CN206845196U - Control the steel floral tube pile retaining structure of tunnel biased deformation - Google Patents
Control the steel floral tube pile retaining structure of tunnel biased deformation Download PDFInfo
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- CN206845196U CN206845196U CN201720590961.1U CN201720590961U CN206845196U CN 206845196 U CN206845196 U CN 206845196U CN 201720590961 U CN201720590961 U CN 201720590961U CN 206845196 U CN206845196 U CN 206845196U
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Abstract
The utility model discloses a kind of steel floral tube pile retaining structure for controlling tunnel biased deformation, and 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 Eccentric Load suffered by unsymmetrial loading tunnel is mainly reduced by miniature steel pipe pile in the utility model, avoids the tunnel structure caused by tunnel is in serious bias state that disease, the situation of unstability occurs.
Description
Technical field
It the utility model is related to Geotechnical Engineering field, more particularly to a kind of steel floral tube pile supporting and retaining system for controlling tunnel biased deformation
Structure.
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 asymmetry, geological formations, constructions, tunnel structure two is caused
Area load is asymmetric, is formed biasing.Bias effect is tunnel deformation, one of the main reason for caving in, therefore tunnel is in
During serious bias state, it should take measures to avoid tunnel structure that disease, unstability occurs.The disease of construction period mainly biases one
Lateral pressure is big, easily produces large deformation, and country rock unstable easily landslide, 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 handled both at home and abroad bias slope reinforcement at present mainly has following several：
(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 can not play well
Regulation effect, it 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 ratio 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
The supporting and retaining system structure such as stake and anchored pile, framed anchor, bias slopes are renovated, control bias.Resist as friction pile has
The advantages of ability of cunning is big, 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 can simplify
Construction procedure, accelerate speed of application, reduce financial cost.
Utility model content
The utility model is directed to the drawbacks described above of prior art, there is provided a kind of steel floral tube pile branch for controlling tunnel biased deformation
Structure is kept off, it mainly reduces the Eccentric Load suffered by unsymmetrial loading tunnel by the combination of miniature steel pipe pile and prestress anchorage cable,
Avoid the tunnel structure caused by tunnel is in serious bias state that disease, the situation of unstability occurs.
Technical scheme is used by the utility model solves its technical problem：
A kind of steel floral tube pile retaining structure for controlling tunnel biased deformation is provided, it includes being arranged to the unsymmetrial loading tunnel
Apply the steel-pipe pile in the side massif of larger bias load, the steel-pipe pile is used to apply the one of larger bias load to described
The rock mass of side massif is reinforced.
Preferably, 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 reinforcing bar for being placed in inside the steel floral tube and being fixedly connected with the fixed ring outer surface.
Preferably, some injected holes are offered on the steel floral tube, for carrying out grouting and reinforcing to periphery rock mass.
Preferably, 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.
Preferably, the retaining structure also includes an at least 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.
Preferably, 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.
Preferably, a diameter of 50-1000mm of the steel-pipe pile, it is arranged using quincunx or pattern mode, and cloth
It is 0.3-5m to put spacing.
