CN104564091A - Method and device for removing anchor rods from shield crossing area - Google Patents

Method and device for removing anchor rods from shield crossing area Download PDF

Info

Publication number
CN104564091A
CN104564091A CN201310511408.0A CN201310511408A CN104564091A CN 104564091 A CN104564091 A CN 104564091A CN 201310511408 A CN201310511408 A CN 201310511408A CN 104564091 A CN104564091 A CN 104564091A
Authority
CN
China
Prior art keywords
anchor pole
steel
tunnel
vertical shaft
billet
Prior art date
Application number
CN201310511408.0A
Other languages
Chinese (zh)
Inventor
赵余夫
傅珺
林辉
张靓
Original Assignee
宏润建设集团股份有限公司
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 宏润建设集团股份有限公司 filed Critical 宏润建设集团股份有限公司
Priority to CN201310511408.0A priority Critical patent/CN104564091A/en
Publication of CN104564091A publication Critical patent/CN104564091A/en

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00Setting anchoring-bolts
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining

Abstract

The invention relates to a method and device for removing anchor rods from a shield crossing area. The device comprises a first vertical shaft, a steel sleeve, a steel retaining tube, a plain concrete protective wall, a jack fixing frame, a jack supporting seat, a jack, a second vertical shaft and two transverse pilot holes, wherein the first vertical shaft vertically penetrates through one side of a tunnel; the steel sleeve is inserted into a reinforced concrete retaining wall along the anchor rod direction and is arranged around the anchor rods in a sleeve manner; the steel retaining tube is closely attached to the plain concrete protective wall; the plain concrete protective wall is arranged outside the steel retaining tube around the plain concrete protective wall through pouring; the jack fixing frame comprises a steel backing plate, a counter-force steel frame and an inclined support frame, the steel backing plate is fixedly arranged at the bottoms of the vertical shafts, the counter-force steel frame is closely attached to the plain concrete protective wall and is welded to the steel backing plate, the inclined support frame is obliquely leant against the counter-force steel frame, the bottom of the inclined support frame is supported by the steel backing plate, the steel backing plate is vertical to the counter-force steel frame, and the inclined support frame is vertical to the anchor rods; the jack supporting seat comprises a steel plate and a plurality of support legs, the steel plate is welded to the inclined support frame, is vertical to the inclined support frame and is supported on the steel backing plate by the support legs; the jack is arranged on the steel plate; the second vertical shaft is located at the other side of the tunnel and penetrates through the tunnel; the two transverse pilot holes are respectively formed in two sides, facing to the tunnel direction, of the first and second vertical shafts.

