CN106996299A - Control the steel floral tube pile retaining structure and its construction method of tunnel biased deformation - Google Patents
Control the steel floral tube pile retaining structure and its construction method of tunnel biased deformation Download PDFInfo
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- CN106996299A CN106996299A CN201710377618.3A CN201710377618A CN106996299A CN 106996299 A CN106996299 A CN 106996299A CN 201710377618 A CN201710377618 A CN 201710377618A CN 106996299 A CN106996299 A CN 106996299A
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- steel
- pipe pile
- floral tube
- retaining structure
- tunnel
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
Abstract
The invention discloses a kind of steel floral tube pile retaining structure of control tunnel biased deformation and its construction method, it includes the steel-pipe pile for being arranged at massif side along the unsymmetrial loading tunnel, and the steel-pipe pile is used to reinforce the rock mass of the massif side.The main Eccentric Load reduced by miniature steel pipe pile suffered by unsymmetrial loading tunnel in the present invention, it is to avoid disease, the situation of unstability occur for tunnel structure caused by being in serious bias state because of tunnel.
Description
Technical field
The present invention relates to the steel floral tube pile retaining structure in Geotechnical Engineering field, more particularly to a kind of control tunnel biased deformation
And its construction method.
Background technology
Unsymmetrial loading tunnel refers to that the pressure from surrounding rock of tunnel support structure both sides differs larger or unsymmetrical loading effect tunnel.
In the shape of a hoof as vcehicular tunnel section, due to factors such as landform is asymmetric, geological formations, constructions, tunnel structure two is caused
Area load is asymmetric, is formed bias.The one of the main reasons that bias effect is tunnel deformation, caved in, therefore tunnel is in
During serious bias state, it should take measures to avoid tunnel structure from occurring disease, unstability.The disease of construction period is mainly bias one
Lateral pressure is big, easily produces large deformation, the unstable easy landslide of country rock, pneumatically placed concrete can produce cracking, fall fast, serious generation
Cave in.Operation stage, due to being biased against the influence of load, tunnel structure easily produces the diseases such as cracking, seepage.
The method both at home and abroad to bias slope reinforcement processing mainly has following several at present：
(1) slope drainage is cut
This method is by slackening bias side slope to mitigate sliding force, so as to reduce shadow of the side slope bias to Tunnel Stability
Ring.But the regulation effect of this method is closely related with excavating scope.If it is small to excavate scope, then on the one hand it can not play well
Regulation effect, on the other hand may then cause the hidden danger of new round Slope Sliding；If it is excessive to excavate scope, then not only add
Construction costs, and leverage surrounding environment.
(2) surface grouting method
When Tunnels in Shallow Buried and stratum very loose crushing, easily occur it is extensive cave in or during unstability, surface grouting can be used
Reinforce.This method is convenient, timely, and the workload of input is relatively small.But, grouting amount estimation and control are relatively difficult to handle
Hold, actual regulation effect is limited.
(3) supporting and retaining system measure
According to the property of bias slopes, supporting and retaining system measure can use antiskid retaining wall, friction pile, prestress anchorage cable (bar), steel pipe
Bias slopes are renovated by the supporting and retaining system structure such as stake and anchored pile, framed anchor, control bias.Resist as friction pile has
The big advantage of sliding ability, but dirty number amount is big, and cost is of a relatively high, influences construction speed.
Therefore, it is necessary to provide a kind of retaining structure that can effectively prevent unsymmetrial loading tunnel from deforming and method, and it can simplify
Construction procedure, quickening speed of application, reduction financial cost.
The content of the invention
There is provided a kind of steel floral tube pile supporting and retaining system knot of control tunnel biased deformation for drawbacks described above of the invention for prior art
Structure and its construction method, it is mainly inclined suffered by unsymmetrial loading tunnel to reduce by the combination of miniature steel pipe pile and prestress anchorage cable
Press load, it is to avoid disease, the situation of unstability occur for tunnel structure caused by being in serious bias state because of tunnel.
The technical solution adopted for the present invention to solve the technical problems is：
A kind of steel floral tube pile retaining structure of control unsymmetrial loading tunnel biased deformation is provided, it includes being arranged to the bias
Tunnel applies the steel-pipe pile in the side massif of larger bias load, and the steel-pipe pile is used to apply larger bias load to described
The rock mass of side massif reinforced.
