CN110258550A - A kind of concrete prefabricated retaining wall of artificial digging pile and construction method - Google Patents
A kind of concrete prefabricated retaining wall of artificial digging pile and construction method Download PDFInfo
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- CN110258550A CN110258550A CN201910552447.2A CN201910552447A CN110258550A CN 110258550 A CN110258550 A CN 110258550A CN 201910552447 A CN201910552447 A CN 201910552447A CN 110258550 A CN110258550 A CN 110258550A
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- retaining wall
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
A kind of concrete prefabricated retaining wall of artificial digging pile and its construction method, the prefabricated bulkhead include: retaining wall main body, resilient structural layer；The retaining wall main body head and the tail connect into complete concrete guard wall.The resilient structural layer is set to the outside of retaining wall main body.The concrete prefabricated retaining wall of a kind of artificial digging pile that the present invention program provides plays the role of preventing soil from caving in and slowing down the landslide time soil compaction reality by the way that resilient structural layer is arranged on the outside of retaining wall main body.The personal safety of construction personnel is preferably ensured.
Description
Technical field
The present invention relates to a kind of concrete prefabricated retaining walls of artificial digging pile, and in particular to a kind of manually digging hole pile concrete is pre-
Retaining wall processed, belongs to building field.
Background technique
Artificial digging pile as a kind of traditional treatment method of pile foundation, have do not disturb residents, low cost, equipment are simple, soil layer
It defines, sediment is clean, can directly judge many advantages, such as supporting course geological state.But there are large labor intensity, soil property and peaces for it
Full protection requires high restrictive condition.The retaining wall of stake holes is the key component for guaranteeing the safe pore-forming of artificial digging pile.Currently, often
It is cast-in-place concrete retaining wall, but since construction site is limited, concrete quality is not easy to guarantee and the construction period is longer.It is local
Matter complicated condition, when soil pressure is larger, the intensity of retaining wall may be unable to reach requirement, and there are larger security risks.And existing shield
Wall only prevents accident after Tu Bi collapsing, and there is no the collapsings for fundamentally preventing Tu Bi, also corresponding pre- without providing
Alert measure.Therefore, it is necessary to a kind of concrete prefabricated retaining walls of artificial digging pile, are constructed using prefabrication and assembly constructionization, not only can be shortened and apply
The work duration guarantees construction quality, and applies prestressing force to Tu Bi by capsule block, can fundamentally prevent Tu Bi collapsing, provide
Early warning.
Summary of the invention
In view of the above shortcomings of the prior art, it is an object of the invention to by the way that elastic construction is arranged on the outside of retaining wall main body
Layer plays the role of preventing soil from caving in and slowing down the landslide time soil compaction reality.The people of construction personnel is preferably ensured
Body safety.The present invention provides a kind of concrete prefabricated retaining wall of artificial digging pile, which includes: retaining wall main body, elasticity knot
Structure layer.The retaining wall main body head and the tail connect into complete concrete guard wall.The resilient structural layer is set to the outside of retaining wall main body.
According to the first embodiment of the present invention, a kind of concrete prefabricated retaining wall of artificial digging pile is provided:
A kind of concrete prefabricated retaining wall of artificial digging pile, the prefabricated bulkhead include: retaining wall main body, resilient structural layer.It is described
Retaining wall main body head and the tail connect into complete concrete guard wall.The resilient structural layer is set to the outside of retaining wall main body.
Preferably, the resilient structural layer includes: capsule block, medium inlet and outlet.The inside of the capsule block by medium into
Outlet is in communication with the outside.The capsule block is set to the outside of retaining wall main body.
Preferably, the resilient structural layer further include: equalizing main.Capsule block between adjacent retaining wall passes through equalizing main
Connection.
Preferably, the prefabricated bulkhead further include: waterstop pad.The waterstop pad is set to the upper end of the retaining wall main body
Face and/or the waterstop pad are set to the lower end surface of the retaining wall main body.
