CN102678134B - Collapse and sink intrusion limit construction method for treating wind accumulated sand loess tunnel through stride shed pipe - Google Patents

Collapse and sink intrusion limit construction method for treating wind accumulated sand loess tunnel through stride shed pipe Download PDF

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Publication number
CN102678134B
CN102678134B CN201210154098.7A CN201210154098A CN102678134B CN 102678134 B CN102678134 B CN 102678134B CN 201210154098 A CN201210154098 A CN 201210154098A CN 102678134 B CN102678134 B CN 102678134B
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China
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sink
limit
construction
invading
steel
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CN201210154098.7A
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Chinese (zh)
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CN102678134A (en
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史赵鹏
张隽
邓伯科
史茂林
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中铁十二局集团第二工程有限公司
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Publication of CN102678134A publication Critical patent/CN102678134A/en
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Abstract

The invention relates to a loess tunnel construction method, in particular to a collapse and sink intrusion limit construction method for treating a wind accumulated sand loess tunnel through a stride shed pipe. The problems of relatively larger construction space, high cost, long period, poor safety and the like of the current stride shed are solved by the method. The method comprises the following steps of: 1) treating ground surface cracks; 2) filling holes; 3) determining an arch replacing range; and 4) performing an excavating method by using a three-step method, setting a radial anchoring rod before the arch is replaced, and detaching a steel arc frame one roof truss by one roof truss after grouting and reinforcing. The excavating method comprises the following steps of: a, detaching a sink intrusion limit section primary support one roof truss by one roof truss by using an excavating machine vibrating hammer and a manual pneumatic pick, and after detachment, timely performing primary spraying to seal a surrounding rock; b, performing forepoling by using a dual-layer stride anchoring rod to form a stride shed pipe structure; c, spanning the steel arc frame, and tamping the stride foot-locking anchoring rod by using upper, middle and lower arc guide feet; and d, after detachment one roof truss by one roof truss according to the steps, timely supporting. The method has the advantages of high construction speed, small required space, simple and convenient operation, low mechanical investment, guarantee in construction quality and safety and wide application range.

Description

Formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years subsides and sinks to invading limit construction method
Technical field
The present invention relates to a kind of aeolian accumulation chiltern loess tunnel construction method, be specially a kind of formula pipe canopy that steps and process aeolian accumulation chiltern loess tunnel and subside and sink to invading limit construction method.
Background technology
Aeolian accumulation chiltern loess is that sandy soil is main soil, concerning loess, is exactly chiltern loess, and in construction, this is the soil property that is easy to occur avalanche.Due to constructional orthostatic, its characteristic has determined that loess mechanics characteristic has anisotropic feature, it with construction after face stable have direct relation, if the surrouding rock stress after construction is greater than the intensity of loess vertical direction, will cause the unstability of excavated surface, during as settlement by soaking, water content can produce very large " depression " distortion and the forfeiture of supporting capacity after exceeding certain value or meeting water.Engineering practice confirms, the stress at tunnel-side and footing place is concentrated excessive, requires larger bearing capacity of foundation soil, and the sidewall of loess tunnel and footing place Lack of support, it is one of major reason causing Tunnel Landslide, in addition due to the soil pressure distributed pole imbalance of loess tunnel, in general, be all the shape of a saddle and distribute, and in the occasion of shallow embedding, owing to can not bringing into play arching, not to occur very large relaxation pressure in this case, be exactly the phenomenon that occurs that entirety is sunk.In a word, very easily occur that at present vault sinks in aeolian accumulation chiltern loess tunnel construction, abutment wall stays, restrains, invades limit, sprayed mortar peels off, and Support Steel bow member torsional deformation, lock pin anchor tube cut off, and the construction phenomenons such as many horizontal strokes, longitudinal crack appear in earth's surface.