It is preferred that, the steel-pipe pile includes：
Steel floral tube；It is arranged at least one retainer ring coaxial inside the steel floral tube and with the steel floral tube；And set
At least one reinforcing bar for being placed in inside the steel floral tube and being fixedly connected with the fixed ring outer surface.
It is preferred that, some injected holes are offered on the steel floral tube, for carrying out grouting and reinforcing to periphery rock mass.
It is preferred that, the retaining structure also includes the Guan Liang being arranged in the rock mass of the massif side；The steel-pipe pile
Top be fixed in the Guan Liang.
It is preferred that, the retaining structure also includes at least one prestress anchorage cable, one end of each prestress anchorage cable
It is fixedly connected with the Guan Liang, the other end is fixedly connected with the rock mass of the side massif for applying larger bias load.
It is preferred that, the Guan Liang includes：
Concrete main body；And the anchor pier being fixedly connected with the concrete main body upper surface；The prestress anchorage cable
One end passes through the concrete main body and anchor pier, is fixedly connected by steel pad pier with the anchor pier.
It is preferred that, a diameter of 50-1000mm of steel-pipe pile is arranged using quincunx or pattern mode, and cloth
Spacing is put for 0.3-5m.
On the other hand, a kind of construction method of the steel floral tube pile retaining structure of control tunnel biased deformation is also provided, it is wrapped
Include following steps：
S1, prefabricated steel-pipe pile；
S2, the steel-pipe pile is arranged in the side massif for applying larger bias load to the unsymmetrial loading tunnel；And it is right
Steel-pipe pile periphery rock mass carries out grouting and reinforcing.
It is preferred that, step S2 includes：
S21, in the rock mass of the side massif for applying larger bias load Guan Liang is set, by the top of the steel-pipe pile
Portion is fixed in the Guan Liang, and the steel-pipe pile is arranged to the side for applying larger bias load to the unsymmetrial loading tunnel with this
In massif；
S22, first time slip casting：The cement mortar of first time grouting is irrigated from bottom to top；
S23, secondary grouting：After first time slip casting 10-12 hours, prefabricated fracture grouting pipe, and by the fracture grouting pipe
It extend into the steel-pipe pile, and fracture grouting is carried out to the steel-pipe pile.
It is preferred that, in addition to S3, be fixedly connected with one end of prestress anchorage cable with the Guan Liang, the other end applies with described
The rock mass of the side massif of larger bias load is fixedly connected.
The beneficial effect of technical solution of the present invention is：
(1) present invention, can be with supporting file tunnel massif one using miniature steel floral tube pile and prestress anchorage cable composition retaining structure
The rock-soil layer of side, reduces tunnel Eccentric Load, prevents tunnel from biased deformation and destruction occur；
(2) the miniature steel floral tube pile that the present invention is used, itself has higher strength and stiffness, the work with friction pile
With while steel floral tube can make steel floral tube and periphery rock-soil layer collectively constitute one and resist to periphery rock-soil layer progress grouting and reinforcing
It is sliding overall, the consolidation effect significantly improved；
(3) the technical solution adopted by the present invention, engineering method is succinct, and speed of application is fast, and financial cost is relatively low.
Brief description of the drawings
Below in conjunction with drawings and Examples, the invention will be further described, in accompanying drawing：
Fig. 1 is the structural representation of the steel floral tube pile retaining structure of control tunnel biased deformation in embodiments of the invention one
Figure；
Fig. 2 is the schematic cross section of steel-pipe pile in embodiments of the invention one；
Fig. 3 is the vertical section schematic diagram of steel-pipe pile in embodiments of the invention one；
Fig. 4 is the structural representation of Guan Liang in embodiments of the invention one；
Fig. 5 is the structural representation that prestress anchorage cable is connected with Guan Liang in embodiments of the invention one；
Fig. 6 is the structural representation of prestress anchorage cable in embodiments of the invention one；
Fig. 7 is the structural representation of isolating frame in embodiments of the invention one；
The sectional view of steel pad pier in Fig. 8 embodiments of the invention one；
The top view of steel pad pier in Fig. 9 embodiments of the invention one；
The construction process of the steel floral tube pile retaining structure of the anti-biased deformation of unsymmetrial loading tunnel in Figure 10 embodiments of the invention two
Figure；
The structural representation of fracture grouting pipe in Figure 11 embodiments of the invention two.