Description

A kind of shield crossing district anchor pole method for dismounting and device
Technical field
The invention relates to anchor pole demolition technique, particularly about a kind of shield crossing district anchor pole method for dismounting and device.
Background technology
Along with the develop rapidly of metro industry, subway tunnel also gets more and more, and the construction of subway tunnel generally adopts shield construction method, in shield-tunneling construction process, underground obstacle (mainly anchor pole) usually affects the propelling of shield-tunneling construction, therefore, needs anchor pole to remove.
Summary of the invention
The invention provides a kind of shield crossing district anchor pole method for dismounting and device, to remove the anchor pole in shield tunnel, guarantee shield structure safety, pass through anchor pole district smoothly.
To achieve these goals, the invention provides a kind of shield crossing district anchor pole detaching device, for extracting the anchor pole in vertical shaft, the shield crossing district anchor pole detaching device stated comprises: the first vertical shaft, pass perpendicularly through the side in tunnel, inner surface is cast with the reinforced concrete core-tube that thickness is 150mm; Steel sleeve, inserts described reinforced concrete core-tube along anchor pole direction and is sheathed on around this anchor pole; Steel pile casting, fits in described plain concrete protective bulkhead, and described steel sleeve and anchor pole are through described steel pile casting; Plain concrete protective bulkhead, is cast in outside the described steel pile casting of surrounding, and the length that described firm sleeve pipe exposes to described reinforced concrete core-tube is greater than the thickness of described plain concrete protective bulkhead; Jack fixed mount, comprise billet, counter-force steelframe and bearing diagonal frame, described billet is fixed on described silo bottom, described counter-force steelframe fits in described plain concrete protective bulkhead, and weld with described billet, described bearing diagonal frame leans on described counter-force steelframe, and bottom is supported by described billet, described billet and described counter-force steel frame vertical, described bearing diagonal frame is perpendicular to described anchor pole; Jack supporting seat, comprises steel plate and many supporting legs, described Plate Welding perpendicular to described bearing diagonal frame, described steel plate is supported in described billet by described supporting leg; Jack, is placed on described steel plate; Second vertical shaft, is positioned at the opposite side in described tunnel, and through described tunnel, inner surface is cast with the reinforced concrete core-tube that thickness is 150mm; Two horizontal pilot tunnels, are separately positioned on the direction in the first vertical shaft and the second vertical shaft two side direction tunnel.
Further, in one embodiment, described billet is lid box-structure, and the casing floor of this lid box-structure adopts that many i iron are arranged in parallel to be formed, and the panel of this lid box-structure adopts steel plate, and described panel and floor pass through to weld spelling.
Further, in one embodiment, described counter-force steelframe is lid box-structure, and the casing floor of this lid box-structure adopts the first vertical overlap joint of many i iron to form, the panel of this lid box-structure adopts steel plate, and described panel and floor are by welding spelling.
The present invention separately provides a kind of shield crossing district anchor pole detaching device, for extracting the anchor pole in vertical shaft, described shield crossing district anchor pole detaching device comprises: the first vertical shaft, passes perpendicularly through the side in tunnel, and inner surface is cast with the reinforced concrete core-tube that thickness is 150mm; Steel sleeve, inserts described reinforced concrete core-tube along anchor pole direction and is sheathed on around this anchor pole; Steel pile casting, fits in described plain concrete protective bulkhead, and described steel sleeve and anchor pole are through described steel pile casting; Plain concrete protective bulkhead, is cast in outside the described steel pile casting of surrounding, and the length that described firm sleeve pipe exposes to described reinforced concrete core-tube is greater than the thickness of described plain concrete protective bulkhead; Jack fixed mount, comprise billet, counter-force steelframe and bearing diagonal frame, described billet is fixed on described silo bottom, described counter-force steelframe fits in described plain concrete protective bulkhead, and weld with described billet, described bearing diagonal frame leans on described counter-force steelframe, and bottom is supported by described billet, described billet and described counter-force steel frame vertical, described bearing diagonal frame is perpendicular to described anchor pole; Jack supporting seat, comprises steel plate and many supporting legs, described Plate Welding perpendicular to described bearing diagonal frame, described steel plate is supported in described billet by described supporting leg; Jack, is placed on described steel plate; Second vertical shaft, is positioned at the opposite side in described tunnel, and not through described tunnel, inner surface is cast with the reinforced concrete core-tube that thickness is 150mm; Horizontal pilot tunnel, along anchor pole direction and described first shaft wall of fitting is arranged at anchor pole region.
Further, in one embodiment, described billet is lid box-structure, and the casing floor of this lid box-structure adopts that many i iron are arranged in parallel to be formed, and the panel of this lid box-structure adopts steel plate, and described panel and floor pass through to weld spelling.
Further, in one embodiment, described counter-force steelframe is lid box-structure, and the casing floor of this lid box-structure adopts the first vertical overlap joint of many i iron to form, the panel of this lid box-structure adopts steel plate, and described panel and floor are by welding spelling.
The present invention also provides a kind of shield crossing district anchor pole method for dismounting, and described shield crossing district anchor pole method for dismounting comprises:
Artificial vertical shaft step: at tunnel one side position, jumping cellular type opening, shoveling is carried out according to anchor spacing, and often excavate one meter to carry out a retaining wall and build, wherein, retaining wall outside shield tunnel is the C35 steel concrete of thickness 150mm, retaining wall within the scope of shield tunnel is the C35 steel fibrous concrete of thickness 150mm, is positioned at lower 0.5 meter of anchor pole at the bottom of vertical shaft, 0.2 meter above ground level of first segment retaining wall;
Weigh anchor bar operating platform construction sequence: insert the steel sleeve be sheathed on around this anchor pole along anchor pole direction; Fit in described plain concrete protective bulkhead and place steel pile casting, described steel sleeve and anchor pole are through described steel pile casting; Described steel pile casting in surrounding pours into a mould plain concrete protective bulkhead outward, and the length that described firm sleeve pipe exposes to described retaining wall is greater than the thickness of described plain concrete protective bulkhead; The concrete on described anchor pole both sides pads four i iron, and steel plate connects into a reaction frame, be passed to described plain concrete protective bulkhead to make jack counter-force through this reaction frame;
Anchor pole removes step: clamp anchor pole with locker, pressurize gradually, slowly eject anchor pole, until termination point of anchor rod is from outside one meter, tunnel, hangs out outside vertical shaft after the anchor pole segmentation cutting ejected;
Second time anchor pole removes step: excavate another vertical shaft at tunnel opposite side, and carries out described artificial vertical shaft step, the bar operating platform construction sequence that weighs anchor and anchor pole dismounting step;
Horizontal pilot tunnel anchor pole removes step: the centre position of cross section circle if the first vertical shaft passes through tunnel, along anchor pole direction and described first shaft wall of fitting arranges a horizontal pilot tunnel; If the first vertical shaft and the second vertical shaft are each passed through the both sides of cross section, tunnel circle, dig out a horizontal pilot tunnel respectively in the direction in the first vertical shaft and the second vertical shaft two side direction tunnel, the anchor pole in tunnel cross-section is removed.
In one embodiment, remove in step at horizontal pilot tunnel anchor pole, also comprise horizontal pilot tunnel lining steel plate installation steps: channel-section steel rear backrest reaction frame is installed in vertical shaft, then adopt jack jacking steel lining.
Further, described method also comprises: lateral road hole refilling step: removed from inside to outside by described lining steel plate, after treating that water saving mud in the inside one is filled, then removes the lining steel plate of outside one joint.
Further, described method also comprises: vertical shaft refilling step: anchor pole hole pressure pours into cement paste, and vertical shaft adopts the cement-soil of 3:7 to carry out filling and tamping.
The beneficial effect of the embodiment of the present invention is, for longer anchor pole, the present invention, by increasing vertical shaft and horizontal pilot tunnel, can remove the anchor pole in shield tunnel completely, guarantees shield structure safety, passes through anchor pole district smoothly.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 to Fig. 4 is the structural representation of embodiment of the present invention shield crossing district anchor pole detaching device;
Fig. 5 is embodiment of the present invention shield crossing district anchor pole method for dismounting flow chart;
Fig. 6 is the two step positive benching tunnelling method excavation schematic diagrames up and down of the horizontal pilot tunnel of the embodiment of the present invention;
Fig. 7 is the embodiment of the present invention horizontal pilot tunnel steel lining schematic diagram.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.
As shown in Figure 1, Figure 2, shown in Fig. 3 and Fig. 4; the invention provides a kind of shield crossing district anchor pole detaching device; for extracting the anchor pole in vertical shaft; this shield crossing district anchor pole detaching device mainly comprises: vertical shaft 101; steel sleeve 103, steel pile casting 201, plain concrete protective bulkhead 105; jack fixed mount, jack supporting seat and jack 111.
Vertical shaft 101 passes perpendicularly through the side of shield tunnel 301, and the inner surface of vertical shaft 101 is cast with the reinforced concrete core-tube 102 that thickness is 150mm.
Steel sleeve 103 inserts reinforced concrete core-tube 102 along anchor pole 104 direction and is sheathed on this anchor pole 104 around.
Steel pile casting 201 fits in plain concrete protective bulkhead 102, and steel sleeve 103 and anchor pole 104 are through steel pile casting 201, and the setting of steel pile casting 201 mainly considers that reinforced concrete core-tube 102 can not bear the counter-force of jack.When placing steel pile casting 201, the periphery of vertical shaft 101 needs to use concrete compacting, and then puts down steel pile casting 201.
Plain concrete protective bulkhead 105 is cast in outside the steel pile casting 201 of surrounding; the length that firm sleeve pipe 103 exposes to reinforced concrete core-tube 102 is greater than the thickness of plain concrete protective bulkhead 105; the height of plain concrete protective bulkhead 105 is about 1000mm; as the operating surface removing anchor pole 104, be convenient to anchor pole 104 and extract.
Jack fixed mount comprises billet 106, counter-force steelframe 107 and bearing diagonal frame 108; billet 106 is fixed on the bottom of vertical shaft 101; counter-force steelframe 107 fits in plain concrete protective bulkhead 105; and weld with billet 106; bearing diagonal frame 108 leans on counter-force steelframe 107; and bottom is supported by billet 106, billet 106 is vertical with counter-force steelframe 107.Bearing diagonal frame 108, perpendicular to anchor pole 104, is many i iron hypotenuses, center distance 25cm.
Jack supporting seat comprises steel plate 109 and many supporting legs 110, and steel plate 109 welds and perpendicular to bearing diagonal frame 108, steel plate 109 is supported in billet 106 by supporting leg 110, and jack 111 is placed on steel plate 109.
When adopting jack 111 to remove anchor pole 104; the counter-force of jack 111 is passed to plain concrete protective bulkhead 105 and billet 106 by jack fixed mount; effectively by dispersed for the concentrated force of jack 111, reinforced concrete core-tube 102 uniform force can be ensure that.