Mostly adopt traditional bassoon booth structure to construct for above-mentioned construction phenomenon at present, first radially, longitudinally set bassoon canopy, form an overall protecting crust in subsidence area, then entirety is excavated, is changed arch by Pin, the weak point of the method is that every length of bassoon canopy is 15m, longer, required construction space is larger, and device therefor is huge, and lease expenses is higher, construction cost is high, and in hole, the mechanical blowdown of use is many, noise is large, and operating personnel is endangered greatly, the more important thing is that construction period is longer,, there is potential safety hazard in the fast processing that is unfavorable for prominent mud.In addition, for supporting after meeting fast in time tunnel excavation becomes ring construction requirement, prevent that tunnel from caving in, must catch Best Times to complete the supporting Cheng Huan of the rear weak surrounding rock of excavation, bow member is the important means of supporting Cheng Huan, it is by squeezing in steel plate hole by lock foot anchoring stock that lock foot anchoring stock and steel arch frame connect into integral reinforcing technology, make the anchor tube after squeezing into give full play to supporting role, provide larger supporting drag to peripheral rock, stop country rock to produce excessive deformation, Main Function is the rigid body displacement that limits as much as possible steel arch frame, make it bear as early as possible the pressure that surrouding rock deformation causes, ensure the stability of tunnel initial-stage.Traditional lock foot anchoring stock sets mode: after vertical bow member, lock foot anchoring stock is close to bow member left and right and squeezes into, left and right anchor pole welds with reinforcing bar, the defect of this reinforcing mode is: in the time that pressure from surrounding rock is large, lock foot anchoring stock and bow member have ruptured while also not reaching the bearing capacity limit, between anchor pole and steel arch frame, do not form entirety, lose prematurely its effect, only by restriction steel arch chord position in-migration opposing surrouding rock deformation, resistance to overturning is poor, has reduced working security.
Summary of the invention
The present invention for solve existing aeolian accumulation chiltern loess tunnel subside sink invade limit adopt traditional bassoon canopy construct, have that required construction space is large, construction cost is high, the cycle is long and steel arch frame and the lock foot anchoring stock problems such as whole structural stability is poor, working security is poor that reinforce the connection, provide a kind of formula pipe canopy that steps to process the sinking of subsiding of aeolian accumulation chiltern loess tunnel and invade limit construction method.
The present invention adopts following technical scheme to realize: a kind of formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years subsides and sinks to invading limit construction method, comprise the following steps: 1) surface cracks processing, first along crack excavation groove, again with the direct grout injection of spacing fracture about 30cm, after grouting, ground, crack adopts cement sand plaster, makes circular-arc; 2) backfill in hole, preliminary bracing sinks to invading limit section backfill hole slag, and 1.5m high scope in arch adopts sprayed mortar backfill closely knit; 3) sink to invading limit situation according to tunnel, in conjunction with Clearance survey data, determine the arch scope of changing; 4) excavation method adopts three benching tunnelling methods, before changing arch, set radially anchor pole, adopt and step formula anchor pole, hoop × longitudinal pitch is 100 × 40cm, quincuncial arrangement, cement injection in anchor pole changes and sinks to invading limit section steel arch frame by Pin again after grouting and reinforcing, concrete grammar is as follows: a. takes digging machine vibrating hammer to coordinate artificial pneumatic pick to remove and sink to invading the preliminary bracing of limit section by Pin, carries out in time just spray sealing country rock after dismounting; B. apply advance support, adopt the double-deck formula anchor pole that steps, lay along 180 ° of scopes of tunnel cross-section, every layer of circumferential distance is 15~25cm, and longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, and cement injection in anchor pole forms and steps formula pipe booth structure; C. set up and sink to invading limit section steel arch frame, sink to invading limit section steel arch frame spacing identical with former construction steel bow member spacing, on lead, in lead, under lead arch springing set step formula lock foot anchoring stock, cement injection in anchor pole, adjacent sinking is invaded between limit section steel arch frame and is adopted channel-section steel to connect, circumferential distance 50~70cm, sprayed mortar sealing in time; D. immediate support after removing by Pin according to above-mentioned steps, every displacement one Pin, repeating step a, to the operation of steps d, has encircleed until change.Described three bench cut methods are techniques well known, are the methods that tunnel excavation is conventional.
In order to limit to greatest extent the rigid body displacement of steel arch frame, make it bear as early as possible the pressure that surrouding rock deformation causes, ensure the stability of tunnel initial-stage, the sinking of setting up in described step c is invaded on limit section steel arch frame and by pasting country rock one side interval and is fixed with fixing steel plate, each fixing steel plate two ends have the locating hole that is positioned to sink to invading limit section steel arch frame both sides, squeeze into the formula lock foot anchoring stock advanced in years of country rock in locating hole, the formula lock foot anchoring stock bared end advanced in years that is positioned at steel arch frame both sides adopts circular connector to connect and sinks to invading limit section steel arch frame with steel and fixes.The quantity of described fixing steel plate and spacing distance can be according to job site Location of requirements.