Preferably, the quantity of the capsule block is 1.The capsule block camber square plate shape.The capsule block includes: inside table
Face, outer surface, gusset.Inner surface is connect with the outer surface of retaining wall main body.Outer surface is contradicted in artificial digging pile
On inner wall.The gusset is arranged between inner surface and outer surface.Gusset is connect with inner surface, outer surface.
Preferably, being provided with intercommunicating pore on the gusset.
Preferably, the quantity of the capsule block is A, A is 2-200.It is preferred that A is 6-100.More preferable A is 9-50
It is a.It is interconnected between the capsule block by medium pipeline.
Preferably, capsule block is set to the outside of retaining wall main body in an array manner.
Preferably, the prefabricated bulkhead further include: longitudinally connected hole, longitudinally connected column.The longitudinally connected hole is set to
The top of the retaining wall main body, the longitudinally connected column are set to the bottom of the retaining wall main body.Or the longitudinally connected hole is set
It is placed in the bottom of the retaining wall main body, the longitudinally connected column is set to the top of the retaining wall main body.
Preferably, being provided with B layers of bayonet in the longitudinally connected hole.B buckle is provided on the longitudinally connected column.
Bayonet and the setting that is clasped.
Preferably, B is 1-30.It is preferred that B is 2-20.More preferable B is 4-8.
Preferably, the prefabricated bulkhead further include: retaining wall connection structure.The retaining wall connection structure includes: the first retaining wall
Connecting plate, the second retaining wall connecting plate.The first retaining wall connecting plate is set to the side of retaining wall main body, the second retaining wall connection
Plate is set to the retaining wall main body other side.First retaining wall connecting plate and the second retaining wall connecting plate are equipped with.
Preferably, being equipped with slurry injection hole on the first retaining wall connecting plate and the second retaining wall connecting plate.
Preferably, the prefabricated bulkhead further include: grouting system.The grouting system includes: grouting pipe, slip casting branch
Pipe.The interior survey of retaining wall main body is arranged in grouting pipe.The grouting pipe of upper and lower level prefabricated bulkhead is interconnected.Divide on grouting pipe
Slip casting branch pipe out.Slip casting branch pipe passes through slurry injection hole.Slip casting branch pipe extends at crater wall.
Preferably, the prefabricated bulkhead further include: prior-warning device.The prior-warning device includes: early warning bar, elastic construction.
One end of the elastic construction contradicts in retaining wall main body.The other end of elastic construction is connect with early warning bar.Early warning bar is arranged in
In retaining wall main body.The one end connecting on early warning bar with elastic construction contradicts on resilient structural layer.The other end of early warning bar exposes
The inner wall of retaining wall main body.
Preferably, being provided with early warning label on early warning bar.
Preferably, prior-warning device includes: flexible positioning structure.The flexible positioning structure is arranged on early warning bar, and
On the end face of early warning bar Yu elastic construction connecting pin.Flexible positioning structure extends outward along early warning bar direction.Elasticity knot
The other end of structure is connect with early warning bar specifically: one end that elastic construction is connect with early warning bar contradicts on flexible positioning structure.
Preferably, the early warning label is specially early warning scale.
Preferably, the prefabricated bulkhead further include: medium delivery pipe road.The medium delivery pipe road is vertically arranged in retaining wall
On the inside of main body.Medium delivery pipe road passes through retaining wall main body by bypass line and is connected to capsule block.
Preferably, being provided with injection shut-off valve and lower logical shut-off valve on medium delivery pipe road.The injection shut-off valve, if
It sets in the junction of bypass line and medium delivery pipe road.The lower logical shut-off valve is located at the downstream of injection shut-off valve.
Preferably, the early warning scale includes water filling scale value and early warning scale value.Scale value is filled the water according to live soil
Matter situation is obtained the water filling scale value of each layer of retaining wall by following equation, is maximized pre- be formed on early warning bar as water filling scale
Value, formula are as follows:
Wherein, X0n- the n-th section of retaining wall fills the water scale value.N-retaining wall number of segment (counting from top to bottom).- the n-th section of retaining wall institute
It is averaged internal friction angle in the weighting thickness of soil layer.R-flexible positioning structure radius.γnSoil layer where-the n-th section of retaining wall adds
Power thickness be averaged severe, uses below phreatic line and takes saturated unit weight.K-elastic construction coefficient of elasticity.