Billet 106 is lid box-structure (size can be 50*50cm), the casing floor of this lid box-structure adopts that many i iron are arranged in parallel to be formed, the panel of this lid box-structure adopts steel plate (thickness of steel plate can be 0.5cm), and panel and floor are by welding spelling.
Counter-force steelframe 107 is lid box-structure (size can be 50*50cm), the casing floor of this lid box-structure also adopts the first vertical overlap joint of many i iron to form, the panel of this lid box-structure adopts steel plate (thickness of steel plate can be 0.5cm), and panel and floor are by welding spelling.
For comparing Short bolt, utilizing above-mentioned vertical shaft 101 just anchor pole can be removed completely, there will not be anchor pole by situation about pulling off.
But for longer anchor pole, produce when may occur that frictional resistance is greater than its tensile strength and causes extracting and pull off phenomenon, pulled off to prevent anchor pole, a bite vertical shaft 302 can be increased at shield tunnel 301 opposite side, pull out the anchor pole do not pulled out in first time vertical shaft, vertical shaft 302 can pass or not pass shield tunnel 301.The parameters such as the diameter of newly-increased vertical shaft 302 are consistent with the parameter of vertical shaft 101, and the degree of depth is determined according to anchor pole absolute altitude, the inner above-mentioned steel sleeve 103 installed; steel pile casting 201; plain concrete protective bulkhead 105, jack fixed mount, jack supporting seat and jack 111 just the same with vertical shaft 101.
If the anchor pole in shield tunnel 301 scope can't be removed after newly-increased vertical shaft 302 completely, then need to increase horizontal pilot tunnel, to guarantee that anchor pole is all removed, for shield driving provides condition.For the vertical shaft 302 through shield tunnel 301 and not through the vertical shaft 302 of shield tunnel 301, number and the position of the horizontal pilot tunnel of needs are different, illustrate respectively below.
As shown in Figure 3, if vertical shaft 302 passes the cross section of cross section through shield tunnel 301 of vertical shaft 302 in shield tunnel 301(and Fig. 3), now adopt the horizontal pilot tunnel form of bilateral, to construct respectively horizontal pilot tunnel (length is about 2m) respectively to shield tunnel direction, as the horizontal pilot tunnel 303 in figure and horizontal pilot tunnel 304 at both sides vertical shaft (vertical shaft 301 and vertical shaft 302).Then create operation side to subsequent construction, then root out the soil layer of anchor pole periphery inwards with luoyang spade, eliminate the adhesion stress of anchor pole and the soil body, then implement anchor pole and pull out.If still anchor pole cannot be pulled out completely, continue to construct inwards horizontal pilot tunnel, root out anchor pole surrounding soil with luoyang spade, until anchor pole is all pulled out.As shown in Figure 3, have many anchor poles in shield tunnel, every root anchor pole all needs two horizontal pilot tunnels, and the label 306 in Fig. 3 is the anchor head of anchor pole, and 307 lean on for existing pattern foundation pit supporting structure.
As shown in Figure 4, if vertical shaft 302 does not pass the cross section of vertical shaft 302 in shield tunnel 301(and Fig. 4 through the cross section of shield tunnel 301), now adopt one-sided horizontal pilot tunnel form, need be able to weigh anchor bar according to reality, the construction of one-sided horizontal pilot tunnel (length is about 2m) is carried out, as the horizontal pilot tunnel 401 in figure along anchor pole direction.Then create operation side to subsequent construction, then root out the soil layer of anchor pole periphery inwards with luoyang spade, eliminate the adhesion stress of anchor pole and the soil body, directly anchor pole in shield tunnel section is all removed.If still anchor pole cannot be pulled out completely, continue to construct inwards horizontal pilot tunnel, root out anchor pole surrounding soil with luoyang spade, until anchor pole is all pulled out.As shown in Figure 4, have many anchor poles in shield tunnel, every root anchor pole needs a horizontal pilot tunnel.
As shown in Figure 5, the embodiment of the present invention provides a kind of shield crossing district anchor pole method for dismounting, and described shield crossing district anchor pole method for dismounting comprises:
S501: artificial vertical shaft step: at tunnel one side position, jumping cellular type opening, shoveling is carried out according to anchor spacing, and often excavate one meter to carry out a retaining wall and build, wherein, retaining wall outside shield tunnel is the C35 steel concrete of thickness 150mm, retaining wall within the scope of shield tunnel is the C35 steel fibrous concrete of thickness 150mm, is positioned at lower 0.5 meter of anchor pole at the bottom of vertical shaft, 0.2 meter above ground level of first segment retaining wall;
S502: weigh anchor bar operating platform construction sequence: insert the steel sleeve be sheathed on around this anchor pole along anchor pole direction; Fit in described plain concrete protective bulkhead and place steel pile casting, described steel sleeve and anchor pole are through described steel pile casting; Described steel pile casting in surrounding pours into a mould plain concrete protective bulkhead outward, and the length that described firm sleeve pipe exposes to described retaining wall is greater than the thickness of described plain concrete protective bulkhead; The concrete on described anchor pole both sides pads four i iron, and steel plate connects into a reaction frame, be passed to described plain concrete protective bulkhead to make jack counter-force through this reaction frame;
S503: anchor pole removes step: clamp anchor pole with locker, pressurize gradually, slowly eject anchor pole, until termination point of anchor rod is from outside one meter, tunnel, hangs out outside vertical shaft after the anchor pole segmentation cutting ejected;
S504: second time anchor pole removes step: excavate another vertical shaft at tunnel opposite side, and carry out described artificial vertical shaft step, the bar operating platform construction sequence that weighs anchor and anchor pole dismounting step;
S505: horizontal pilot tunnel anchor pole removes step: the centre position of cross section circle if the first vertical shaft passes through tunnel, along anchor pole direction and described first shaft wall of fitting arranges a horizontal pilot tunnel; If the first vertical shaft and the second vertical shaft are each passed through the both sides of cross section, tunnel circle, dig out a horizontal pilot tunnel respectively in the direction in the first vertical shaft and the second vertical shaft two side direction tunnel, the anchor pole in tunnel cross-section is removed.