In order further to optimize the ruggedized construction of steel arch frame and lock foot anchoring stock, improve its design, described formula lock foot anchoring stock advanced in years is squeezed into end for the shape of a hoof, is more conducive to formula lock foot anchoring stock advanced in years to be squeezed in country rock, reduces resistance; The angle that steps formula lock foot anchoring stock and horizontal direction is 15~20 °, and the locating hole on fixing steel plate is longitudinal slotted eye, because formula lock foot anchoring stock advanced in years is in the oblique country rock of squeezing into steel arch frame both sides, so locating hole is longitudinal slotted eye; Described circular connector be by two fixedly reinforcing bar be flexibly connected the loop configuration forming, adjustable interval, with convenient construction operation.
Adopt construction method of the present invention, step before the reinforcing of formula pipe canopy, first the body that subsides is carried out to pre-slip casting, crack is filled with cement paste mud jacking, then take digging machine vibrating hammer to coordinate artificial pneumatic pick to cut sinking supporting spray anchor body, sinking steel arch frame, anchor tube, net sheet are cut with oxygen welding, can not use explosion to cut, reduce the disturbance of vibration to the distortion soil body.Each Pin bow member of pressing is replaced, and excavates a contoured rear vertical steel arch frame, starts to set section by section formula advance anchor bolt pipe canopy advanced in years, length, spacing are by design arrangement, and slip casting in time in anchor pole, forms pipe canopy and reinforce, every displacement one Pin, repeats above operation, has encircleed until change.Make to step formula pipe canopy and support as transverse annular as longitudinal bracing, steel arch frame, slip casting in canopy pipe, treats that slurries sclerosis back wall rock mass obtains pre-reinforcement, forms and steps formula pipe canopy reinforcing body, and bearing subsides sinks to invading limit soil pressure and restrained deformation.And adopt steel arch frame and lock foot anchoring stock to reinforce new technology, pass through locating hole, fixing steel plate and circular connector make steel arch frame fixing more firm with lock pin anchor tube, form entirety, ultimate bearing capacity further improves, make the lock pin anchor tube after squeezing into give full play to supporting role, provide larger supporting drag to peripheral rock, stop country rock to produce excessive deformation, limit as much as possible the rigid body displacement of steel arch frame, make it bear as early as possible the pressure that surrouding rock deformation causes, ensure the stability of tunnel initial-stage, especially be applicable to railway, highway weakness, reinforcing the connection of loess surrounding rock tunnel steel arch frame lock foot anchor tube.
Compared with prior art, construction method speed of application of the present invention is fast, requisite space is little, practical, construction technology is easy and simple to handle, machinery less investment, applied widely, and construction quality, safety is guaranteed, this engineering method is fewer than using mechanical blowdown in daguanpeng construction hole, noise is little, can reduce mechanical exhaust emissions, operating personnel is endangered little, create good environmental benefit to construction, the method is suitable for railway aeolian accumulation chiltern loess tunnel and subsides, sink, invade limit and change arch and process, be applicable to narrow space operation and emergency work construction, effectively control Tunnel Landslide, also can be used for highway, Hydraulic Tunnel construction.
Brief description of the drawings
Fig. 1 is surface cracks of the present invention top processing figure;
Fig. 2 is backfill skiagraph in hole of the present invention;
Fig. 3 is formula pipe booth structure schematic diagram advanced in years of the present invention;
Fig. 4 is the longitudinal connection diagram of steel arch frame of the present invention;
Fig. 5 is radially bolt support schematic diagram of the present invention;
Fig. 6 is that steel arch frame of the present invention is connected Facad structure schematic diagram with formula lock foot anchoring stock advanced in years;
Fig. 7 is that steel arch frame of the present invention is connected side structure schematic diagram with formula lock foot anchoring stock advanced in years;
Fig. 8 is the structural representation of circular connector of the present invention;
In figure: 1-steel arch frame; 2-steps formula lock foot anchoring stock; 3-fixing steel plate; 4-locating hole; 5-circular connector; 6-surface cracks; 7-is anchor pole radially; The double-deck formula anchor pole that steps of 8-; 9-sinks to invading limit section steel arch frame; 10-channel-section steel; 11-preliminary bracing; 12-backfill hole slag; 13-sprayed mortar; 14-tops bar; Step in 15-; 16-gets out of a predicament or an embarrassing situation; 17-above-ground route.