Embodiment
In order that the purpose of the present invention, technical scheme and advantage are more clearly understood, below in conjunction with drawings and examples,
The present invention will be described in further detail.It should be appreciated that specific embodiment described herein is only used for explaining this hair
It is bright, it is not intended to limit the present invention.
Embodiment one：
Fig. 1 shows the steel floral tube pile retaining structure of the control tunnel biased deformation of the present invention, and it includes steel-pipe pile 1, institute
State the side that steel-pipe pile 1 is located at along the unsymmetrial loading tunnel 100 and applies larger bias load for the unsymmetrial loading tunnel 100
In massif, the steel-pipe pile 1 is used to before excavation reinforce the rock mass of the side massif for applying larger bias load.
In the present embodiment, the parameter such as diameter, spacing, length, wall thickness of the steel-pipe pile 1 can be according to edpth of tunnel, wall rock condition, underground
The influence factors such as water state, stability of the hill are determined, as long as can ensure that the stabilization of tunnel massif side rock mass.Here, institute
The a diameter of 50-1000mm of steel-pipe pile 1 is stated, is arranged using quincunx or pattern mode, and horizontal, the vertical spacing of arrangement is
0.3-5m (preferably spacing is 1.0m).
Specifically, as Figure 2-3, the steel-pipe pile 1 includes：
Steel floral tube 10 (being preferably seamless steel pipe)；It is arranged inside the steel floral tube 10 and same with the steel floral tube 10
At least one of axle (as shown in figure 3, i.e. described retainer ring 12 has the vertical central axis Y of identical with the steel floral tube 10) is consolidated
Determine ring 12, the preferably circular retainer ring of the retainer ring 12, a diameter of 40-45mm (preferably a diameter of 42mm)；And retainer ring 12
When having multiple, its according to spacing (as shown in figure 3, herein " spacing " be the adjacent horizontal center line axis X of two retainer ring 12 between away from
From the horizontal center line axis X is vertical with the vertical central axis Y ') between 80-120mm (preferably spacing be 100mm) is uniform
Every being arranged on inside the steel floral tube 10；And be arranged inside the steel floral tube 10 and solid with the outer surface of retainer ring 12
Surely at least one reinforcing bar 11 connected；In the present embodiment, a diameter of 10-50mm of the reinforcing bar 11 (preferably a diameter of 30mm), and
Outer surface uniform intervals around the retainer ring 12 are set, the vertical central axis Y ' of the reinforcing bar 11 with the steel floral tube
10 vertical central axis Y is parallel, and reinforcing bar 11 is fixedly connected by welding manner with the outer surface of the retainer ring 12.
In addition, also being opened up on globality, strength and stiffness in order to improve the periphery rock-soil layer of steel-pipe pile 1, the steel-pipe pile 1
There are some injected holes 13, for carrying out grouting and reinforcing to periphery rock mass, it is preferred that a diameter of 6-10mm of the injected hole 13
(preferably a diameter of 8mm).Simultaneously as steel-pipe pile 1 will bear shearing resistance effect in slope rock mass, in order to reduce 13 pairs of injected hole
The infringement of steel floral tube 10, injected hole 13 on the steel floral tube 10 helically arrange by formula, and the steel floral tube 10 is same transversal
Only one of which injected hole 13 on face, also, in vertical central axis Y-direction, the spacing of the injected hole 13 is 10-20cm,
Particularly preferably 15cm.
Further, as shown in figure 1, the retaining structure also includes being arranged at the side for applying larger bias load
Guan Liang 2 in the rock mass of massif, specifically, depending on the set location of Guan Liang 2 can be according to factors such as massif tendencies, the present embodiment
In, domatic tendency of the Guan Liang 2 along the side massif for applying larger bias load is set；The top of the steel-pipe pile 1
It is fixed in the Guan Liang 2, the bottom of the steel-pipe pile 1 is stretched into the drilling (not shown) being drilled with advance, thus, the steel pipe
The position of the top and bottom of stake 1 can effectively be fixed, it is ensured that the intensity of total；And at least one prestressing force
Anchor cable 3, one end of each prestress anchorage cable 3 is fixedly connected with the Guan Liang 2, and the other end applies larger bias load with described
The rock mass 4 of the side massif of lotus is fixedly connected, and the use of the prestress anchorage cable 3 can increase the stability of steel-pipe pile 1, is reduced
Amplitude and probability that steel-pipe pile 1 is deformed to the side of unsymmetrial loading tunnel 100, thus reduce unsymmetrial loading tunnel 100 close to it is described apply compared with
The Eccentric Load of the side massif of big bias load.In the present embodiment, the anchor cable length of the prestress anchorage cable 3, prestressing force are big
The parameter such as small is calculated according to parameters such as wall rock geology condition, grade of side slope, tunnel sizes and determined, is not especially limited herein.