In S501, artificial vertical shaft adopts and manually cuts the earth into well, does not need large-scale plant, and construction technology is simple, reliable construction quality, and non-environmental-pollution is little to surrounding constructure influence, can full-scale construction; Compare with traditional large area open cutting construction method, artificial vertical shaft method of the present invention has the features such as the construction period is short, ambient influnence is little, safety is controlled, cost-saving, and comparable situation is as following table 1:
The artificial vertical shaft of table 1 removes anchor bolt construction engineering method and cut and cover method comparison sheet
Artificial vertical shaft method of the present invention be applicable to stratum soil property relatively better, underground water is less, can implement the engineering geological conditions of artificial vertical shaft; Be applicable to the region that shield-tunneling construction scope is in busy section of town, does not possess traffic data process or envelope road condition, and underground utilities are more, do not possess the area of extensive excavation condition.
When S501 specifically implements, selectively carry out the perforate of jumping hole according to anchor spacing, cut the earth, build retaining wall steel concrete, to construct every day one meter of deep shaft, one meter of cycle period construction is until lower 0.5 meter of anchor pole, first segment retaining wall is answered 0.2m above ground level and is carried out annular guard ring, so that retaining soil and water and installation muck haulage support.
In vertical shaft, the soil body adopts the light instruments such as the pick of short handle, spade manually to cut the earth, hard soil layer by hammering into shape, pricker or pneumatic pick broken, spoir loads in false bottom well-bucket or large bamboo or wicker basket, vertical transport adopts at vertical shaft aperture mounting bracket, promote with 1 ~ 2t low speed winch, after hanging out ground, then transport with earth moving vehicles.Vertical shaft axis through check errorless after start first segment excavation, one meter, every drilling depth does concrete guard wall once, is namely a construction section with vertical one meter; The anchor pole (absolute altitude is on shield crossing district) pulled out in case of do not needed, digs under directly blocking continuation.When the well depth degree of depth is more than 5 meters, blast fan and wind conveying pipe send into fresh air in well, carry native bucket or cage and ensure that contact is unobstructed up and down.After shaft excavation completes a joint, reinforcing bar binding, the template of carrying out retaining wall are set up, concrete placings.Annular vertical shaft retaining wall can balance under lateral earth pressure effect, and stability is strong.Retaining wall outside shield tunnel is the C35 steel concrete of thick 150mm, and the retaining wall within the scope of shield tunnel is the C35 steel fibrous concrete of thick 150mm, and retaining wall can improve concrete tension, bending resistance, shock resistance and anti-fatigue performance, has good ductility.
In S502, according to anchor pole position, under dig 0.5m under vertical shaft to the anchor pole that need pull out, consider that retaining wall can not bear jack counter-force, the steel sleeve of a diameter 0.17 meter (casing inner diameter 50mm larger than bolt diameter) need be added in hole.Consider that retaining wall can not bear jack counter-force; about 0.5 meter of below artificial shaft excavation to anchor pole position; periphery concrete compacting; weighing anchor, construction section part puts into steel pile casting; remake the plain concrete operating desk (plain concrete protective bulkhead 105) of a high 1m; when the region concrete that weighs anchor reaches intensity; anchor pole both sides concrete pads with 4 i iron; connect with steel plate and be made a reaction frame to bear jack counter-force; jack counter-force is made to be passed to plain concrete operating surface through reaction frame, to weigh anchor construction.
In S503, when removing anchor pole, use the special locker of punching jack to clamp anchor pole, pressurize gradually, slowly eject, cut off and hang out outside hole after ejecting one section, circulate above-mentioned operation, until termination point of anchor rod is from outside the 1m of sideline, tunnel.
For comparing Short bolt, utilizing above-mentioned vertical shaft 101 just anchor pole can be removed completely, there will not be anchor pole by situation about pulling off.
But for longer anchor pole, produce when may occur that frictional resistance is greater than its tensile strength and causes extracting and pull off phenomenon, in order to prevent anchor pole from being pulled off, a bite vertical shaft 302 can be increased at shield tunnel 301 opposite side, to pull out the anchor pole do not pulled out in first time vertical shaft.
When S504, S505 specifically implement, vertical shaft 302 can pass or not pass shield tunnel 301.The parameters such as the diameter of newly-increased vertical shaft 302 are consistent with the parameter of vertical shaft 101, and the degree of depth is determined according to anchor pole absolute altitude, the inner above-mentioned steel sleeve 103 installed; steel pile casting 201; plain concrete protective bulkhead 105, jack fixed mount, jack supporting seat and jack 111 just the same with vertical shaft 101.
If the anchor pole in shield tunnel 301 scope can't be removed after newly-increased vertical shaft 302 completely, then need to increase horizontal pilot tunnel, to guarantee that anchor pole is all removed, for shield driving provides condition.For the vertical shaft 302 through shield tunnel 301 and not through the vertical shaft 302 of shield tunnel 301, number and the position of the horizontal pilot tunnel of needs are different, illustrate respectively below.