The beneficial effect of technical solutions of the utility model is：
(1) the utility model, can be with supporting file tunnel mountain using miniature steel floral tube pile and prestress anchorage cable composition retaining structure
The rock-soil layer of body side, reduce tunnel Eccentric Load, prevent tunnel from biased deformation and destruction occur；
(2) the miniature steel floral tube pile that the utility model uses, itself has higher strength and stiffness, has friction pile
Effect, while steel floral tube can carry out grouting and reinforcing to periphery rock-soil layer, steel floral tube and periphery rock-soil layer is collectively constituted one
Antiskid is overall, the consolidation effect significantly improved；
(3) the technical solution adopted in the utility model, 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 utility model is described in further detail, in accompanying drawing：
Fig. 1 is that the structure for the steel floral tube pile retaining structure that tunnel biased deformation is controlled in embodiment one of the present utility model is shown
It is intended to；
Fig. 2 is the schematic cross section of steel-pipe pile in embodiment one of the present utility model；
Fig. 3 is the vertical section schematic diagram of steel-pipe pile in embodiment one of the present utility model；
Fig. 4 is the structural representation of Guan Liang in embodiment one of the present utility model；
Fig. 5 is the structural representation that prestress anchorage cable is connected with Guan Liang in embodiment one of the present utility model；
Fig. 6 is the structural representation of prestress anchorage cable in embodiment one of the present utility model；
Fig. 7 is the structural representation of isolating frame in embodiment one of the present utility model；
The sectional view of steel pad pier in Fig. 8 embodiments one of the present utility model；
The top view of steel pad pier in Fig. 9 embodiments one of the present utility model；
The construction of the steel floral tube pile retaining structure of the anti-biased deformation of unsymmetrial loading tunnel in Figure 10 embodiments two of the present utility model
Flow chart；
The structural representation of fracture grouting pipe in Figure 11 embodiments two of the present utility model.
Embodiment
In order that the purpose of this utility model, technical scheme and advantage are more clearly understood, below in conjunction with accompanying drawing and reality
Example is applied, the utility model is further elaborated.It should be appreciated that tool described herein
Body embodiment is only used for explaining the utility model, is not used to limit the utility model.
Embodiment one：
Fig. 1 shows the steel floral tube pile retaining structure of control tunnel biased deformation of the present utility model, and it includes steel-pipe pile
1, the steel-pipe pile 1 along the unsymmetrial loading tunnel 100 and applies larger bias load for the unsymmetrial loading tunnel 100
In the massif of side, the steel-pipe pile 1 is used to carry out the rock mass of the side massif for applying larger bias load before excavation
Reinforce.In the present embodiment, the parameter such as the diameter of the steel-pipe pile 1, spacing, length, wall thickness can be according to edpth of tunnel, country rock bar
The influence factors such as part, groundwater state, stability of the hill determine, as long as can ensure that the stabilization of tunnel massif side rock mass.
Here, 1 a diameter of 50-1000mm of steel-pipe pile, is arranged using quincunx or pattern mode, and arrange horizontal, vertical
Spacing 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
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) it is at least one solid
Determine ring 12, the 12 preferably circular retainer ring of retainer ring, a diameter of 40-45mm (preferably a diameter of 42mm)；And retainer ring 12
When having multiple, it is according to spacing (as shown in figure 3, " spacing " is between the adjacent horizontal center line axis X of two retainer ring 12 herein
Distance, the horizontal center line axis X are vertical with the vertical central axis Y ') 80-120mm (preferably spacing is 100mm) is uniformly
It is disposed on inside the steel floral tube 10；And be arranged inside the steel floral tube 10 and with the outer surface of retainer ring 12
At least reinforcing bar 11 being fixedly connected；In the present embodiment, 11 a diameter of 10-50mm of reinforcing bar (preferably a diameter of 30mm),
And set around the outer surface uniform intervals of the retainer ring 12, the vertical central axis Y ' of the reinforcing bar 11 with the spray of molten steel
The vertical central axis Y of pipe 10 is parallel, and reinforcing bar 11 is fixedly connected by welding manner with the outer surface of the retainer ring 12.
In addition, in order to improve the globality of the periphery rock-soil layer of steel-pipe pile 1, strength and stiffness, also opened up on 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, it is right in order to reduce injected hole 13
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
There was only an 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, the set location of Guan Liang 2 can be depending on the factors such as massif tendency, 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 to be 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
The position of the top and bottom of pile tube 1 can effectively be fixed, and ensure the intensity of total；And at least one in advance should
Power anchor cable 3, one end of each prestress anchorage cable 3 are fixedly connected with the Guan Liang 2, and the other end applies larger bias with described
The rock mass 4 of the side massif of load is fixedly connected, and the use of the prestress anchorage cable 3 can increase the stability of steel-pipe pile 1, subtract
The amplitude and probability that small steel-pipe pile 1 deforms to the side of unsymmetrial loading tunnel 100, so as to reduce unsymmetrial loading tunnel 100 close to the application
The Eccentric Load of the side massif of larger bias load.In the present embodiment, the anchor cable length of the prestress anchorage cable 3, prestressing force
The parameters such as size are calculated according to parameters such as wall rock geology condition, grade of side slope, tunnel sizes and determined, are not especially limited herein.