Specifically, as shown in figure 3, the Guan Liang 2 includes：
The concrete main body 23 being made up of C30 armored concrete, the concrete main body 23 can be cuboid or square,
Its width W can be 2-8m (be preferably 4m), or the uniform solid in other longitudinal sections, and the thickness of the concrete main body 23
H is 0.2-2.0m (being preferably 0.4m)；And as shown in Figure 4, the anchor being fixedly connected with the upper surface of concrete main body 23
Pier 21；One end of the prestress anchorage cable 3 passes through steel pad pier 31 and the anchor pier through the concrete main body 23 and anchor pier 21
21 are fixedly connected, meanwhile, for ease of the stability of enhancing structure, the surface of the anchor pier 21 is additionally provided with hard layer 22 (can be by M40
Dry pre contract mortar is made), one end of prestress anchorage cable 3 passes through the concrete main body 23 with after anchor pier 21, passing through steel pad
The anchor pier 21 is fixed on the hard layer 22 by pier 31.
Further, as shown in fig. 6, described pair is drawn anchor cable 3 to include：
Steel pipe 32；At least one isolating frame 33, each isolating frame 33 is arranged inside the steel pipe 32, and along described
The axially spaced-apart of steel pipe 32 is fixed, the form fit of the shape of the isolating frame 33 and the steel pipe 32, in the present embodiment, it is described every
It is circle from frame 33；And through at least one reinforcement rope 34 of the isolating frame 33, the reinforcement rope 34 preferably twists for steel
Line.
Specifically, as shown in fig. 7, the isolating frame 33 includes：
It is arranged at the first through hole 331 at the center of isolating frame 33；
Some second through holes 332 set around the uniform intervals of first through hole 331；The first through hole 331 and/or
Second through hole 332 is used to pass through for the reinforcement rope 34, and the fixed position for strengthening rope 34；
At least one passage 333 and at least one steel pipe injected hole 334；The steel pipe injected hole 334 is used to supply steel
Pipe Grouting Pipe 351 (as shown in Figure 6) is passed through, and extend into the inside of the steel pipe 32 progress slip casting；The passage 333 is used for
When carrying out slip casting to the inside of steel pipe 32, air supply source enters, to adjust the air pressure inside of steel pipe 32.
On this basis, as Figure 8-9, the steel pad pier 31 includes：
Upper padding plate 311；The underlay of (can relatively described upper padding plate 311 be arranged in parallel) is oppositely arranged with the upper padding plate 311
Plate 312；The upper padding plate 311 is fixedly connected with the lower bolster 312 by connector 313, and the connector 313 can be tubular
Part, and be made up of Steel material；Also, it is described further to strengthen the bonding strength between upper padding plate 311 and lower bolster 312
Between upper padding plate 311 and lower bolster 312, around the connector 313 be provided with some ribs 314, the ribs 314 it is upper
The end connection upper padding plate 311, bottom connects the lower bolster 312, specifically, the ribs 314 can be right-angled trapezium, and
The parallel edges that the ribs 314 of the right-angled trapezium is short connects the upper padding plate 311, and long parallel edges connects the lower bolster
312, hypotenuse is away from the connector 313.
Further, slip casting, the connector are carried out inside 351 pairs of the steel pipe Grouting Pipe steel pipe 32 to coordinate
At least one Grouting Pipe manhole appendix 315 is offered on 313；The center of lower bolster 312 is offered to be connected with the steel pipe 32
Fourth hole 316；The steel pipe Grouting Pipe 351 passes through the Grouting Pipe manhole appendix 315, fourth hole 316 and isolating frame
It is extend into after 33 through hole 332 of first through hole 331 and/or second in the steel pipe 32 and carries out slip casting.By to described pair of drawing anchor
The inside slip casting of steel pipe 32 of rope 3, can greatly strengthen the structural strength to drawing anchor cable 3, and then strengthen to drawing anchor cable 3, Guan Liang 2
And the soundness between the first three of branch structure 4, play more preferable anti-biasing effect.