Preferably, early warning scale value is obtained the early warning scale of each layer of retaining wall according to live soil property situation by following equation
Value is maximized pre- be formed on early warning bar and is used as early warning scale value, and formula is as follows:
Wherein Xan- the n-th section of retaining wall early warning scale value.N-retaining wall number of segment (counting from top to bottom).- the n-th section of retaining wall institute
It is averaged internal friction angle in the weighting thickness of soil layer.R-flexible positioning structure radius.γnSoil layer where-the n-th section of retaining wall adds
Power thickness be averaged severe, uses below phreatic line and takes saturated unit weight.cnThe cohesive strength of soil layer where-the n-th section of retaining wall.k—
The coefficient of elasticity of elastic construction.
In the first embodiment, the outside of retaining wall main body is arranged in resilient structural layer.Retaining wall main body head and the tail connection shape
At complete concrete guard wall.Therefore resilient structural layer is looped around the outer layer of concrete guard wall.Resilient structural layer is contradicted in coagulation
In the crater wall of native retaining wall surrounding.Resilient structural layer uniformly applies a force upon in crater wall, i.e., resilient structural layer applies crater wall pre-
Stress.Make the soil compaction of crater wall, the soil for preventing crater wall in work progress collapses.In the construction process, certain per digging downwards
Distance then installs downwards prefabricated bulkhead.When soil property than it is relatively soft when, easily occur crater wall soil collapsing.The present invention by
The outside of prefabricated bulkhead main body installs elastic mechanism layer additional, and resilient structural layer is made to apply certain prestressing force to crater wall.So that this is pre-
The soil of retaining wall surrounding processed is solid to be not easy to collapse.If landslide, due to the protective effect of resilient structural layer, retaining wall does not allow mutability
Shape.It can delay the time of landslide.Construction personnel is enabled to have the sufficient time to withdraw.Therefore, the present invention program can rise
To by soil compaction reality, prevent soil cave in and slow down landslide the time effect.The person peace of construction personnel is preferably ensured
Entirely.
It should be noted that the outside of retaining wall main body is the side on the convex surface of prefabricated bulkhead, as close to the side of soil.
Prefabricated bulkhead is pin-connected panel, and retaining wall main body head and the tail are spliced to form a full circle retaining wall.After the completion of retaining wall main body is assembled, retaining wall
Resilient structural layer on the outside of main body also forms a circle initiative protective layer.I.e. resilient structural layer can contradict and compress surrounding hole
The soil of wall makes crater wall soil be not easy to collapse.
It should be further noted that filling the irregular gap between retaining wall and native wall after the expansion of capsule block, Tu Bi is clamped,
It compensates for prefabricated bulkhead and contacts insufficient defect with Tu Bi, and prestressing force can be applied to Tu Bi, actively prevent the collapsing of Tu Bi；And
It obtains capsule block internal pressure value in real time by prior-warning device, native wall situation is carried out by the variation of capsule block internal pressure value real-time
Monitoring.
In the first embodiment, resilient structural layer is specially capsule block.Before not being filled with medium inside capsule block, capsule block is whole
In flat.The soft installation for being conducive to integral prefabricated retaining wall of capsule block.After retaining wall main body installs, to capsule block inside be passed through
Medium heaves capsule block, so that capsule block be made to contradict onto the soil of crater wall.To compress crater wall soil.
It should be noted that medium is fluid media (medium).It can be gas.It may be liquid.Since the cost of water is low, resist
Press performance good, preferably water is as the medium for being filled with capsule block.
In the first embodiment, the capsule block on the outside of equalizing main connection same layer retaining wall main body.So that same layer
The external pressure of capsule block achievees the effect that dynamic equilibrium.In the present invention program, the capsule block of same layer is connected by equalizing main
It picks up and.Medium pressure between each capsule block is the same.It can make in the crater wall soil hand around same layer capsule block
It is even.If local soil caves in, after the pressure increase of the part capsule block, the certain media in the part capsule block can pass through balance
Pipeline flows into other capsule blocks.To play the role of balancing same layer capsule block stress.Improve durability.