Detailed description of the invention
Step formula pipe canopy processing aeolian accumulation chiltern loess tunnel and subside to sink to invading limit construction method, comprise the following steps:
1) surface cracks 6 is processed, for preventing oozing under surface water, the softening soil body, need carry out grouting treatment to surface cracks: first along crack excavation groove, adopt funnel deadweight method fracture directly to pour into the cement paste of 1:1 with the spacing of 30cm left and right again, after cement paste is filled and solidified, then supplementary irrigation is carried out in displacement.In the time that groundwater increment is larger, should stop perfusion, wait fill with into cement paste re-start grouting after solidifying.After grouting, ground, crack adopt cement sand plaster, make circular-arc, prevent rainwater immerse, as shown in Figure 1.
2) backfill in hole, preliminary bracing 11 sinks to invading limit section backfill hole slag 12, and 1.5m high scope in arch adopts 13 backfills of C25 sprayed mortar closely knit, as shown in Figure 2;
3) sink to invading limit situation according to tunnel, in conjunction with Clearance survey data, determine the arch scope of changing;
4) excavation method adopts three benching tunnelling methods, first consolidation process is carried out in backfill body front, adopts φ 42 × 3.5mm steel pipe, spacing is 1.0 × 1.0m, quincuncial arrangement, long 4m, every excavation 3m sets once, and cement injection is reinforced, and sets radially anchor pole 7 before changing arch, adopt and step formula anchor pole, hoop × longitudinal pitch is 100 × 40cm, quincuncial arrangement, as shown in Figure 5, cement injection in anchor pole changes and sinks to invading limit section steel arch frame by Pin again after grouting and reinforcing, and concrete grammar is as follows:
A. take digging machine vibrating hammer to coordinate artificial pneumatic pick to cut and sink to invading the preliminary bracing of limit section by Pin, after dismounting, carry out in time just spray sealing country rock;
B. apply advance support, adopt the double-deck formula anchor pole 8 that steps, lay along 180 ° of scopes of tunnel cross-section, every layer of circumferential distance is 15~25cm, and longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, cement injection in anchor pole, forms and steps formula pipe booth structure, as shown in Figure 3;
C. set up and sink to invading limit section steel arch frame 9, sink to invading limit section steel arch frame spacing identical with former construction steel bow member spacing, on lead, in lead, under lead arch springing set step formula lock foot anchoring stock, cement injection in anchor pole, adjacent sinking is invaded between limit section steel arch frame and is adopted channel-section steel 10 to connect, circumferential distance 50~70cm, as shown in Figure 4, sprayed mortar sealing in time;
D. immediate support after removing by Pin according to above-mentioned steps, every displacement one Pin, repeating step a, to the operation of steps d, has encircleed until change.
In addition, in construction, steel arch frame and lock foot anchoring stock adopt following methods to reinforce the connection, as Fig. 6, shown in 7, the sinking of setting up in step c is invaded on limit section steel arch frame 9, and be fixed with fixing steel plate 3 by pasting country rock one side interval, each fixing steel plate two ends have the locating hole 4 that is positioned to sink to invading limit section steel arch frame both sides, squeeze into the lock pin anchor tube 2 of country rock in locating hole 4, the lock pin anchor tube bared end that is positioned at steel arch frame both sides adopts circular connector 5 to connect and invades limit section steel arch frame with sinking and fixes, as shown in Figure 8, circular connector 5 be by two fixedly reinforcing bar connect into ring-like forming, for convenience of construction operation, adjustable interval.Lock pin anchor tube 2 is squeezed into end for the shape of a hoof, and lock pin anchor tube 2 is 15~20 ° with the angle of horizontal direction, and the locating hole 4 on fixing steel plate 3 is longitudinal slotted eye.When concrete making, after 1, steel arch frame stands, fixing steel plate is welded in to steel arch frame by pasting country rock end, lock pin anchor tube length is not less than 3.5~4m, process with Φ 42mm ductule, squeeze into end cutting machine and be cut into the shape of a hoof, while reinforcing the connection, lock pin anchor tube YT-28 air pressure gun and squeeze into, lock pin anchor tube exposes termination annular element and connects built-up welding completely, connects annular element and is formed by Φ 22mm bar bending.Fixing steel plate forms by upper and lower two, spacing 15cm, every block length 45cm, wide 25cm, thick 16mm; Lock pin anchor tube length is 3.5~4m, sets the certain angle of Shi Yaoyou with air pressure gun, and general control, at 15~20 °, sets 4 altogether; The aperture of locating hole is 50mm, with oxygen cutting ovalisation (or drilling machine punching), the long 13cm scope that is controlled at, steel arch frame lower end link with in lead or under lead bow member junction plate, reserved connecting bolt hole.