On this basis, it can also open up at least one for playing on more preferable fixed effect, the lower bolster 312 and be available for spiral shell
The bolt fixing hole 318 that bolt 317 is passed through, described one end of bolt 317 is fixed after passing through the lower bolster 312 with the hard layer 22
Connection, the other end is fastenedly connected with nut 319, is fastenedly connected lower bolster 312 with the hard layer 22 with this.
Embodiment two：
As shown in Figure 10, the present invention additionally provides one kind on the basis of above-described embodiment one prevents unsymmetrial loading tunnel bias change
The construction method of shape, it comprises the following steps：
S1, prefabricated steel-pipe pile 1；
S2, the steel-pipe pile 1 is arranged at the unsymmetrial loading tunnel 100 is applied in the side massif of larger bias load；
And grouting and reinforcing is carried out to the periphery rock mass of steel-pipe pile 1.
Specifically, step S2 includes：
S21, as shown in figure 11, the setting Guan Liang 2 in the rock mass of the side massif for applying larger bias load, by institute
The top for stating steel-pipe pile 1 is fixed in the Guan Liang 2, while drilling 308 can be also drilled with advance, by the spray of molten steel of the steel-pipe pile 1
The bottom of pipe 10 is stretched into the drilling being drilled with advance, steel-pipe pile 1 is arranged at along the unsymmetrial loading tunnel 100 with this and
Apply for the unsymmetrial loading tunnel 100 in the side massif of larger bias load；
S22, first time slip casting：A small amount of clear water is pumped to the bottom hole of the drilling 308, for diluting 308 bottom hole mud of drilling
Slag, and the body refuse is held out；
According to the ratio of mud 1:The cement mortar (can be using the configuration of P425 cement) of 1 configuration first time grouting, first time is noted
The cement mortar of slurry since it is described drilling 308 bottom hole, be irrigated from bottom to top, using cement mortar buoyancy will drill
The body refuse extrusion drilling 308 in 308；
S23, secondary grouting：After first time slip casting 10-12 hours, prefabricated fracture grouting pipe 300, and by the fracture grouting
Pipe 300 is extend into the steel floral tube 10 of the steel-pipe pile 1, and carries out fracture grouting to the steel floral tube 10.
Injecting paste material can be various types of cement mortars or cement-sodium silicate double liquid in step S22, S23
And modified water glass slurry etc., as long as grouting and reinforcing can be carried out to rock mass.
Specifically, the step S23 includes：
After S231, first time slip casting 10-12 hours, as shown in figure 11, some section wall thickness 2.0-2.5mm, diameter 20- are produced
(length of each section coating steel pipe 301 is determined according to displacement and depth, as long as making by 24mm, length 1.5-2.0m
Every time during lifting fracture grouting pipe 300, it is ensured that pulp eye is 303 in position set in advance) coating steel pipe 301, and phase
It is attached between adjacent coating steel pipe 301 with pipe joint 302, and on the coating steel pipe 301 of the section of bottom one, described in distance
Some pulp eyes 303 of quincuncial arrangement in the range of the termination 0.5m of the coating steel pipe 301 of most next section, 303 holes of pulp eye
Footpath is 3-8mm (preferably aperture is 5mm), to obtain the fracture grouting pipe 300；And will be divided into some inside the steel floral tube 10
Individual slip casting section；
S232, the fracture grouting pipe 300 extend into the steel floral tube 10 of the steel-pipe pile 1 and be deep into the brill
Near the bottom hole in hole 308；
S323, the prefabricated slip casting sealing gland 304 for being available for the fracture grouting pipe 300 and blast pipe 306 to pass through, treat institute
State fracture grouting pipe 300 and blast pipe 306 is both passed through after the slip casting sealing gland 304, the slip casting sealing gland 304 is covered
The upper end of the steel floral tube 10 is located at, for being sealed to the steel floral tube 10；
As shown in figure 11, the slip casting sealing gland 304 is made of thickness 5mm steel plate, is diameter of phi 130mm disk
Shape gland；Secondly, the through hole that two voltage supply bonnet bolts 305 are passed through, the bolt are arranged with the slip casting sealing gland 304
Hole 305 is used to be fastenedly connected the steel floral tube 10 and slip casting sealing gland 304, passes through the slip casting sealing gland 304 realization pair
The sealing of the steel floral tube 10.Further, the middle part of slip casting sealing gland 304 is offered wears for the coating steel pipe 301
The first perforate crossed, while also also opening up the second perforate that discharge hoses 306 are passed through, institute on the slip casting sealing gland 304
Stating blast pipe 306 is used to be exhausted during to the slip casting of steel floral tube 10, and its The concrete specification can be according to exhaust needs
