CN102678134A - 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 PDFInfo
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- CN102678134A CN102678134A CN2012101540987A CN201210154098A CN102678134A CN 102678134 A CN102678134 A CN 102678134A CN 2012101540987 A CN2012101540987 A CN 2012101540987A CN 201210154098 A CN201210154098 A CN 201210154098A CN 102678134 A CN102678134 A CN 102678134A
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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
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 advanced in years and handle aeolian accumulation chiltern loess tunnel and subside and sink to invading the limit job practices.
Background technology
Aeolian accumulation chiltern loess is that sandy soil is main soil, concerning loess, is exactly chiltern loess, and this is the soil property that is easy to take place avalanche in the construction.Because constructional orthostatic; Its characteristic has determined the loess mechanical characteristic to have anisotropic characteristics; It has direct relation with the stable of construction back face, if the surrouding rock stress after the construction greater than the intensity of loess vertical direction, will cause the unstability of excavated surface; During like settlement by soaking, after surpassing certain value or meet water, water content can produce very big " depression " distortion and the forfeiture of supporting capacity.Engineering practice confirms that the stress at tunnel-side and footing place is concentrated excessive, requires bigger bearing capacity of foundation soil; And the sidewall of loess tunnel and footing place bearing capacity are not enough, are one of major reasons that causes Tunnel Landslide, in addition because the soil pressure distributed pole of loess tunnel is uneven; Generally say, all be the shape of a saddle and distribute, and in the occasion of shallow embedding; Owing to can not bring into play arching, not very big relaxation pressure to occur in this case, be exactly the phenomenon that whole sinking occurs.In a word, in aeolian accumulation chiltern loess tunnel construction, very easily occur vault at present, abutment wall stays, restrains, invades limit, sprayed mortar peels off, and supporting steel bow member torsional deformation, lock pin anchor tube cut off, and construction phenomenons such as many horizontal strokes, longitudinal crack appear in the face of land.
Adopt traditional bassoon booth structure to construct mostly to above-mentioned construction phenomenon at present, radially, vertically set earlier the bassoon canopy, form the protecting crust of an integral body in the subsidence area; Integral body is excavated, is changed arch by Pin then, and the weak point of the method is that every length of bassoon canopy is 15m, and is longer; Required construction space is bigger, and device therefor is huge, and lease expenses is higher; Construction cost is high, and the mechanical blowdown of use is many in the hole, noise is big, and the operating personnel is endangered greatly; The more important thing is that construction period is longer, be unfavorable for the fast processing of prominent mud, have potential safety hazard.In addition, for supporting after in time satisfying tunnel excavation fast becomes circulating application worker requirement, prevent that the tunnel from caving in; Must catch Best Times to accomplish the supporting Cheng Huan of excavation back weak surrounding rock, bow member is the important means of supporting Cheng Huan, and it is through squeezing in the steel plate hole with lock foot anchoring stock that lock foot anchoring stock and steel bow member connect into the integral reinforcing technology; Make the anchor tube after squeezing into give full play to supporting role; To peripheral rock bigger supporting drag is provided, stops country rock to produce excessive deformation, main effect is the rigid body displacement that limits the steel bow member as much as possible; Make it bear the pressure that surrouding rock deformation causes as early as possible, guarantee the stability at tunnel initial stage.Traditional lock foot anchoring stock mode of setting is: be close to lock foot anchoring stock to squeeze into about bow member behind the upright bow member and get final product, left and right sides anchor pole welds with reinforcing bar, and the defective of this reinforcing mode is: when pressure from surrounding rock is big; Lock foot anchoring stock and bow member have not ruptured when also reaching the bearing capacity limit; Form integral body between anchor pole and steel bow member, lose its effect prematurely, only resist surrouding rock deformation through the displacement of restriction steel bow member; Resistance to overturning is relatively poor, has reduced working security.
