in hole when being subject to lateral force, can play the effect that suppresses the whole sinking of bow member, thereby guarantee just structure stability under loading in work progress simultaneously.After above-mentioned work completes, carry out immediately sprayed mortar operation, the complete rear timely backfill of concrete construction to be sprayed, forms back-pressure.

D4) 8 inverted arch 13 excavation and supportings at the bottom of tunnel, when get out of a predicament or an embarrassing situation 7 excavations and supporting length reach after 10~15m, start to carry out 8 inverted arch 13 excavation and supportings at the bottom of tunnel; Inverted arch 13 excavation and the each drilling depth of supporting operation are controlled three Pin steelframe distances, excavate after 9 supportings of inverted arch supporting steelframe complete at every turn, carry out immediately inverted arch construction.Inverted arch 13 excavations and the each drilling depth of supporting operation are controlled three Pin steelframe distances, and at the bottom of tunnel, empty quarrel must be cleaned out before steelframe is installed, and after each excavation supporting completes, should carry out immediately inverted arch construction, build two lining concretes 11.For not affecting other procedures of the place ahead, tunnel, after inverted arch construction, to set up make-shift bridge.

Wherein said inverted arch 13 construction concrete steps are: at the bottom of removing tunnel, void is cut and foreign material, adopts inverted arch large form mind-set bilateral symmetry in inverted arch 13 to construct, once-cast; After tunnel invert 13 constructions, clean empty quarrel and foreign material on inverted arch 13, after final set, concrete 12 is filled in construction in time.Inverted arch 13 manufacture bases enclosing rock measure data analyses, arrange inverted arch 13 constructions as early as possible.Inverted arch 13 applies in time and can greatly improve driving condition, prevents 8 weak surrounding rock unstability generation rheologies at the bottom of tunnel.Inverted arch 13 is no more than 35m apart from face.At the bottom of should removing tunnel before inverted arch 13 constructions, void is cut and foreign material.The portion's part of backbreaking should adopt concrete backfill at the same level.Inverted arch 13 cast adopt inverted arch large form mind-set bilateral symmetry in inverted arch to construct, once-cast.After tunnel invert 13 construction, after final set, concrete 12 is filled in construction in time, first cleans empty quarrel and foreign material on inverted arch before construction, fills concrete 12 surface requirements smooth, and horizontal wall inscription, longitudinal gradient are consistent with design.

Inverted arch 13 casting and constructings are parallel with headwork to carry out, and adopts self-control inverted arch trestle to carry out inverted arch laying, the interference problem of transportation and inverted arch construction in solution hole.The arch native muck removal of annular mainly be take artificial transported in hand truck fashion as main, manually turns over to hole, adopts loader, dump truck to be transported to spoil disposal area and stacks.The annular soil of abutment wall 5 and Core Soil muck removal adopt excavator, dump truck to be transported to spoil disposal area stacking.

Described step C concrete steps are: 1) before double ductule advance support construction, accurately draw the position, ductule hole that need establish by designing requirement on face.

2) adopt hammer drill boring, with rig, ductule 1 is headed into, the outer limb of advance support ductule 1 applies in strict accordance with requiring, and it is long that ductule tail end exposes 15cm, and afterbody and profile steel frame firm welding improve support system integrality.Advance support ductule 1 and line midline direction almost parallel.Position, hole borehole throw is no more than 10cm, and eyelet is grown up long in ductule.

3) ductule 1 inserts and orifice sealing processing: ductule 1 is entered by the Special top crown, jacking boring length ≮ 90% pipe range.Ductule 1 end is except burn-oning back-up ring, then twines hoop wedgewise with clay hemp cut, so that its outer wall stops up tightly with country rock wall gap after in ductule 1 jacking hole.During ductule 1 jacking, note the not impaired distortion of the protection mouth of pipe, to be connected with grouting pipeline.Before slip casting, ductule 1 aperture first checks whether reach airtight standard, with mortar leakage prevention.

4) adopt slurry filling machine slip casting, pressure injection cement mortar generally, water/binder ratio 1:0.8~1:1, grouting pressure 0.5~1.0MPa, slurries match ratio and grouting pressure should be according to field trial adjustment.Generally by single tube, reaching design grouting amount is no less than 20 minutes and also can finishes slip casting as ending standard or when grouting pressure reaches design final pressure.After slip casting finishes, by ductule 1 mouth of pipe shutoff, in case outside slurries refluence pipe.Loess geology ductule 1 must adopt air drill or electric coal borer pore-forming, forbids to make to wash with water to be drilled to hole, and strict slip casting, guarantees advance support quality.