As shown in Figure 3, if vertical shaft 302 passes the cross section of cross section through shield tunnel 301 of vertical shaft 302 in shield tunnel 301(and Fig. 3), now adopt the horizontal pilot tunnel form of bilateral, to construct respectively horizontal pilot tunnel (length is about 2m) respectively to shield tunnel direction, as the horizontal pilot tunnel 303 in figure and horizontal pilot tunnel 304 at both sides vertical shaft (vertical shaft 301 and vertical shaft 302).Then create operation side to subsequent construction, then root out the soil layer of anchor pole periphery inwards with luoyang spade, eliminate the adhesion stress of anchor pole and the soil body, then implement anchor pole and pull out.If still anchor pole cannot be pulled out completely, continue to construct inwards horizontal pilot tunnel, root out anchor pole surrounding soil with luoyang spade, until anchor pole is all pulled out.As shown in Figure 3, have many anchor poles in shield tunnel, every root anchor pole all needs two horizontal pilot tunnels, and the label 306 in Fig. 3 is the anchor head of anchor pole, and 307 lean on for existing pattern foundation pit supporting structure.
As shown in Figure 4, if vertical shaft 302 does not pass the cross section of vertical shaft 302 in shield tunnel 301(and Fig. 4 through the cross section of shield tunnel 301), now adopt one-sided horizontal pilot tunnel form, need be able to weigh anchor bar according to reality, carry out the construction of one-sided horizontal pilot tunnel (length is about 2m) along anchor pole direction, then create operation side to subsequent construction, then root out the soil layer of anchor pole periphery inwards with luoyang spade, eliminate the adhesion stress of anchor pole and the soil body, directly anchor pole in shield tunnel section is all removed.If still anchor pole cannot be pulled out completely, continue to construct inwards horizontal pilot tunnel, root out anchor pole surrounding soil with luoyang spade, until anchor pole is all pulled out.As shown in Figure 4, have many anchor poles in shield tunnel, every root anchor pole needs a horizontal pilot tunnel.
During horizontal pilot tunnel construction, benching tunnelling method can be adopted to tunnel horizontal pilot tunnel, follow and jump cellular type construction principle, adjacent holes must wait the horizontal pilot tunnel backfill cement-soil of first perforate complete and can construct after reaching some strength.During construction, according to formation condition and machinery support situation, benching tunnelling method can be divided into positive benching tunnelling method again, and length of topping bar (L) general control, in 1 ~ 1.5 Bei Dong footpath (D), according to strata condition, selects two step excavating load, as shown in Figure 6.This benching tunnelling method is adopted to tunnel horizontal pilot tunnel method, if stratum soil property is (III ~ IV class soil) better, section can be divided into upper and lower two bench excavations, length of topping bar general control is within 1 ~ 1.5 Bei Dong footpath (D), but must excavate as early as possible before stratum loses self-stable ability and get out of a predicament or an embarrassing situation, after supporting, form enclosed construction.If stratum soil property is poor, in order to steady operation face, also the measures such as pipe shed method advance support can be aided with.
Backfill cement-soil should be carried out to the horizontal pilot tunnel of first perforate closely knit, then carry out the horizontal pilot drive of last layer.Horizontal pilot tunnel cross section is high 1.5 meters, wide 1.0 meters, and top adopts arch form, and carries out temporary lining with 0.5 meter, steel plate interval, arranges vertical temporary support under steel plate.During the construction of horizontal pilot tunnel, first should carry out vertical shaft and to punch the supporting of part upper-lower position, supporting can adopt a meter shaped steel support, and upper and lower part sub-stent adopts connecting reinforcement firm welding.After treating that anchor pole dismounting portal is abolished, support is hung out vertical shaft, then carries out next step construction.
The lining steel plate of horizontal pilot tunnel supporting takes form as shown in Figure 7, when horizontal pilot tunnel steel lining is installed, should install channel-section steel rear backrest reaction frame in vertical shaft, and adopt jack jacking steel lining, last joint and rear saves the quality that should ensure connecting bolt.During dismounting, first should loosen the bolt of steel lining, more from inside outwards remove successively.
Except above-mentioned steps, shield crossing district anchor pole method for dismounting also comprises lateral road hole refilling step and vertical shaft refilling step.
1 vertical shaft backfill
After anchor pole is extracted, anchor pole hole needs pressure to pour into cement paste to fill.For guaranteeing that shield structure can pass through vertical shaft and prevent road surface, ground from caving in and grout, vertical shaft backfill within the scope of shield tunnel adopts 3:7 cement-soil to backfill, it is closely knit that compacting adopts ZV80 internal combustion impact rammer to carry out ramming, and the extraneous vertical shaft backfill of shield tunnel adopts the backfill of C15 concrete.
2 horizontal pilot tunnel backfill and compaction groutings
Because horizontal pilot tunnel is constructed in tunnel cross-section, after treating that anchor pole is pulled out, for ensureing making smooth advances of later stage shield structure, the backfill of 3:7 cement-soil is adopted to horizontal pilot tunnel, and built-in slip casting pipe, during backfill, the supporting of horizontal pilot tunnel steel plate should from inside outwards be removed, after treating that the cement-soil of the inside one joint is filled, then remove outside one joint, carry out horizontal pilot tunnel backfill section by section; Horizontal pilot tunnel backfill is complete, carry out vertical shaft backfill again, after vertical shaft backfill, compaction grouting is carried out to cement-soil in horizontal pilot tunnel, adopt PO42.5 level Portland cement slurry, concentration of slurry 1:1, grouting pressure controls at 0.3 ~ 0.5MPa, cement consumption is 200kg/m3, guarantees backfill quality and the effect of horizontal pilot tunnel and vertical shaft.
The beneficial effect of the embodiment of the present invention is, for longer anchor pole, the present invention, by increasing vertical shaft and horizontal pilot tunnel, can remove the anchor pole in shield tunnel completely, guarantees shield structure safety, passes through anchor pole district smoothly.
Apply specific embodiment in the present invention to set forth principle of the present invention and embodiment, the explanation of above embodiment just understands method of the present invention and core concept thereof for helping; Meanwhile, for one of ordinary skill in the art, according to thought of the present invention, all will change in specific embodiments and applications, in sum, this description should not be construed as limitation of the present invention.