In conjunction with following case history, the method for the invention is described further:
project profile
The newly-built large standard of being undertaken the construction of by applicant is to Shuohuang Railway interconnection, the accurate pond railway Shuozhou constructing tunnel duration only has 574 days, duration is tight, security risk is large, and inducer has the chiltern loess country rock of 579m, Dk128+832~Dk128+856 Shallow-buried aeolian accumulation chiltern loess section, thick 28~the 30m of the above covering of vault, as shown in Figure 2, complete after 24 hours to leading preliminary bracing on Dk128+856 in construction, subsiding, sinking appears on March 13rd, 2012; In lead Dk128+832~Dk128+849 sprayed mortar and peel off, be out of shape and stay, invade limit; Under lead Dk128+832~Dk128+841.6 cracking, distortion and sink.There is many horizontal strokes, longitudinal crack in earth's surface, scope is leading, maximum crack width 12cm.Through enclosing rock measure record, the maximum sinking 89cm(Dk128+848 of vault) 13/3, minimum sinking 62cm(Dk128+828); Abutment wall maximum stays 104cm, restrain, invade limit 5.1cm(Dk128+844 left side), right side Dk128+848 abutment wall sinking 80cm, restrain, invade limit 1.2cm.Support Steel bow member torsional deformation, lock pin anchor tube cuts off, and has roof fall omen.
construction method:
1) surface cracks 6 is processed, for preventing oozing under surface water, the softening soil body, need carry out grouting treatment to surface cracks: first along crack excavation groove, adopt funnel deadweight method fracture directly to pour into the cement paste of 1:1 with the spacing of 30cm left and right again, after cement paste is filled and solidified, then supplementary irrigation is carried out in displacement.In the time that groundwater increment is larger, should stop perfusion, wait fill with into cement paste re-start grouting after solidifying.After grouting, ground, crack adopt cement sand plaster, make circular-arc, prevent rainwater immerse, as shown in Figure 1.
2) backfill in hole
DK128+828~DK128+856 preliminary bracing craze and transfiguration is invaded limit section, backfill hole slag, and 1.5m high scope in arch adopts the backfill of C25 sprayed mortar closely knit, as shown in Figure 2;
3) treatment step
First consolidation process is carried out in backfill body front, adopt φ 42 × 3.5mm steel pipe, spacing is 1.0 × 1.0m, quincuncial arrangement, and long 4m, every excavation 3m sets once, and cement injection is reinforced.Set radially anchor pole 7, adopt and step formula anchor pole, hoop × longitudinal pitch is 100 × 40cm, quincuncial arrangement, and cement injection can change arch after reinforcing, and concrete processing method is as follows:
(1) DK128+830~DK128+832 inverted arch section of having constructed
Applied inverted arch for this section, in conjunction with Clearance survey data, upper leading invaded limit, and changing arch scope is upper leading, under lead and do not change, first set up operating platform by splash guard stand,
1. take artificial pneumatic pick to remove upper preliminary bracing, the spray sealing country rock at the beginning of carrying out in time after dismounting of leading of DK128+830~DK128+830.4 section;
2. apply advance support: adopt double-deck R5L1 self-feeding anchor pile, long 7.5m, 180 ° of scopes are laid, every layer of circumferential distance 20cm, longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, cement injection;
3. set up first and second Pin I25a shaped steel steel arch frame, steel arch frame spacing is that 40cm(is with former construction steel bow member spacing), in lead arch springing and be located at and do not remove in preliminary bracing, with do not remove steel arch frame firm welding, the upper arch springing of leading sets totally 20 of R51L self-advancing type lock foot anchoring stocks, and long 6m leads 12 on wherein, in lead 8, cement injection; φ 8 steel mesh reinforcements, size of mesh opening 20 × 20cm; Between steel arch frame, adopt [ 12.6 channel-section steels connections, circumferential distance 60cm; In lead position and establish radially anchor pole, adopt R51L self-feeding anchor pile, long 7.5m, spacing is 100 × 40cm(hoop × longitudinal), quincuncial arrangement, tail end and steel arch frame are connected firmly, cement injection; The thick 35cm of C25 sprayed mortar.