The present invention adopts the principal risk of double ductule advance support start tunneling to show the safety of digging process and the Deformation control after first propping up.Because advanced tubule spacing is encrypted, piece phenomenon is fallen in the arch in the time of can effectively controlling excavation.What compare the unique weakening of bassoon canopy is ductule rigidity, but short drilling depth (being controlled at 50cm) in the situation that, it is secure applying in time just Zhi Anquan.In addition owing to having taked strengthening measure in hole, specifically there are steelframe encryption, dowel to encrypt, lock pin anchor tube and replace anchor pole, it is all the ripe effective method of deformation controlling for rock surrounding gateways, so be controlled to the distortion of this section, perform in time in addition inverted arch, build two lining concretes and better guarantee construction and permanent safety.

In the method for the invention construction, should be noted that following several aspect:

(1) lock pin anchor tube is the important measures that guarantee preliminary bracing safety, by pass judgement face arch springing and foundation position of test and tester before, be subject to larger lateral pressure, lock pin anchor tube herein has just served as pull bar effect, to guarantee that i iron does not occur to the displacement deformation in hole when being subject to lateral force, can play the effect that suppresses the whole sinking of bow member, thereby guarantee just structure stability under loading in work progress simultaneously.

(2) adopt and establish channel-section steel at arch wall underfooting pad, to increase bearing capacity of foundation soil, guarantee that bottom is without empty slag simultaneously, reduce the whole deflection before preliminary bracing closure.

(3) when excavation strict control over-excavation, if steelframe does not adopt concrete correcting wedge padding at the same level closely knit with country rock is closely connected, guarantee that preliminary bracing steelframe is behind without cavity behind, being beneficial to steelframe and country rock, to form combined supporting body jointly stressed.

(4) inverted arch is immediately following being the essential measure of guaranteeing preliminary bracing safety, and inverted arch and backfill concrete are critical to be performed with face, strictly controls safe distance.

(5) during mechanical equivalent of light excavation reserved 30cm by hand excavation, the less disturbance to country rock, and guarantee that scar is smoother, just spray concrete exposes country rock with sealing in time, strengthens the globality of rock mass, for safety time is striven in the follow-up work of preliminary bracing.At the beginning of during construction, spray is to carry out on the slag muck of excavation, after the excavation face not covered by slag muck has just been sprayed, slags tap again.

(6) suitably strengthen supporting deformation allowance, construction can adopt the pre-allowance of 20~25cm early stage, by monitoring measurement, adjusts in time.

(7) as winter construction, conscientiously carry out the winter and execute Insulation, guarantee that concrete delivers from godown, enters mould and maintenance environment temperature.

(8) strengthen monitoring measurement, feed back in time metric data, instruct supporting construction.As metric data transfinites, in time isolating and protecting monitoring, adopts to add steel stull, increase lock pin anchor tube, increase radially the reinforce support measures such as ductule.

(9) control the outer limb of ductule, every basically identical and assurance lap length, guarantees ductule quantity and length requirement.

(10) slip casting, in strict accordance with code requirement, is controlled slurries and is coordinated when grouting pressure, carries out slip casting record simultaneously.

Construction method of the present invention is constructed according to above-mentioned points for attention, guarantee advance support quality, safe and reliable, adopt double ductule advance support not need to apply guiding wall, construction technology is simple, easy to operate, enters hole fast, because ductule length is 5m, bore angle is easy to control, has reduced to backbreak, and cost is lower.

By reference to the accompanying drawings embodiments of the invention are described in detail above; but the present invention is not limited to above-described embodiment; in the ken possessing those of ordinary skills, can also make various variations, within these variations all belong to protection scope of the present invention.

Claims (5)