Specifically, as shown in figure 3, the Guan Liang 2 includes：
The concrete main body 23 made 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 Fig. 4, the anchor that is 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 through the concrete main body 23 and anchor pier 21
Pier 21 is 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 mortars are made), one end of prestress anchorage cable 3 passes through the concrete main body 23 with after anchor pier 21, passing through
The anchor pier 21 is fixed on the hard layer 22 by steel pad 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 are 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 at least reinforcement rope 34 through the isolating frame 33, the reinforcement rope 34 preferably twist 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 be 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) passes through, and extend into the inside of steel pipe 32 and carry out 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；It is also, described further to strengthen the bonding strength between upper padding plate 311 and lower bolster 312
Be provided with some ribs 314 between upper padding plate 311 and lower bolster 312, around the connector 313, the ribs 314 it is upper
End connects the upper padding plate 311, and 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 to the inside of steel pipe 32 for the cooperation steel pipe Grouting Pipe 351
At least one Grouting Pipe manhole appendix 315 is offered on 313；Offer at the center of lower bolster 312 and 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
It 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, to play more preferable fixed effect, it can also be opened up on the lower bolster 312 and at least one be available for spiral shell
The bolt fixing hole 318 that bolt 317 passes through, described one end of bolt 317 are consolidated after passing through the lower bolster 312 with the hard layer 22
Fixed connection, the other end are fastenedly connected with nut 319, are fastenedly connected lower bolster 312 and the hard layer 22 with this.
Embodiment two：
As shown in Figure 10, the utility model additionally provides one kind on the basis of above-described embodiment one prevents that unsymmetrial loading tunnel is inclined
The construction method of compressive strain, 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 can also be drilled with drilling 308 in 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 the 308 bottom hole mud that drill
Slag, and the body refuse is held out；
According to the ratio of mud 1:The cement mortar (P425 cement can be used to configure) 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.
Step S22, injecting paste material can be various types of cement mortar or cement-sodium silicate double liquid in 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：
S231, after first time slip casting 10-12 hours, as shown in figure 11, produce some section wall thickness 2.0-2.5mm, diameter 20-
(length of each section coating steel pipe 301 determines according to displacement and depth, as long as making by 24mm, length 1.5-2.0m
Every time during lifting fracture grouting pipe 300, ensure pulp eye 303 in position set in advance) coating steel pipe 301, and phase
Be attached between adjacent coating steel pipe 301 with pipe joint 302, and on the coating steel pipe 301 of the section of bottom one, apart from institute
State 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, the pulp eye 303
Aperture is 3-8mm (preferably aperture is 5mm), to obtain the fracture grouting pipe 300；And if it will be divided into inside the steel floral tube 10
Dry slip casting section；
S232, the fracture grouting pipe 300 is extend into the steel floral tube 10 of the steel-pipe pile 1 and is 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 after blast pipe 306 both passes through the slip casting sealing gland 304, the slip casting sealing gland 304
Lid is located at the upper end of the steel floral tube 10, for being sealed to the steel floral tube 10；
As shown in figure 11, the slip casting sealing gland 304 is made of thick 5mm steel plate, is diameter of phi 130mm disk
Shape gland；Secondly, the through hole that two voltage supply bonnet bolts 305 pass 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 offers wears for the coating steel pipe 301
The first perforate crossed, while the second perforate that discharge hoses 306 pass through, institute are also also opened up on the slip casting sealing gland 304
State blast pipe 306 to be used to be exhausted during to the slip casting of steel floral tube 10, 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 blast pipe 306 connect the inside of steel floral tube 10 with
External air, for the gas in steel floral tube 10 to be discharged, its internal pressure is adjusted, after the completion of exhaust, passes through seal 3061
The upper end of sealing exhaust pipe 306, it can be such as threaded in the upper end of the blast pipe 306, seal 3061 is preferably spiral shell
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 exhaust
The sealing of pipe 306.Further, to ensure sealing effectiveness, also set between the slip casting sealing gland 304 and the steel floral tube 10
There is sealing gasket, be cut into specifically, the hard rubber skin that thickness is 2mm~15mm can be selected in the sealing gasket；
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 gradual 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 a slip casting section is completed, the slip casting sealing gland 304 is opened, is examined
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 dilutes 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, completes the slip casting of remaining slip casting section.