Summary of the invention
The present invention subsides to sink to invading limit and adopt traditional bassoon canopy to construct in order to solve existing aeolian accumulation chiltern loess tunnel; Have that required construction space is big, construction cost is high, the cycle is long and steel bow member and the lock foot anchoring stock problems such as whole structural stability is relatively poor, working security difference that reinforce the connection, provide a kind of formula pipe canopy advanced in years to handle the sinking of subsiding of aeolian accumulation chiltern loess tunnel and invade the limit job practices.
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 the limit job practices; May further comprise the steps: 1) surface cracks is handled; At first along crack excavation groove, again with the spacing about 30cm to the direct grout injection in crack, after the grouting; Cement sand plaster is adopted on ground, crack, makes circular-arc; 2) backfill in the hole, preliminary bracing sink to invading limit section backfill hole slag, and 1.5m high scope in arch adopts the sprayed mortar backfill closely knit; 3) sink to invading the limit situation according to the tunnel,, confirm to change the arch scope in conjunction with the headroom survey data; 4) three benching tunnelling methods are adopted in excavation method, set radially anchor pole before changing arch, adopt to step the formula anchor pole; Hoop * longitudinal pitch is 100 * 40cm; Quincuncial arrangement, cement injection in the anchor pole is treated to change by Pin behind the grouting and reinforcing again and is sunk to invading a limit section steel bow member; Concrete grammar is following: a. takes the digging machine vibrating hammer to cooperate artificial pneumatic pick to remove to sink to invading by Pin and limits a section preliminary bracing, in time carries out the country rock of spray sealing just after the dismounting; B. execute and make 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 the anchor pole forms and steps formula pipe booth structure; C. set up the steel bow member, steel bow member spacing is identical with former construction steel bow member spacing, on lead, in lead, lead down arch springing and set and step the formula lock foot anchoring stock; Cement injection in the anchor pole; Adopt channel-section steel to connect between the adjacent steel bow member, circumferential distance 50～70cm, sprayed mortar sealing in time; D. remove the back immediate support according to above-mentioned steps by Pin, every displacement one Pin repeats above operation, accomplishes up to changing arch.Said three bench cut methods are techniques well known, are tunnel excavation methods commonly used.
In order to limit the rigid body displacement of steel bow member to greatest extent; Make it bear the pressure that surrouding rock deformation causes as early as possible; Guarantee the stability at tunnel initial stage, on the said steel bow member and by pasting country rock one side fixed interval fixing steel plate is arranged, each fixing steel plate two ends has the locating hole that is positioned at steel bow member both sides; The formula lock foot anchoring stock advanced in years of squeezing into country rock is in locating hole, and the formula lock foot anchoring stock bared end advanced in years that is positioned at steel bow member both sides adopts circular connector to connect and fixes with the steel bow member.The quantity of said fixing steel plate and spacing distance can be confirmed according to the job site demand.
In order further to optimize the ruggedized construction of steel bow member and lock foot anchoring stock, improve its design, said formula lock foot anchoring stock advanced in years is squeezed into end for the shape of a hoof, more helps formula lock foot anchoring stock advanced in years is squeezed in the country rock, reduces resistance; The angle that steps formula lock foot anchoring stock and horizontal direction is 15～20 °, and the locating hole on the fixing steel plate is vertical slotted eye, because formula lock foot anchoring stock advanced in years is in the oblique country rock of squeezing into steel bow member both sides, so locating hole is vertical slotted eye; Said circular connector be by two fixedly reinforcing bar flexibly connect the loop configuration form, can adjust spacing, with the convenient construction operation.