(2) DK128+832~DK128+841.6 section
For this section condition of construction, in conjunction with Clearance survey data, upper leading invaded limit, but under lead steel arch frame torsional deformation, changing arch scope is that upper, middle and lower is led.Excavation method adopts three benching tunnelling methods, first changes the steel arch frame of topping bar, under lead position and set radially anchor pole, adopt R51L self-feeding anchor pile, spacing is 100 × 40cm(hoop × longitudinally), in lead the long 7.5m of position anchor pole, under lead the long 6m of position anchor pole, quincuncial arrangement, cement injection.After slip casting post-reinforcing, lead steel arch frame under in changeing by Pin,
1. apply advance support: adopt double-deck R51L self-feeding anchor pile, long 7.5m, 180 ° of scopes are laid, every layer of circumferential distance 20cm, longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, cement injection.
2. take digging machine vibrating hammer to coordinate artificial pneumatic pick to remove DK128+832~DK128+841.6 section upper, middle and lower by Pin and lead preliminary bracing, after dismounting, carry out in time just spray sealing country rock.
3. set up I25a shaped steel steel arch frame, steel arch frame spacing is that 40cm(is with former construction steel bow member spacing), upper, middle and lower is led arch springing and is set totally 28 of R51L self-advancing type lock foot anchoring stocks, long 6m leads 12 on wherein, in lead 8, under lead 8, cement injection; φ 8 steel mesh reinforcements, size of mesh opening 20 × 20cm; Between steel arch frame, adopt [ 12.6 channel-section steels connections, circumferential distance 60cm; The thick 35cm of C25 sprayed mortar.
4. the same step is removed rear immediate support by Pin.
(3) DK128+841.6~DK128+849 section
For this section condition of construction, in conjunction with Clearance survey data, changing arch scope is upper leading, under do not lead excavation, excavation method adopts three benching tunnelling methods, first changes the steel arch frame of topping bar, in the position of getting out of a predicament or an embarrassing situation set radially anchor pole, adopt R51L self-feeding anchor pile, spacing is 100 × 40cm(hoop × longitudinally), in lead the long 7.5m of position anchor pole, under lead the long 6m of position anchor pole, quincuncial arrangement, cement injection.Under in changeing by Pin again, lead steel arch frame after slip casting post-reinforcing.
1. take artificial pneumatic pick to remove upper preliminary bracing, the spray sealing country rock at the beginning of carrying out in time after dismounting of leading of DK128+841.6~DK128+849 section by Pin;
2. apply advance support: adopt double-deck R51L self-feeding anchor pile, long 7.5m, 180 ° of scopes are laid, every layer of circumferential distance 20cm, longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, cement injection;
3. set up I25a shaped steel steel arch frame, steel arch frame spacing is that 40cm(is with former construction steel bow member spacing), upper, middle and lower is led arch springing and is set totally 28 of R51L self-advancing type lock foot anchoring stocks, long 6m leads 12 on wherein, in lead 8, under lead 8, cement injection; φ 8 steel mesh reinforcements, size of mesh opening 20 × 20cm; Between steel arch frame, adopt [ 12.6 channel-section steels connections, circumferential distance 60cm; The thick 35cm of C25 sprayed mortar.
4. the same step is removed rear immediate support by Pin.
(4) DK128+849~DK128+856 section
For this section condition of construction, in conjunction with Clearance survey data, change arch scope on lead, under do not lead excavation, excavation method adopts three benching tunnelling methods, first set radially anchor pole at the arch springing position of topping bar, adopt R51L self-feeding anchor pile, spacing is 100 × 40cm(hoop × longitudinally), long 7.5m, quincuncial arrangement, cement injection.After slip casting post-reinforcing, lead steel arch frame changeing by Pin.