Depending on, in the present embodiment, the length of the blast pipe 306 can be 20cm, a diameter of 22mm；
Specifically, when carrying out slip casting to the inside of the steel floral tube 10, the inside of the connection of blast pipe 306 steel floral tube 10 with
External air, for the gas in steel floral tube 10 to be discharged, adjusts its internal pressure, after the completion of exhaust, passes through seal 3061
The upper end of sealing exhaust pipe 306, can such as be threaded in the upper end of the blast pipe 306, and seal 3061 is preferably bolt,
After the completion of exhaust, it is threadedly coupled by bolt with the screw thread of blast pipe 306, tightens bolt to complete to the blast pipe
306 sealing.Further, to ensure sealing effectiveness, it is additionally provided between the slip casting sealing gland 304 and the steel floral tube 10
Sealing gasket, is cut into specifically, the sealing gasket can select thickness for 2mm~15mm hard rubber skin；
S324, the fracture grouting pipe 300 connected with high-pressure slip-casting pipe, open blast pipe 306, pass through high-pressure slip-casting pipe
The gradually grouting under pressure into the steel floral tube 10, to complete the slip casting of the first slip casting section；
S325, the lifting fracture grouting pipe 300, carry out the fracture grouting of next slip casting section, until completing all slip castings
The fracture grouting of section.
In step S324-S325, after the fracture grouting of slip casting section is completed, the slip casting sealing gland 304, inspection are opened
Whether the injecting paste material looked into the coating steel pipe 301 condenses or blocks.If any then the coating steel pipe 301 being pulled down, with height
Pressure water is rinsed, while diluting the heavy slurry in the steel floral tube 10, to ensure that Grouting Pipe is unobstructed and slurries spread, then again
The slip casting sealing gland 304 is installed, the slip casting of remaining slip casting section is completed.
Further, can also be by being arranged on the pressure gauge 307 in 308 apertures of the drilling (such as in step S324-S325
Shown in Figure 11) observe, record grouting amount.
After the fracture grouting for completing all slip casting sections, the fracture grouting pipe 300 is rinsed with clear water, to prevent pipe entoplasm
Liquid solidifies, it is ensured that pipeline is unobstructed.
Also include S3, be fixedly connected with one end of prestress anchorage cable 3 with the Guan Liang 2, the other end applies larger with described
The rock mass 4 of the side massif of bias load is fixedly connected.The inclined of tunnel massif side is resisted using the tension of prestress anchorage cable 3
Pressure, so as to control the tunnel biased deformation of unsymmetrial loading tunnel 100, prevents unsymmetrial loading tunnel 100 from occurring bias destruction.
It should be noted that the technical characteristic in above-described embodiment one, two can be combined, the technology combined
Scheme belongs to protection scope of the present invention.
In summary, the present invention is using miniature steel pipe pile and prestress anchorage cable as combination retaining structure, and it can be with supporting file
The rock-soil layer of tunnel massif side, reduces tunnel Eccentric Load, prevents tunnel from biased deformation and destruction occur；Meanwhile, the steel
Pile tube has higher strength and stiffness in itself, and the effect with friction pile can carry out grouting and reinforcing to periphery rock-soil layer, make steel
Floral tube and periphery rock-soil layer collectively constitute an antiskid entirety, and the consolidation effect significantly improved reduces unsymmetrial loading tunnel institute with this
The Eccentric Load received, it is to avoid disease, the situation of unstability occur for tunnel structure caused by being in serious bias state because of tunnel；Separately
Outside, the technical solution adopted by the present invention engineering method is succinct, can greatly improve speed of application, reduces financial cost.
One of ordinary skill in the art will appreciate that realizing that all or part of step of above-described embodiment can be by hardware
To complete, the hardware of correlation can also be instructed to complete by program, described program can be stored in a kind of computer-readable
In storage medium, storage medium mentioned above can be read-only storage, disk or CD etc..
The foregoing is only presently preferred embodiments of the present invention, be not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (10)
1. a kind of steel floral tube pile retaining structure of control unsymmetrial loading tunnel biased deformation, it is characterised in that including being arranged to described
Unsymmetrial loading tunnel applies the steel-pipe pile in the side massif of larger bias load, and the steel-pipe pile is used to apply larger bias to described
The rock mass of the side massif of load is reinforced.