Adopt job practices of the present invention; Before stepping the reinforcing of formula pipe canopy, at first the body that subsides is carried out preparatory slip casting, the crack is filled with the cement paste mud jacking; Take the digging machine vibrating hammer to cooperate artificial pneumatic pick to cut sinking supporting spray anchor body then; Sinking steel bow member, anchor tube, net sheet are cut with oxygen welding, can not use explosion to cut, reduce the disturbance of vibration the distortion soil body.Each Pin bow member of pressing is replaced, and excavates contoured back Zhi Ligang bow member, begins to set formula advance anchor bolt pipe canopy advanced in years by joint; Length, spacing are by design arrangement, and slip casting in time in the anchor pole forms the pipe canopy and reinforces; Every displacement one Pin repeats above operation, accomplishes up to changing arch.Formula pipe canopy advanced in years is supported as transverse annular as longitudinal bracing, steel bow member, and slip casting in the canopy pipe treats that slurries sclerosis back wall rock mass is reinforced in advance, forms formula pipe canopy advanced in years and adds solid, and bearing subsides sinks to invading to limit soil pressure and restrained deformation.And adopt steel bow member and lock foot anchoring stock to reinforce new technology, and make the steel bow member fixing more firm through locating hole, fixing steel plate and circular connector with lock pin anchor tube, form whole; Ultimate bearing capacity further improves; Make the lock pin anchor tube after squeezing into give full play to supporting role, bigger supporting drag is provided, stop country rock to produce excessive deformation peripheral rock; Limit the rigid body displacement of steel bow member as much as possible; Make it bear the pressure that surrouding rock deformation causes as early as possible, guarantee the stability at tunnel initial stage, be fit to especially that railway, highway are weak, the reinforcing the connection of loess surrounding rock tunnel steel arch frame lock foot anchor tube.
Compared with prior art, job practices speed of application according to the invention is fast, requisite space is little, practical, construction technology is easy and simple to handle, mechanical less investment, applied widely, and construction quality, safety guaranteed; This worker's method is than using mechanical blowdown to lack in the daguanpeng construction hole, noise is little, can reduce mechanical exhaust emissions; The operating personnel is endangered little; Created good environmental benefit to construction, this method is suitable for railway aeolian accumulation chiltern loess tunnel and subsides, sinks, invades limit and change the arch processing, is fit to narrow space operation and emergency work construction; Effectively the control Tunnel Landslide also can be used for highway, water conservancy project constructing tunnel.
Description of drawings
Fig. 1 is that figure is handled at surface cracks according to the invention top;
Fig. 2 is a backfill skiagraph in the hole according to the invention;
Fig. 3 is a formula pipe booth structure sketch map advanced in years according to the invention;
Fig. 4 vertically connects sketch map for steel bow member according to the invention;
Fig. 5 is a radially bolt support sketch map according to the invention;
Fig. 6 is that steel bow member according to the invention is connected the Facad structure sketch map with formula lock foot anchoring stock advanced in years;
Fig. 7 is that steel bow member according to the invention is connected the side structure sketch map with formula lock foot anchoring stock advanced in years;
Fig. 8 is the structural representation of circular connector according to the invention;
Among the figure: 1-steel bow member; 2-steps the formula lock foot anchoring stock; The 3-fixing steel plate; The 4-locating hole; The 5-circular connector; The 6-surface cracks; 7-is anchor pole radially; The double-deck formula anchor pole that steps of 8-; 9-steel bow member; The 10-channel-section steel; The 11-preliminary bracing; 12-backfill hole slag; The 13-sprayed mortar; 14-tops bar; Step among the 15-; 16-gets out of a predicament or an embarrassing situation; The 17-above-ground route.
The specific embodiment
Step formula pipe canopy processing aeolian accumulation chiltern loess tunnel and subside to sink to invading the limit job practices, may further comprise the steps:
1) surface cracks 6 is handled; For preventing to ooze under the surface water; The softening soil body needs surface cracks is carried out grouting treatment: at first excavate groove along the crack, adopt funnel deadweight method the crack directly to be poured into the cement paste of 1:1 with the spacing about 30cm again; Treat cement paste fill solidify after, filling is mended in displacement again.When groundwater increment is big, should stop perfusion, wait to irritate and be in the milk again after into cement paste solidifies.After the grouting, cement sand plaster is adopted on ground, crack, makes circular-arcly, prevents that rainwater from immersing, and is as shown in Figure 1.