1. a method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits, is characterized in that comprising the steps:
A, Bian Yangpo excavation and supporting, limit after facing upward slope soil excavation and completing immediately opposite side face upward slope and carry out suspended net shotcrete provisional protection;
B, protect arch and apply, the excavation hole face of topping bar, measures setting-out, in the above scope of springing line, profile steel frame is set outside hole from vault and protects arch, to protecting arch sprayed mortar, forms and protects arch concrete;
C, apply ductule advance support, on face, draw the position, ductule hole that need establish, then at place, position, ductule hole described in the scope of arch, hole, double advanced tubule be set, then with slurry filling machine by ductule to arch slip casting, after slip casting finishes, by the shutoff of the ductule mouth of pipe;
D, tunnel cutting and supporting, protect arch concrete and reach design strength, after first ring double ductule in hole has applied, starts barrel loess excavation and supporting operation;
The single long 5m of ductule in described step C, ductule circumferential distance 0.2m, takes to arrange up and down plum blossom and arranges, arranges up and down vertical interval 20cm, longitudinal lap joint 2m; Described ductule adopts Φ 42 hot rolled seamless steel tubes to make, wall thickness 3.5mm, and its front portion is provided with injected hole, aperture 6~8mm, pitch of holes 10~20cm, becomes quincuncial arrangement, and front end is processed into taper, within the scope of mouth of pipe section 0.8m, does not hole;
In described step D, starting barrel loess excavation and supporting operation specifically comprises the steps:
D1) arch excavation and supporting, arch every excavation once supporting drilling depth 1 Pin steelframe spacing, the every excavation once supporting of abutment wall drilling depth 2 Pin steelframe spacing, the each drilling depth of inverted arch must not be greater than 3m, inverted arch apart from excavation face distance in 35m, secondary lining apart from face distance in 70m;
D2) top heading excavation and supporting, top heading excavation, vault anticipated settlement 20cm, carry out hoop slotting excavation, longitudinally excavation length is 50cm, each excavation supporting 1 Pin steelframe, and excavation width is 50~80cm, after having excavated, carry out steelframe supporting operation, after steelframe supporting operation completes, steelframe is carried out to sprayed mortar operation; Concrete, after having excavated, at face mileage frame, found a Pin bow member, steelframe spacing 50cm, steelframe by longitudinal connecting reinforcement with protect arch steelframe be welded into integral body, longitudinally connecting reinforcement circumferential distance 50cm, rationally controls excavation length, and top heading excavates the distance of a Pin steelframe at every turn; After steelframe frame has stood, hang steel mesh reinforcement, and perform lock pin anchor tube, near the arch springing of steelframe both sides, respectively establish 4 φ, 42 lock pin anchor tubes, 4 meters of length; Lock pin anchor tube horizontal direction and scar angle are by 45 ° of layouts, and lock pin anchor tube and steelframe welding are firm, the arch springing pad lumps of wood or channel-section steel, and junction plate will wrap up;
D3) upper and lower bench excavation and supporting, top bar after excavation 15~20m, and the excavation steelframe supporting operation that starts to get out of a predicament or an embarrassing situation, carries out sprayed mortar operation after steelframe supporting operation completes immediately, and the complete rear timely backfill of concrete construction to be sprayed, forms back-pressure;
D4) inverted arch excavation and supporting at the bottom of tunnel, bench excavation and supporting length reach after 10-15m instantly, start to carry out inverted arch excavation and supporting at the bottom of tunnel; Inverted arch excavation and the each drilling depth of supporting operation are controlled three Pin steelframe distances, after each excavation supporting completes, carry out immediately inverted arch construction.
2. method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits according to claim 1, it is characterized in that: described inverted arch construction concrete steps are: at the bottom of removing tunnel, void is cut and foreign material, adopt inverted arch large form mind-set bilateral symmetry in inverted arch to construct, once-cast; After tunnel invert construction, clean empty quarrel and foreign material on inverted arch, after final set, concrete is filled in construction in time.
3. method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits according to claim 2, is characterized in that: after inverted arch construction, will set up make-shift bridge.
4. according to the method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits described in claims 1 to 3 any one, it is characterized in that: in described steps A, opposite side is faced upward slope and carried out suspended net shotcrete provisional protection and adopt Φ 8 steel mesh reinforcements, steel mesh reinforcement mesh spacing 20 * 20cm, cartridge bag rock-bolt length 4.5m, spacing 1.2 * 1.2m, quincuncial arrangement, sprayed mortar is C25, thickness 10cm.
5. method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits according to claim 4, it is characterized in that: in described step B, arrange profile steel frame protect arch length be 1m, the every Pin spacing of steelframe 0.5m, the one Pin faces upward slope with Dong Ding and is closely connected, arch springing bottom pad 60cm elongated slot steel, inner side link plate between every Pin, vault anticipated settlement 20cm, sprayed mortar makes to protect arch moulding, and protecting arch concrete is C25, thickness 25cm.
CN201210067822.2A 2012-03-15 2012-03-15 Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits CN102562099B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201210067822.2A CN102562099B (en) 2012-03-15 2012-03-15 Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201210067822.2A CN102562099B (en) 2012-03-15 2012-03-15 Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits

Publications (2)

Publication Number Publication Date
CN102562099A CN102562099A (en) 2012-07-11
CN102562099B true CN102562099B (en) 2014-04-23

Family

ID=46408533

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201210067822.2A CN102562099B (en) 2012-03-15 2012-03-15 Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits

Country Status (1)

Country Link
CN (1) CN102562099B (en)

Families Citing this family (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102953737B (en) * 2012-10-22 2015-05-13 中铁三局集团有限公司 Construction method for inverted arch of VI-level water-enriched surrounding rock tunnel
CN103244128B (en) * 2013-05-22 2015-10-14 汇通路桥建设集团有限公司 A kind of big cross section Karst Tunnel double-side approach remaining core soil in advance construction method
CN103628889A (en) * 2013-11-28 2014-03-12 中铁十三局集团有限公司 Quick sealing method for excavating phyllite stratum tunnel
CN103615257B (en) * 2013-11-29 2016-02-24 葛洲坝集团第五工程有限公司 Long distance light section V 2 class surrounding rock hydraulic tunnel ductule advanced support method
CN104533428B (en) * 2014-11-28 2018-02-13 大连市市政设计研究院有限责任公司 A kind of steep cliffs tunnel outlet engineering method
CN105350973A (en) * 2015-10-08 2016-02-24 同济大学 Construction method for large-span section loess tunnel under-crossing highway
CN105370306B (en) * 2015-10-20 2018-09-04 重庆交通大学 The massif tunnel excavation construction method of vertical pre-reinforcement processing
CN105863677B (en) * 2016-04-12 2018-11-13 中国电建集团成都勘测设计研究院有限公司 The reinforcement means of Tunnel
CN106014446B (en) * 2016-05-27 2018-09-04 中铁隧道集团有限公司 A kind of reinforcement means of enhancing high ground stress soft rock stress tunnel inverted arch structural stability
CN107939415A (en) * 2017-10-20 2018-04-20 长安大学 Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span
CN109854250A (en) * 2019-01-22 2019-06-07 中铁七局集团有限公司 The adherent construction method into hole of loess tunnel

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2959407B2 (en) * 1994-08-31 1999-10-06 株式会社大林組 How to protect the inner wall of the tunnel
CN100582386C (en) * 2008-07-30 2010-01-20 中国科学院武汉岩土力学研究所 Construction method of pervious rib type arch beam tunnel
CN101906974A (en) * 2010-08-09 2010-12-08 中铁第一勘察设计院集团有限公司 Supporting structure of extra-large cross-section loess tunnel and construction method thereof

Also Published As

Publication number Publication date
CN102562099A (en) 2012-07-11

Similar Documents

Publication Publication Date Title
CN104847374B (en) Large-deformation tunnel in soft rock support system and its construction method
CN103089275B (en) Control method of surrounding rocks in water-rich very-broken surrounding rock tunnel collapse sections
CN101644160B (en) High ground stress soft rock stress-relief construction method
CN106869944B (en) The extra small clear-distance tunnel construction method in underground interchange intersection under complex environment
CN101614125B (en) Construction method of V-level surrounding rock tunnel
CN103375170B (en) Underground excavation construction deformation control method for three-hole small clear distance tunnel underpass trunk railway
CN100501124C (en) Construction method for tunnel contact passage in shield section of underground railway
CN102305082B (en) Method for relieving and cutterhead repairing of shield machine in weathering groove
CN103306687B (en) Soft rock tunnel long cantilever horizontal jet grouting Deformation control construction method
CN101864960B (en) Carst region double-arch road tunnel construction method
CN103195442B (en) A kind of uniform slip casting structure of coal mine roadway and construction technology thereof
CN104818991B (en) A kind of construction method in Shallow-buried residual soil slope tunnel
CN102562075B (en) Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method
CN104564128B (en) A kind of shallow-depth-excavation tunnel construction deformation monitoring method
CN103334770B (en) One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method
CN101864959B (en) Method for tunneling construction of main structure of underground station
CN100582386C (en) Construction method of pervious rib type arch beam tunnel
CN102733827B (en) Tunnel arch exchanging construction method and construction structure in tunnel arch exchanging construction
CN101806217B (en) Tunneling method for three-line parallel small-distance shallow-buried and unsymmetrical-pressure tunnel groups
CN104790978B (en) The tunnel ring-shaped base tunnel construction method of small interval crossings on different level
CN106351670B (en) A kind of closed pre support tunnel structure
CN104196537A (en) Construction method of three parallel metro tunnels with ultra-small clear distance
CN106761769A (en) A kind of construction technology of big cross section large-deformation tunnel in soft rock
CN105350973A (en) Construction method for large-span section loess tunnel under-crossing highway
CN103410527B (en) Preliminary bracing construction method for tunnel with surrounding rocks containing collapsible loess and soft rocks

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