1. take digging machine vibrating hammer to coordinate artificial pneumatic pick to remove in DK128+849~DK128+856 section and lead preliminary bracing by Pin, after dismounting, carry out in time just spray sealing country rock.In under lead supporting and follow up in time;
2. apply advance support: adopt double-deck R51L self-feeding anchor pile, long 7.5m, 180 ° of scopes are laid, every layer of circumferential distance 20cm, longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, cement injection;
3. set up I25a shaped steel steel arch frame, steel arch frame spacing is that 40cm(is with former construction steel bow member spacing), upper, middle and lower is led arch springing and is set totally 28 of R51L self-advancing type lock foot anchoring stocks, long 6m leads 12 on wherein, in lead 8, under lead 8, cement injection; In the position of getting out of a predicament or an embarrassing situation set radially anchor pole, adopt R51L self-feeding anchor pile, spacing is 100 × 40cm(hoop × longitudinally), in lead the long 7.5m of position anchor pole, under lead the long 6m of position anchor pole, quincuncial arrangement, cement injection.φ 8 steel mesh reinforcements, size of mesh opening 20 × 20cm; Between steel arch frame, adopt [ 12.6 channel-section steels connections, circumferential distance 60cm; The thick 35cm of C25 sprayed mortar.
4. the same step is removed rear immediate support by Pin.
beneficial effect:
1) social benefit
The method is suitable for railway aeolian accumulation chiltern loess tunnel and subsides, sinks, invades limit and change arch and process, effectively control Tunnel Landslide, also can be used for highway, Hydraulic Tunnel, practical, construction technology less investment easy and simple to handle, mechanical, applied widely, technology is reliable, tool has an enormous advantage, and easily promotes the use of;
The method construction quality, guaranteed safely, environmental pollution is little, nontoxic, civilized construction degree is high, respond well, is subject to the consistent favorable comment of Construction unit, management, designing unit, for enterprise has won honor, also, for loess tunnel similar engineering construction has from now on accumulated experience, social benefit is remarkable.
2) economic benefit
Railway Shuozhou, accurate pond tunnel entrance Dk128+832~Dk128+856 Shallow-buried aeolian accumulation chiltern loess section is changed arch and is adopted formula pipe roof construction advanced in years.Economic benefit is than choosing, only arch scope, bassoon canopy scheme: φ 60 × 12m/ of 108 steel pipes root × 300 yuan/ten thousand yuan of m=21.6, machinery take leases monthly 180,000,24m processing need to set 3 bassoon canopies just can be passed through, and ten thousand yuan of 21.6 ten thousand yuan × 3=64.8, need to construct more than 60 day, machinery takes 360,000 yuan, amounts to 100.8 ten thousand yuan.Formula anchor pole Guan Peng advanced in years of the present invention arch: bilayer sets 5 times, 84 R51L self-feeding anchor pile × 2 layer × 5 times=840,840 × 7.5m/ root × 60 yuan/ten thousand yuan of m=37.8, machinery takes 180,000 yuan, save mechanical material and take 450,000 yuan, only construct and can complete for 28 days, save machinery, work sky, save work sky 30 days, save more than 40 ten thousand yuan of labour costs.
The method speed of application is fast, economy, safety, environmental protection.In construction successful Application the method, effectively solve duration pressure.This tunnel requires the duration to only have 574 days.
3) environmental benefit
The method is fewer than using mechanical blowdown in daguanpeng construction hole, and noise is little, can reduce mechanical exhaust emissions, operating personnel is endangered little, has created good environmental benefit to construction.

Claims (5)

1. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years subsides to sink to invading a limit construction method, it is characterized in that comprising the following steps:
1) surface cracks (6) is processed, and first along crack excavation groove, then with the direct grout injection of spacing fracture about 30cm, after grouting, ground, crack adopts cement sand plaster, makes circular-arc;
2) backfill in hole, preliminary bracing (11) sinks to invading limit section backfill hole slag (12), and 1.5m high scope in arch adopts sprayed mortar (13) backfill closely knit;
3) sink to invading limit situation according to tunnel, in conjunction with Clearance survey data, determine the arch scope of changing;
4) excavation method adopts three benching tunnelling methods, sets radially anchor pole (7) before changing arch, adopts and steps formula anchor pole, hoop × longitudinal pitch is 100 × 40cm, quincuncial arrangement, cement injection in anchor pole, after grouting and reinforcing, change and sink to invading limit section steel arch frame again by Pin, concrete grammar is as follows:
A. take digging machine vibrating hammer to coordinate artificial pneumatic pick to remove and sink to invading the preliminary bracing of limit section by Pin, after dismounting, carry out in time just spray sealing country rock;
B. apply advance support, adopt the double-deck formula anchor pole (8) that steps, lay along 180 ° of scopes of tunnel cross-section, every layer of circumferential distance is 15~25cm, and longitudinal lap joint is no less than 2.5m, and the elevation angle is controlled at 10 °~15 °, and cement injection in anchor pole forms and steps formula pipe booth structure;
C. set up and sink to invading limit section steel arch frame (9), sink to invading limit section steel arch frame spacing identical with former construction steel bow member spacing, on lead, in lead, under lead arch springing set step formula lock foot anchoring stock, cement injection in anchor pole, adjacent sinking is invaded between limit section steel arch frame and is adopted channel-section steel (10) to connect, circumferential distance 50~70cm, sprayed mortar sealing in time;
D. immediate support after removing by Pin according to above-mentioned steps, every displacement one Pin, repeating step a, to the operation of steps d, has encircleed until change.
2. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years according to claim 1 subsides and sinks to invading limit construction method, it is characterized in that the sinking of setting up in step c invades on limit section steel arch frame (9), and be fixed with fixing steel plate (3) by pasting country rock one side interval, each fixing steel plate two ends have the locating hole (4) that is positioned to sink to invading limit section steel arch frame both sides, squeeze into the formula lock foot anchoring stock advanced in years (2) of country rock in locating hole (4), be positioned to sink to invading formula lock foot anchoring stock bared end employing circular connector advanced in years (5) connection of limit section steel arch frame both sides and invade limit section steel arch frame (9) with sinking and fix.
3. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years according to claim 1 and 2 subsides to sink to invading limit construction method, it is characterized in that stepping formula lock foot anchoring stock (2) and squeezes into end for the shape of a hoof.
4. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years according to claim 1 and 2 subsides and sinks to invading limit construction method, it is characterized in that stepping formula lock foot anchoring stock (2) is 15~20 ° with the angle of horizontal direction, and the locating hole (4) on fixing steel plate (3) is longitudinal slotted eye.
5. formula pipe canopy advanced in years according to claim 2 is processed aeolian accumulation chiltern loess tunnel and is subsided to sink to invading limit construction method, it is characterized in that circular connector (5) be by two fixedly reinforcing bar be flexibly connected the loop configuration forming.
CN201210154098.7A 2012-05-18 2012-05-18 Collapse and sink intrusion limit construction method for treating wind accumulated sand loess tunnel through stride shed pipe CN102678134B (en)

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CN103195089B (en) * 2013-04-09 2015-06-10 重庆中设工程设计股份有限公司 Method for improving existing underground passage clearance on basis of grouting reinforcement
CN103277125B (en) * 2013-06-21 2016-03-23 云南云岭高速公路建设集团有限公司 With the lock pin ductule that steel plate connects
CN103410527B (en) * 2013-08-29 2015-05-20 中南大学 Preliminary bracing construction method for tunnel with surrounding rocks containing collapsible loess and soft rocks
CN106703854A (en) * 2017-01-05 2017-05-24 中铁工程设计咨询集团有限公司 Supporting device used for tunnel primary supporting structure and construction method thereof
CN107165652B (en) * 2017-06-02 2019-03-15 大唐林州热电有限责任公司 A kind of tunnel monoblock type collapse after construction method
CN107965325B (en) * 2017-10-24 2018-10-30 济南城建集团有限公司 A kind of small interval shallow tunnel just branch arch replacement construction method
CN109854255B (en) * 2018-11-30 2020-06-30 中国电建集团成都勘测设计研究院有限公司 Method for processing tunnel unconverged collapse
CN110017144B (en) * 2019-04-04 2020-12-04 甘肃省交通规划勘察设计院股份有限公司 Loess tunnel three-step construction method considering substrate reinforcement treatment
CN110529120B (en) * 2019-08-14 2020-09-18 中铁六局集团太原铁路建设有限公司 Construction method for removing invasion limiting structure by chiseling VI-level surrounding rock shallow-buried underground excavation loess tunnel
CN110821513A (en) * 2019-10-24 2020-02-21 中铁十八局集团有限公司 Construction method for performing advanced grouting and supporting on tunnel local collapse
CN110656959B (en) * 2019-10-31 2020-10-27 中铁二十局集团有限公司 Large-section loess tunnel primary support limit-invasion arch-changing construction method
CN110966019A (en) * 2019-11-22 2020-04-07 中国铁建重工集团股份有限公司 Single-track railway tunnel half-side soft rock primary support deformation trident arch center treatment method

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