2) backfill in the hole, preliminary bracing 11 sink 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 the limit situation according to the tunnel,, confirm to change the arch scope in conjunction with the headroom survey data;
4) three benching tunnelling methods are adopted in excavation method, at first consolidation process are carried out in backfill body front, adopt φ 42 * 3.5mm steel pipe, and spacing is 1.0 * 1.0m; Quincuncial arrangement, long 4m, every excavation 3m sets once, and cement injection is reinforced; Set radially anchor pole 7 before changing arch, adopt to step the formula anchor pole, hoop * longitudinal pitch is 100 * 40cm, quincuncial arrangement; As shown in Figure 5, cement injection in the anchor pole is treated to change by Pin behind the grouting and reinforcing again and is sunk to invading a limit section steel bow member, and concrete grammar is following:
A. take the digging machine vibrating hammer to cooperate artificial pneumatic pick to cut and sink to invading the preliminary bracing of limit section, in time carry out the country rock of spray sealing just after the dismounting by Pin;
B. execute and make 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 the anchor pole forms and steps formula pipe booth structure, and is as shown in Figure 3;
C. set up steel bow member 9, steel bow member spacing is identical with former construction steel bow member spacing, on lead, in lead, lead down arch springing and set and step the formula lock foot anchoring stock; Cement injection in the anchor pole adopts channel-section steel 10 to connect circumferential distance 50～70cm between the adjacent steel bow member; As shown in Figure 4, sprayed mortar sealing in time;
D. remove the back immediate support according to above-mentioned steps by Pin, every displacement one Pin repeats above operation, accomplishes up to changing arch.
In addition, in the construction, steel bow member and lock foot anchoring stock adopt following method to reinforce the connection; Like Fig. 6, shown in 7, on the steel bow member 1 and by pasting country rock one side fixed interval fixing steel plate 3 is arranged, each fixing steel plate two ends has the locating hole 4 that is positioned at steel bow member both sides; The lock pin anchor tube 2 of squeezing into country rock is in locating hole 4; The lock pin anchor tube bared end that is positioned at steel bow member both sides adopts circular connector 5 to connect and fixes with steel bow member 1, and is as shown in Figure 8, circular connector 5 be by two fixedly reinforcing bar connect into ring-like forming; Be the convenient construction operation, can adjust spacing.Lock pin anchor tube 2 is squeezed into end and is 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 the fixing steel plate 3 is vertical slotted eye.During concrete the making; After 1 of steel bow member stands fixing steel plate is welded in the steel bow member by pasting the country rock end, lock pin anchor tube length is not less than 3.5～4m, processes with Φ 42mm ductule; Squeeze into end and be cut into the shape of a hoof with cutting machine; Lock pin anchor tube is squeezed into the YT-28 air pressure gun when reinforcing the connection, and it is full with annular element connection built-up welding that lock pin anchor tube exposes the termination, connects annular element and formed by Φ 22mm bar bending.Fixing steel plate by up and down two form 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, generally is controlled at 15～20 °, sets 4 altogether; The aperture of locating hole is 50mm, is slit into ellipse (or drilling machine punching) with oxygen, the long 13cm scope that is controlled at, steel bow member lower end link with in lead or lead the bow member junction plate down, reservation connecting bolt hole.
In conjunction with following case history the method for the invention is described further:
Project profile
By newly-built big standard to the Shuohuang Railway interconnection that the applicant undertakes the construction of, the accurate pond railway Shuozhou constructing tunnel duration has only 574 days, and the duration is tight; Security risk is big, and inducer has the chiltern loess country rock of 579m, Dk128+832～Dk128+856 shallow embedding bias voltage aeolian accumulation chiltern loess section; Thick 28～the 30m of the above covering of vault; As shown in Figure 2, leading the preliminary bracing completion on the Dk128+856 that constructs after 24 hours, 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.Many horizontal strokes, longitudinal crack appear in the face of land, and scope is leading, maximum crack width 12cm.Measure record through country rock, the maximum sinking 89cm of vault (Dk128+848) 13/3, minimum sinking 62cm (Dk128+828); The abutment wall maximum stays 104cm, restrain, invade limit 5.1cm in (Dk128+844 left side), right side Dk128+848 abutment wall sinking 80cm, restrains, invades limit 1.2cm.Supporting steel bow member torsional deformation, lock pin anchor tube cuts off, and the roof fall omen is arranged.