Claims (10)

1. a shield crossing district anchor pole detaching device, for extracting the anchor pole in vertical shaft, is characterized in that, described shield crossing district anchor pole detaching device comprises:
First vertical shaft, passes perpendicularly through the side in tunnel, and inner surface is cast with the reinforced concrete core-tube that thickness is 150mm;
Steel sleeve, inserts described reinforced concrete core-tube along anchor pole direction and is sheathed on around this anchor pole;
Steel pile casting, fits in described plain concrete protective bulkhead, and described steel sleeve and anchor pole are through described steel pile casting;
Plain concrete protective bulkhead, is cast in outside the described steel pile casting of surrounding, and the length that described firm sleeve pipe exposes to described reinforced concrete core-tube is greater than the thickness of described plain concrete protective bulkhead;
Jack fixed mount, comprise billet, counter-force steelframe and bearing diagonal frame, described billet is fixed on described silo bottom, described counter-force steelframe fits in described plain concrete protective bulkhead, and weld with described billet, described bearing diagonal frame leans on described counter-force steelframe, and bottom is supported by described billet, described billet and described counter-force steel frame vertical, described bearing diagonal frame is perpendicular to described anchor pole;
Jack supporting seat, comprises steel plate and many supporting legs, described Plate Welding perpendicular to described bearing diagonal frame, described steel plate is supported in described billet by described supporting leg;
Jack, is placed on described steel plate;
Second vertical shaft, is positioned at the opposite side in described tunnel, and through described tunnel, inner surface is cast with the reinforced concrete core-tube that thickness is 150mm;
Two horizontal pilot tunnels, are separately positioned on the direction in the first vertical shaft and the second vertical shaft two side direction tunnel.
2. device according to claim 1, it is characterized in that, described billet is lid box-structure, and the casing floor of this lid box-structure adopts that many i iron are arranged in parallel to be formed, the panel of this lid box-structure adopts steel plate, and described panel and floor are by welding spelling.
3. device according to claim 1, it is characterized in that, described counter-force steelframe is lid box-structure, and the casing floor of this lid box-structure adopts the first vertical overlap joint of many i iron to form, the panel of this lid box-structure adopts steel plate, and described panel and floor are by welding spelling.
4. a shield crossing district anchor pole detaching device, for extracting the anchor pole in vertical shaft, is characterized in that, described shield crossing district anchor pole detaching device comprises:
First vertical shaft, passes perpendicularly through the side in tunnel, and inner surface is cast with the reinforced concrete core-tube that thickness is 150mm;
Steel sleeve, inserts described reinforced concrete core-tube along anchor pole direction and is sheathed on around this anchor pole;
Steel pile casting, fits in described plain concrete protective bulkhead, and described steel sleeve and anchor pole are through described steel pile casting;
Plain concrete protective bulkhead, is cast in outside the described steel pile casting of surrounding, and the length that described firm sleeve pipe exposes to described reinforced concrete core-tube is greater than the thickness of described plain concrete protective bulkhead;
Jack fixed mount, comprise billet, counter-force steelframe and bearing diagonal frame, described billet is fixed on described silo bottom, described counter-force steelframe fits in described plain concrete protective bulkhead, and weld with described billet, described bearing diagonal frame leans on described counter-force steelframe, and bottom is supported by described billet, described billet and described counter-force steel frame vertical, described bearing diagonal frame is perpendicular to described anchor pole;
Jack supporting seat, comprises steel plate and many supporting legs, described Plate Welding perpendicular to described bearing diagonal frame, described steel plate is supported in described billet by described supporting leg;
Jack, is placed on described steel plate;
Second vertical shaft, is positioned at the opposite side in described tunnel, and not through described tunnel, inner surface is cast with the reinforced concrete core-tube that thickness is 150mm;
Horizontal pilot tunnel, along anchor pole direction and described first shaft wall of fitting is arranged at anchor pole region.
5. device according to claim 4, it is characterized in that, described billet is lid box-structure, and the casing floor of this lid box-structure adopts that many i iron are arranged in parallel to be formed, the panel of this lid box-structure adopts steel plate, and described panel and floor are by welding spelling.
6. device according to claim 4, it is characterized in that, described counter-force steelframe is lid box-structure, and the casing floor of this lid box-structure adopts the first vertical overlap joint of many i iron to form, the panel of this lid box-structure adopts steel plate, and described panel and floor are by welding spelling.
7. a shield crossing district anchor pole method for dismounting, is characterized in that, described shield crossing district anchor pole method for dismounting comprises:
Artificial vertical shaft step: at tunnel one side position, jumping cellular type opening, shoveling is carried out according to anchor spacing, and often excavate one meter to carry out a retaining wall and build, wherein, retaining wall outside shield tunnel is the C35 steel concrete of thickness 150mm, retaining wall within the scope of shield tunnel is the C35 steel fibrous concrete of thickness 150mm, is positioned at lower 0.5 meter of anchor pole at the bottom of vertical shaft, 0.2 meter above ground level of first segment retaining wall;
Weigh anchor bar operating platform construction sequence: insert the steel sleeve be sheathed on around this anchor pole along anchor pole direction; Fit in described plain concrete protective bulkhead and place steel pile casting, described steel sleeve and anchor pole are through described steel pile casting; Described steel pile casting in surrounding pours into a mould plain concrete protective bulkhead outward, and the length that described firm sleeve pipe exposes to described retaining wall is greater than the thickness of described plain concrete protective bulkhead; The concrete on described anchor pole both sides pads four i iron, and steel plate connects into a reaction frame, be passed to described plain concrete protective bulkhead to make jack counter-force through this reaction frame;
Anchor pole removes step: clamp anchor pole with locker, pressurize gradually, slowly eject anchor pole, until termination point of anchor rod is from outside one meter, tunnel, hangs out outside vertical shaft after the anchor pole segmentation cutting ejected;
Second time anchor pole removes step: excavate another vertical shaft at tunnel opposite side, and carries out described artificial vertical shaft step, the bar operating platform construction sequence that weighs anchor and anchor pole dismounting step;
Horizontal pilot tunnel anchor pole removes step: the centre position of cross section circle if the first vertical shaft passes through tunnel, along anchor pole direction and described first shaft wall of fitting arranges a horizontal pilot tunnel; If the first vertical shaft and the second vertical shaft are each passed through the both sides of cross section, tunnel circle, dig out a horizontal pilot tunnel respectively in the direction in the first vertical shaft and the second vertical shaft two side direction tunnel, the anchor pole in tunnel cross-section is removed.
8. shield crossing district according to claim 7 anchor pole method for dismounting, it is characterized in that, remove in step at horizontal pilot tunnel anchor pole, also comprise horizontal pilot tunnel lining steel plate installation steps: channel-section steel rear backrest reaction frame is installed in vertical shaft, then adopt jack jacking steel lining.
9. shield crossing district according to claim 8 anchor pole method for dismounting, it is characterized in that, described method also comprises:
Lateral road hole refilling step: removed from inside to outside by described lining steel plate, after treating that water saving mud in the inside one is filled, then removes the lining steel plate of outside one joint.
10. shield crossing district according to claim 7 anchor pole method for dismounting, it is characterized in that, described method also comprises:
Vertical shaft refilling step: anchor pole hole pressure pours into cement paste, vertical shaft adopts the cement-soil of 3:7 to carry out filling and tamping.
CN201310511408.0A 2013-10-24 2013-10-24 Method and device for removing anchor rods from shield crossing area CN104564091A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310511408.0A CN104564091A (en) 2013-10-24 2013-10-24 Method and device for removing anchor rods from shield crossing area