2. retaining structure as claimed in claim 1, it is characterised in that the steel-pipe pile includes：
Steel floral tube；It is arranged at least one retainer ring coaxial inside the steel floral tube and with the steel floral tube；And be arranged at
At least one reinforcing bar being fixedly connected inside the steel floral tube and with the fixed ring outer surface.
3. retaining structure according to claim 2, it is characterised in that some injected holes are offered on the steel floral tube, is used
In to periphery rock mass progress grouting and reinforcing.
4. retaining structure according to claim 1, it is characterised in that the retaining structure also includes being arranged at the massif
Guan Liang in the rock mass of side；It is fixed at the top of the steel-pipe pile in the Guan Liang.
5. retaining structure according to claim 4, it is characterised in that the retaining structure also includes at least one prestressing force
Anchor cable, one end of each prestress anchorage cable is fixedly connected with the Guan Liang, and the other end applies larger bias load with described
The rock mass of side massif be fixedly connected.
6. retaining structure according to claim 5, it is characterised in that the Guan Liang includes：
Concrete main body；And the anchor pier being fixedly connected with the concrete main body upper surface；One end of the prestress anchorage cable
Through the concrete main body and anchor pier, it is fixedly connected by steel pad pier with the anchor pier.
7. the retaining structure according to claim any one of 1-6, it is characterised in that a diameter of 50- of steel-pipe pile
1000mm, is arranged using quincunx or pattern mode, and arrangement spacing is 0.3-5m.
8. the construction method of the steel floral tube pile retaining structure of a kind of control tunnel biased deformation, it is characterised in that including following step
Suddenly：
S1, prefabricated steel-pipe pile；
S2, the steel-pipe pile is arranged in the side massif for applying larger bias load to the unsymmetrial loading tunnel；And to described
Steel-pipe pile periphery rock mass carries out grouting and reinforcing.
9. method according to claim 8, it is characterised in that step S2 includes：
S21, in the rock mass of the side massif for applying larger bias load Guan Liang is set, the top of the steel-pipe pile is consolidated
Due in the Guan Liang, the steel-pipe pile is arranged to the side massif for applying larger bias load to the unsymmetrial loading tunnel with this
It is interior；
S22, first time slip casting：The cement mortar of first time grouting is irrigated from bottom to top；
S23, secondary grouting：After first time slip casting 10-12 hours, prefabricated fracture grouting pipe, and the fracture grouting pipe is stretched into
Fracture grouting is carried out into the steel-pipe pile, and to the steel-pipe pile.
10. method according to claim 9, it is characterised in that also including S3, by one end of prestress anchorage cable and the hat
Beam is fixedly connected, and the other end is fixedly connected with the rock mass of the side massif for applying larger bias load.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710377618.3A CN106996299A (en) | 2017-05-25 | 2017-05-25 | Control the steel floral tube pile retaining structure and its construction method of tunnel biased deformation |
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| CN107975375A (en) * | 2017-10-24 | 2018-05-01 | 济南城建集团有限公司 | A kind of miniature steel pipe pile reinforced soft foundation construction method of city tunnel |
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| CN111140248A (en) * | 2020-01-17 | 2020-05-12 | 中铁二院工程集团有限责任公司 | Bias tunnel structure applying prestress to pilot tunnel and construction method thereof |
| CN111894635A (en) * | 2020-08-13 | 2020-11-06 | 高军 | Method for reinforcing broken surrounding rock tunnel through high-pressure splitting grouting modification |
| CN114164821A (en) * | 2021-11-03 | 2022-03-11 | 中交一公局集团有限公司 | Steel pipe pile for surface grouting of shallow-buried bias tunnel and construction method thereof |
| CN114278310A (en) * | 2021-12-06 | 2022-04-05 | 中交一公局集团有限公司 | Construction method for micro steel pipe pile lattice beam at shallow buried section of tunnel |
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| CN111894635A (en) * | 2020-08-13 | 2020-11-06 | 高军 | Method for reinforcing broken surrounding rock tunnel through high-pressure splitting grouting modification |
| CN114164821A (en) * | 2021-11-03 | 2022-03-11 | 中交一公局集团有限公司 | Steel pipe pile for surface grouting of shallow-buried bias tunnel and construction method thereof |
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