Job practices:
1) surface cracks 6 is handled; For preventing to ooze under the surface water; The softening soil body needs surface cracks is carried out grouting treatment: at first excavate groove along the crack, adopt funnel deadweight method the crack directly to be poured into the cement paste of 1:1 with the spacing about 30cm again; Treat cement paste fill solidify after, filling is mended in displacement again.When groundwater increment is big, should stop perfusion, wait to irritate and be in the milk again after into cement paste solidifies.After the grouting, cement sand plaster is adopted on ground, crack, makes circular-arcly, prevents that rainwater from immersing, and is as shown in Figure 1.
2) backfill in the hole
DK128+828～DK128+856 preliminary bracing craze and transfiguration is invaded the 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
At 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 to step the formula anchor pole, hoop * longitudinal pitch is 100 * 40cm, quincuncial arrangement, and cement injection can change arch after reinforcing, and concrete processing method is following:
⑴ DK128+830～DK128+832 inverted arch section of having constructed
Executed to this section and to have finished inverted arch,, led in going up and invade limit, changed the arch scope and be and lead in last, led not changeing down, at first set up operating platform by the splash guard stand in conjunction with the headroom survey data,
1. lead preliminary bracing in taking on artificial pneumatic pick dismounting DK128+830～DK128+830.4 section, in time carry out the country rock of spray sealing just after the dismounting;
2. execute and make 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 bow member, steel bow member spacing is 40cm (with a former construction steel bow member spacing), in lead arch springing and be located at and do not remove in the preliminary bracing; With do not remove steel bow member firm welding; Lead arch springing in going up and set totally 20 of R51L self-advancing type lock foot anchoring stocks, long 6m leads 12 on wherein; In lead 8, cement injection; φ 8 steel mesh reinforcements, size of mesh opening 20 * 20cm; Adopt ［ connection of 12.6 channel-section steels, circumferential distance 60cm between the steel bow member; In lead the position and establish radially anchor pole, adopt the R51L self-feeding anchor pile, long 7.5m, spacing is 100 * 40cm (hoop * vertical), quincuncial arrangement, tail end and steel bow member are connected firmly cement injection; The thick 35cm of C25 sprayed mortar.
⑵ DK128+832～DK128+841.6 section
To this section condition of construction, in conjunction with the headroom survey data, lead in going up and invade limit, but under lead steel bow member torsional deformation, change the arch scope and be last under lead.Three benching tunnelling methods are adopted in excavation method, at first change the steel bow member of topping bar, under lead the position and set radially anchor pole; Adopt the R51L self-feeding anchor pile, spacing is 100 * 40cm (hoop * vertically), in lead the long 7.5m of position anchor pole; Under lead the long 6m of position anchor pole, quincuncial arrangement, cement injection.Lead the steel bow member under treating behind the slip casting post-reinforcing in changeing by Pin,
1. execute and make 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 the digging machine vibrating hammer to cooperate artificial pneumatic pick to lead preliminary bracing down in removing on DK128+832～DK128+841.6 section by Pin, in time carry out spray just after the dismounting and seal country rock.
3. set up I25a shaped steel steel bow member, steel bow member spacing is 40cm (with a former construction steel bow member spacing), and leading arch springing sets totally 28 of R51L self-advancing type lock foot anchoring stocks down in going up, and long 6m leads 12 on wherein, in lead 8, time lead 8, cement injection; φ 8 steel mesh reinforcements, size of mesh opening 20 * 20cm; Adopt ［ connection of 12.6 channel-section steels, circumferential distance 60cm between the steel bow member; The thick 35cm of C25 sprayed mortar.
4. the same step is removed the back immediate support by Pin.