In the first embodiment, when capsule block is 1 piece, which is covered on the outside of retaining wall main body.Capsule block is arc-shaped
Square plate shape.Gusset in capsule block can make outer surface and inner surface keep certain distance, prevent excessive because medium is filled with
Deformation.Or since capsule block surface fracture leads to bulge.Additionally, due to the constraint effect for having gusset, capsule block outer surface be will form
It is concavo-convex.The concaveconvex structure that outer surface is formed is embedded in soil, is conducive to share retaining wall own wt in crater wall.Reduce shield
The stress of wall top fixed mechanism.During manual digging pile construction, hole is dug from top to bottom, and retaining wall is also pacified from top to bottom
Dress.Since the bottom of retaining wall is without supporter, fixation of the retaining wall in vertical height is all outstanding by the fixed mechanism of near coal-mine upper end
It hangs and realizes.It is high to the rigid requirements of fixed mechanism in this way.The present invention program can effectively reduce the pressure of fixed mechanism.It mentions
The durability degree of high fixed mechanism.
In the first embodiment, it is provided with intercommunicating pore on gusset, enables to the capsule block portion being surrounded by gusset
Divide and be connected to other capsule blocks, so that entire capsule block various places inside connection.
In the first embodiment, yet another embodiment.Entire resilient structural layer includes: multiple capsule blocks.Respectively
It is connected between a capsule block by medium pipeline.Multiple capsule blocks are integrally similarly formed concavo-convex outer surface, can preferably be embedded in
Crater wall soil.Crater wall is allowed to bear the weight of prefabricated bulkhead.
In the first embodiment, retaining wall main body and its lower layer's retaining wall main body pass through longitudinally connected hole and longitudinally connected column
Connection.Without installing additional sunpender or lifting rope additional.It is equipped with bayonet in longitudinally connected hole, is equipped with buckle in longitudinally connected column,
Buckle and bayonet combine that longitudinally connected hole and longitudinally connected column is made to link together.Using the program, can reduce additional
Hang the use of suspender.
In the first embodiment, prefabricated bulkhead further includes retaining wall connection structure, specially the laterally attached structure of retaining wall.
Retaining wall main body is joined end to end by the first retaining wall connecting plate and the second retaining wall connecting plate.To form complete prefabricated bulkhead.The
Corresponding position on one retaining wall connecting plate and the second retaining wall connecting plate is provided with slurry injection hole.
In the first embodiment, prefabricated bulkhead further includes grouting system, and the concrete pump of grouting system is by concrete
Slurry is pumped into grouting pipe.Since slip casting branch pipe stretches to crater wall, sprayed into the concrete slurry of grouting pipe from slip casting branch pipe
Out.Concrete slurry is filled to the gap between prefabricated bulkhead and crater wall.
It in the first embodiment, further include prior-warning device.Resilient structural layer pushes early warning bar to prefabricated bulkhead center
It is mobile, and stretch out the inner wall of retaining wall main body.By judging that the length of early warning bar stretching can determine whether the stress of the resilient structural layer
Situation.Since resilient structural layer is between retaining wall main body and crater wall, the case where can not observing resilient structural layer.If there is office
The landslide of portion's crater wall soil, will be expressed to resilient structural layer, resilient structural layer pressure increase.There are control unknown risks.Using early warning
Device can timely understand the stress condition of resilient structural layer, and resilient structural layer stress is bigger, then early warning bar is pushed to stretch out
Length is longer.The stress condition of resilient structural layer can be understood by the extension elongation of early warning bar, if local soil landslide is then
The length that early warning bar stretches out at this can determine whether the severity of soil landslide by the extension elongation of observation early warning bar,
To help construction team to judge to how disposing.
If it should be noted that early warning bar contradicts on the inner surface of capsule block in capsule block embodiment.
In the first embodiment, the one end contacted on early warning bar with resilient structural layer is arranged in flexible positioning structure.