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, and ensures 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 and the application are larger
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, prevent unsymmetrial loading tunnel 100 from bias occurs and destroys.
It should be noted that the technical characteristic in above-described embodiment one, two can be combined, the technology combined
Scheme belongs to the scope of protection of the utility model.
In summary, for the utility model using miniature steel pipe pile and prestress anchorage cable as combination retaining structure, it can be with
The rock-soil layer of supporting file tunnel massif side, reduce tunnel Eccentric Load, prevent tunnel from biased deformation and destruction occur；Meanwhile institute
State steel-pipe pile has higher strength and stiffness in itself, has the function that friction pile, can carry out grouting and reinforcing to periphery rock-soil layer,
Make steel floral tube and periphery rock-soil layer collectively constitutes an antiskid entirety, the consolidation effect significantly improved, bias tunnel is reduced with this
Eccentric Load suffered by road, avoid the tunnel structure caused by tunnel is in serious bias state that disease, the shape of unstability occurs
Condition；In addition, the technical solution adopted in the utility model engineering method is succinct, speed of application can be greatly improved, reduces financial cost.
One of ordinary skill in the art will appreciate that hardware can be passed through by realizing all or part of step of above-described embodiment
To complete, by program the hardware of correlation can also be instructed to complete, 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..
Preferred embodiment of the present utility model is the foregoing is only, it is all in this practicality not to limit the utility model
Within new spirit and principle, any modification, equivalent substitution and improvements made etc., guarantor of the present utility model should be included in
Within the scope of shield.
Claims (7)
1. a kind of steel floral tube pile retaining structure for controlling tunnel biased deformation, it is characterised in that including 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.
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 it is arranged at
At least 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, are 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 an at least prestressing force
Anchor cable, one end of each prestress anchorage cable are 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. according to the retaining structure described in claim any one of 1-6, it is characterised in that a diameter of 50- of steel-pipe pile
1000mm, it is arranged using quincunx or pattern mode, and arranges that spacing is 0.3-5m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720590961.1U CN206845196U (en) | 2017-05-25 | 2017-05-25 | Control the steel floral tube pile retaining structure of tunnel biased deformation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720590961.1U CN206845196U (en) | 2017-05-25 | 2017-05-25 | Control the steel floral tube pile retaining structure of tunnel biased deformation |
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| CN206845196U true CN206845196U (en) | 2018-01-05 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106996299A (en) * | 2017-05-25 | 2017-08-01 | 中铁局集团厦门建设工程有限公司 | Control the steel floral tube pile retaining structure and its construction method of tunnel biased deformation |
| CN108130911A (en) * | 2018-01-12 | 2018-06-08 | 张玉芳 | Upright controling slip casting steel floral tube bar planting mini pile and its construction method |
-
2017
- 2017-05-25 CN CN201720590961.1U patent/CN206845196U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106996299A (en) * | 2017-05-25 | 2017-08-01 | 中铁局集团厦门建设工程有限公司 | Control the steel floral tube pile retaining structure and its construction method of tunnel biased deformation |
| CN108130911A (en) * | 2018-01-12 | 2018-06-08 | 张玉芳 | Upright controling slip casting steel floral tube bar planting mini pile and its construction method |
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