⑶ DK128+841.6～DK128+849 section
To this section condition of construction, in conjunction with the headroom survey data, change the arch scope and be and lead in last, do not lead excavation down; Three benching tunnelling methods are adopted in excavation method, at first change the steel bow member of topping bar, in the position of getting out of a predicament or an embarrassing situation set radially anchor pole; Adopt the R51L self-feeding anchor pile, spacing is 100 * 40cm (hoop * vertically), in lead the long 7.5m of position anchor pole; Under lead the long 6m of position anchor pole, quincuncial arrangement, cement injection.Lead the steel bow member under in treating to change by Pin again behind the slip casting post-reinforcing.
1. take artificial pneumatic pick on Pin dismounting DK128+841.6～DK128+849 section, to lead preliminary bracing, in time carry out the country rock of spray sealing just after the dismounting;
2. execute and make 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 bow member, steel bow member spacing is 40cm (with a former construction steel bow member spacing), and leading arch springing sets totally 28 of R51L self-advancing type lock foot anchoring stocks down in going up, and long 6m leads 12 on wherein, in lead 8, time lead 8, cement injection; φ 8 steel mesh reinforcements, size of mesh opening 20 * 20cm; Adopt ［ connection of 12.6 channel-section steels, circumferential distance 60cm between the steel bow member; The thick 35cm of C25 sprayed mortar.
4. the same step is removed the back immediate support by Pin.
⑷ DK128+849～DK128+856 section
To this section condition of construction,, lead on changing the arch scope and being in conjunction with the headroom survey data; In under do not lead excavation, three benching tunnelling methods are adopted in excavation method, at first set radially anchor pole at the arch springing position of topping bar; Adopt the R51L self-feeding anchor pile, spacing is 100 * 40cm (hoop * vertical), long 7.5m; Quincuncial arrangement, cement injection.Treat behind the slip casting post-reinforcing to lead the steel bow member changeing by Pin.
1. take the digging machine vibrating hammer to cooperate artificial pneumatic pick to remove on DK128+849～DK128+856 section and lead preliminary bracing, in time carry out the country rock of spray sealing just after the dismounting by Pin.In under lead supporting and in time follow up;
2. execute and make 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 bow member, steel bow member spacing is 40cm (with a former construction steel bow member spacing), and leading arch springing sets totally 28 of R51L self-advancing type lock foot anchoring stocks down in going up, and long 6m leads 12 on wherein, in lead 8, time lead 8, cement injection; In the position of getting out of a predicament or an embarrassing situation set radially anchor pole, adopt the R51L self-feeding anchor pile, spacing is 100 * 40cm (hoop * vertically), in lead the long 7.5m of position anchor pole, time lead the long 6m of position anchor pole, quincuncial arrangement, cement injection.φ 8 steel mesh reinforcements, size of mesh opening 20 * 20cm; Adopt ［ connection of 12.6 channel-section steels, circumferential distance 60cm between the steel bow member; The thick 35cm of C25 sprayed mortar.
4. the same step is removed the back immediate support by Pin.
Beneficial effect:
1) social benefit
This method is suitable for railway aeolian accumulation chiltern loess tunnel and subsides, sinks, invades limit and change the arch processing, effectively controls Tunnel Landslide, also can be used for highway, water conservancy project tunnel; Practical; Construction technology less investment easy and simple to handle, mechanical, applied widely, technology is reliable; Have very big superiority, be prone to promote the use of;
This method construction quality, guaranteed safely, environmental pollution is little, and is nontoxic; The civilized construction degree is high, and is respond well, receives the consistent favorable comment of Construction unit, management, designing unit; For enterprise has won honor, also experience, obvious social benefit have been accumulated for loess tunnel similar engineering construction from now on.