Its position that early warning bar can be made to contradict on resilient structural layer is not susceptible to deviate.
In the first embodiment, early warning label is additionally provided on early warning bar.Elasticity can be judged by early warning label
The stress condition of structure sheaf.
In the first embodiment, early warning is labeled as early warning scale, and early warning scale is divided into water filling scale value and early warning is carved
Angle value can preferably judge the injected media situation of capsule block by filling the water scale value.In capsule block embodiment, it can be determined that fill
Whether the pressure for entering medium is up to standard.The stress condition of resilient structural layer can be preferably judged by early warning scale value.When reaching
When early warning scale, immediately stop construction, carry out remedial measure, if remedial measure in vain if personnel withdraw.Implement at first
In scheme, medium is filled with into capsule block by medium delivery pipe road.The medium delivery pipe road and layer dielectric of upper layer prefabricated bulkhead
Conveyance conduit connection.Medium delivery pipe road is connected to capsule block from top to bottom.
In the first embodiment, the injection shut-off valve on medium delivery pipe road controls the capsule that its bypass line is connected to
The medium of block is filled with.The opening and closing of medium is led to downwards in logical shut-off valve control down.When lower section does not connect medium delivery pipe road, under this layer
Logical shut-off valve is closed.
In the first embodiment, water filling scale value and early warning scale value are carved on early warning bar.Due to artificial digging pile
Soil pressure is from earth pressure at rest to active earth pressure transition in pore forming process, so water filling scale value is by earth pressure at rest meter
It calculates, early warning scale value is by earth pressure computation.The derivation process for filling the water scale value and early warning scale value is as follows:
It should be noted that by earth pressure at rest strength calculation formula:
N-th section of retaining wall internal friction angleThe weighting thickness of soil layer where taking this section of retaining wall is averaged internal friction angleThe weight of soil
The weighting thickness of soil layer where degree γ takes this section of retaining wall is averaged severe γn.Since every section of retaining wall is 1 meter, on n-th section of retaining wall
Layer z takes n-1.N-th section of retaining wall lower layer z takes n.So n-th section of retaining wall upper rest soil pressure intensity σ0nOn are as follows:
N-th section of retaining wall lower stationary soil pressure intensity σ0nUnder are as follows:
Since capsule block can conduct water pressure, it is identical that capsule block acts on the power on retaining wall, therefore capsule block acts on retaining wall
Stress σ0nAre as follows:
Bring σ intoOn 0nAnd σUnder 0n:
The horizontal component Fx that flexible positioning structure is subject to are as follows:
Fx=pxAx
Take pressure suffered by the Ax centroid of perspective plane, px σ0n, the plummet projected area Ax of curved surface is π r2, and wherein r is soft
The radius of property location structure, obtains:
By Hooke's law: F=kx
Taking F is that Fx obtains n-th layer water filling scale value X0nAre as follows:
By earth pressure at rest strength calculation formula:
N-th section of retaining wall internal friction angleThe weighting thickness of soil layer where taking this section of retaining wall is averaged internal friction angleThe severe of soil
The weighting thickness of soil layer where γ takes this section of retaining wall is averaged severe γn.Since every section of retaining wall is 1 meter, n-th section of retaining wall upper layer
Z takes n-1.N-th section of retaining wall lower layer z takes n.So n-th section of retaining wall top active earth pressure strength σ0nOn are as follows:
N-th section of retaining wall lower part active earth pressure strength σ0nUnder are as follows:
Since capsule block can conduct water pressure, it is identical that capsule block acts on the power on retaining wall, therefore capsule block acts on retaining wall
Stress σanAre as follows:
Bring σ intoOn anAnd σUnder an:
The horizontal component Fx that flexible positioning structure is subject to are as follows: Fx=pxAx
Taking pressure px suffered by the Ax centroid of perspective plane is σan, the plummet projected area Ax of curved surface is π r2, and wherein r is soft
The radius of property location structure, obtains:
By Hooke's law: F=kx
Taking F is that Fx obtains n-th layer early warning scale value XanAre as follows:
The water filling scale value and early warning scale value for finding out each layer respectively are maximized pre- be formed on early warning bar as water filling
Scale value and early warning scale value.