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310511408.0A CN104564091A (en) 2013-10-24 2013-10-24 Method and device for removing anchor rods from shield crossing area

Publications (1)

Publication Number Publication Date
CN104564091A true CN104564091A (en) 2015-04-29

Family

ID=53081072

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310511408.0A CN104564091A (en) 2013-10-24 2013-10-24 Method and device for removing anchor rods from shield crossing area

Country Status (1)

Country Link
CN (1) CN104564091A (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105822313A (en) * 2015-09-09 2016-08-03 泰安市岱宗机电科技开发有限公司 Method and device for removing obstacle foreign matter in shield section based on transverse channel
CN106168134A (en) * 2016-08-16 2016-11-30 泰安市岱宗机电科技开发有限公司 Based on side to passage to the method for removing of foreign body in shield interval and device
CN106437798A (en) * 2016-09-23 2017-02-22 广东省基础工程集团有限公司 Pretreatment method for anchor cable group penetrating through shield driving fracture surface
CN109208603A (en) * 2018-09-18 2019-01-15 天津建岩岩土工程有限公司 Underground tension anchor pole sweep-out method

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003138898A (en) * 2001-11-06 2003-05-14 Ohbayashi Corp Tunnel structure
CN101737005A (en) * 2009-12-22 2010-06-16 北京住总集团有限责任公司 Drilling tool for sleeving anchor cable and construction method for sleeving anchor cable with simultaneous casing
CN102758634A (en) * 2012-08-01 2012-10-31 上海隧道工程股份有限公司 Assembling type reaction frame device for shield launching and propulsion
CN203066074U (en) * 2012-12-28 2013-07-17 宏润建设集团股份有限公司 Anchor rod pull-out system
CN203685192U (en) * 2013-10-24 2014-07-02 宏润建设集团股份有限公司 Novel device for disassembling anchor rod in shield crossing zone

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2003138898A (en) * 2001-11-06 2003-05-14 Ohbayashi Corp Tunnel structure
CN101737005A (en) * 2009-12-22 2010-06-16 北京住总集团有限责任公司 Drilling tool for sleeving anchor cable and construction method for sleeving anchor cable with simultaneous casing
CN102758634A (en) * 2012-08-01 2012-10-31 上海隧道工程股份有限公司 Assembling type reaction frame device for shield launching and propulsion
CN203066074U (en) * 2012-12-28 2013-07-17 宏润建设集团股份有限公司 Anchor rod pull-out system
CN203685192U (en) * 2013-10-24 2014-07-02 宏润建设集团股份有限公司 Novel device for disassembling anchor rod in shield crossing zone

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
李华: "盾构开挖区锚杆(索)快速清除施工技术", 《现代城市轨道交通》, no. 20126, 31 December 2012 (2012-12-31), pages 50 - 53 *

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105822313A (en) * 2015-09-09 2016-08-03 泰安市岱宗机电科技开发有限公司 Method and device for removing obstacle foreign matter in shield section based on transverse channel
CN106168134A (en) * 2016-08-16 2016-11-30 泰安市岱宗机电科技开发有限公司 Based on side to passage to the method for removing of foreign body in shield interval and device
CN106168134B (en) * 2016-08-16 2019-04-05 泰安市岱宗机电科技开发有限公司 Based on side to channel to the method for removing and device of foreign matter in shield section
CN106437798A (en) * 2016-09-23 2017-02-22 广东省基础工程集团有限公司 Pretreatment method for anchor cable group penetrating through shield driving fracture surface
CN109208603A (en) * 2018-09-18 2019-01-15 天津建岩岩土工程有限公司 Underground tension anchor pole sweep-out method

Similar Documents

Publication Publication Date Title
CN104500082B (en) In Tunneling by mining method, shield receives construction method
CN102094425B (en) Foundation pit construction method adopting shallow buried depth Larsen steel plate pile as protective cofferdam
CN103306289B (en) Foundation pit piled anchor dado concrete anchor cable top beam structure and construction method thereof
CN101614125B (en) Construction method of V-level surrounding rock tunnel
CN101666081B (en) Abrupt slope bare rock drilling platform and technology in huge reservoir
CN104612162B (en) A kind of Deep Foundation Pit of Metro Stations excavation construction method
CN103195076B (en) Muddy Bottoms deep-excavation tower crane foundation construction method
CN101349064B (en) Construction method of hydroelectric power station surge chamber vertical shaft under soft rock geological condition
CN105840207B (en) Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body
CN104153352A (en) Karst geology rotary-drilling bored concrete pile hole forming process
CN106120839B (en) A kind of construction technology of off-lying sea blower foundation embedded rock pile
CN104652443B (en) Construction method of the interim horizontal support of deep basal pit as permanent structure beam
CN102660955B (en) Quick construction method for foundation pit slope support
CN105239586B (en) Method for supporting foundation pit by adopting support structure
CN106049505B (en) A kind of construction method of deep pit support supporting system
CN104612179B (en) Through the construction method of the diaphram wall of super thick silty sand ground
CN102587387B (en) Construction method for foundation pit in Larson steel sheet pile retaining and protecting river
CN103031839B (en) Construction method of hand-dug piles
CN205776347U (en) Novel cover for subway station digs against making structural system
CN102644275A (en) Rotary-digging combined pile-forming construction method in complicated geological conditions
CN205742213U (en) Foundation pit supporting construction
CN104294769B (en) A kind of piling and the construction method increasing the built bridge abutment structure of platform cap composite reinforcement
CN102587922A (en) Oblique-crossing inclined shaft upper arc guide top brushing construction method for soft crushed rock layer
CN102305075A (en) Vertical shaft construction method under unfavorable geological condition
CN104264688B (en) Manually digging hole non-uniform pile support construction process

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
RJ01 Rejection of invention patent application after publication
RJ01 Rejection of invention patent application after publication

Application publication date: 20150429