2) economic benefit
Railway Shuozhou, accurate pond tunnel entrance Dk128+832～Dk128+856 shallow embedding bias voltage aeolian accumulation chiltern loess section is changed arch and is adopted formula pipe roof construction advanced in years.Economic benefit is than choosing, arch scope only, ten thousand yuan of 60 * 12m/ of bassoon canopy scheme: φ 108 steel pipes roots * 300 yuan/m=21.6; Machinery takes lease every month 180,000; The 24m processing need set 3 bassoon canopies just can be passed through, and ten thousand yuan of 21.6 ten thousand yuan * 3=64.8 need construction more than 60 day; Machinery takes 360,000 yuan, amounts to 100.8 ten thousand yuan.Formula anchor pole Guan Peng advanced in years according to the invention arch: bilayer sets 5 times, 84 R51L self-feeding anchor pile * 2 layer * 5 times=840, ten thousand yuan of 840 * 7.5m/ roots * 60 yuan/m=37.8; Machinery takes 180,000 yuan; Practice thrift mechanical material and take 450,000 yuan, only construct and to accomplish in 28 days, practice thrift machinery, worker sky; Practice thrift the worker sky 30 days, and practiced thrift more than 40 ten thousand yuan of labour costs.
This method speed of application is fast, economy, safety, environmental protection.In the construction successful Application this method, solve duration pressure effectively.This tunnel requires the duration to have only 574 days.
3) environmental benefit
This method is than using mechanical blowdown to lack in the daguanpeng construction hole, noise is little, can reduce mechanical exhaust emissions, the operating personnel is endangered little, has created good environmental benefit to construction.
Claims (5)
1. a formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years subsides to sink to invading the limit job practices, it is characterized in that may further comprise the steps:
1) surface cracks (6) is handled, excavation groove at first along the crack, again with the spacing about 30cm to the direct grout injection in crack, after the grouting, cement sand plaster is adopted on ground, crack, makes circular-arc;
2) backfill in the hole, preliminary bracing (11) sink 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 the limit situation according to the tunnel,, confirm to change the arch scope in conjunction with the headroom survey data;
4) three benching tunnelling methods are adopted in excavation method, set radially anchor pole (7) before changing arch, adopt to step the formula anchor pole; Hoop * longitudinal pitch is 100 * 40cm, quincuncial arrangement, cement injection in the anchor pole; Treat to change by Pin behind the grouting and reinforcing again and sink to invading a limit section steel bow member, concrete grammar is following:
A. take the digging machine vibrating hammer to cooperate artificial pneumatic pick to remove and sink to invading the preliminary bracing of limit section, in time carry out the country rock of spray sealing just after the dismounting by Pin;
B. execute and make 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 the anchor pole forms and steps formula pipe booth structure;
C. set up steel bow member (9), steel bow member spacing is identical with former construction steel bow member spacing, on lead, in lead, lead down arch springing and set and step the formula lock foot anchoring stock; Cement injection in the anchor pole; Adopt channel-section steel (10) to connect between the adjacent steel bow member, circumferential distance 50～70cm, sprayed mortar sealing in time;
D. remove the back immediate support according to above-mentioned steps by Pin, every displacement one Pin repeats above operation, accomplishes up to changing arch.
2. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years according to claim 1 subsides and sinks to invading the limit job practices; It is characterized in that steel bow member (1) is gone up and fixing steel plate (3) is arranged by pasting country rock one side fixed interval; Each fixing steel plate two ends has the locating hole (4) that is positioned at steel bow member both sides; The formula lock foot anchoring stock advanced in years (2) of squeezing into country rock is in locating hole (4), and the formula lock foot anchoring stock bared end advanced in years that is positioned at steel bow member both sides adopts circular connector (5) to connect and fixes with steel bow member (1).
3. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years according to claim 1 and 2 subsides and sinks to invading the limit job practices,, it is characterized in that it is the shape of a hoof that formula lock foot anchoring stock (2) advanced in years is squeezed into end.
4. formula pipe canopy processing aeolian accumulation chiltern loess tunnel advanced in years according to claim 1 and 2 subsides and sinks to invading the limit job practices; It is characterized in that the formula lock foot anchoring stock (2) advanced in years and the angle of horizontal direction are 15～20 °, the locating hole (4) on the fixing steel plate (3) is vertical slotted eye.
5. formula pipe canopy advanced in years according to claim 2 is handled aeolian accumulation chiltern loess tunnel and is subsided to sink to invading the limit job practices, it is characterized in that circular connector (5) be by two fixedly reinforcing bar flexibly connect the loop configuration that forms.
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