It should be noted that by above formula, in artificial digging pile pore forming process soil pressure from active earth pressure to
Earth pressure at rest transition, therefore scale is found out as water filling and early warning scale as critical state by two kinds of soil pressure differences
Value.
According to the second embodiment of the present invention, a kind of construction party of concrete prefabricated retaining wall of artificial digging pile is provided
Method:
A kind of construction method of the concrete prefabricated retaining wall of artificial digging pile, includes the following steps,
1) according to field condition and the prefabricated artificial digging pile prefabricated bulkhead of design requirement.
2) measuring stake position, by design position pile hole.
3) when digging instantly to 1.2 meters, stop digging stake, by retaining wall be placed on it is interior carry out left and right connection, and capsule block is connected to, to
It is filled to water filling scale in capsule block, continues to dig stake downwards.
4) stop digging stake after digging 1.2 meters still further below, carry out left and right connection after retaining wall is vertically connected with again, and capsule block is connected
It is logical, it is filled to water filling scale to capsule block, continues to dig stake downwards.
5) every lower installation steps for digging 1 meter of repetition step 4 after.
6) after digging stake, personnel withdraw upwards, and open the valve of every layer of water injection pipe lower part.
7) personnel, which evacuate to inside the laggard luggage block in stake holes top, draws water and grouting behind shaft or drift lining.
8) steel reinforcement cage, casting concrete are hung.
Preferably, in step 3) -5) left and right connection in, by the second retaining wall of the first retaining wall connecting plate and adjacent retaining wall
Connecting plate docking is connected using making its coincide between slip casting branch pipe insertion slurry injection hole, and is inserted into Tu Bi.
Preferably, in step 4) -5) be vertically connected with, first retaining wall is put to stake holes bottom, by longitudinally connected column with
Longitudinally connected column is inserted into longitudinally connected hole by longitudinally connected hole alignment using jack, makes its connection that coincide.
Preferably, step 4) -5) in, it is more than early warning scale as discovery has early warning bar, stops immediately.It only constructs, is mended
Rescue measure, if remedial measure in vain if personnel withdraw.
Preferably, in step 6), opening discovery and upper and lower two retaining walls pressure difference before valve is more than specified value, then need to
Pressurization is filled the water in smaller one layer of pressure of retaining wall capsule block.
In second embodiment of the application, when being vertically connected with, first retaining wall is put to stake holes bottom, it will be longitudinally connected
Column is aligned with longitudinally connected hole, and longitudinally connected column is inserted into longitudinally connected hole using jack, makes its connection that coincide.
In second embodiment of the application, three capsule block pressure are consistent when in order to guarantee water filling, connecting retaining wall
It needs that first the equalizing main of capsule block lower end is connected afterwards, then is filled the water.
In second embodiment of the application, when filling the water to capsule block, observable early warning bar change in displacement learns water filling
Amount stops water filling when reaching water filling scale.When native wall pressure change causes capsule block internal pressure to change, early warning bar can be passed through
Change in displacement read, when reaching early warning scale, immediately stop construction, carry out remedial measure, if remedial measure in vain if people
Member withdraws.
In second embodiment of the application, water-supply-pipe top equalizing main is connected under the water-supply-pipe of one layer of retaining wall
Portion's interface.When filling the water to capsule block, water pump is connected in the steel water injection interface among water-supply-pipe and opens water filling shut-off valve,
And lower logical shut-off valve.After water filling, injection shut-off valve is closed, then water pump is removed.
In second embodiment of the application, discovery and upper and lower two retaining walls pressure before personnel withdraw open valve upwards
Difference is more than specified value, then needs into smaller one layer of pressure of retaining wall capsule block water filling to be forced into pressure difference and beat again in safe range
Open lower logical shut-off valve.Prevent that pressure change is excessive and causes the accident.
In the present invention, resilient structural layer with a thickness of 1-100cm, preferably 1.5-80cm, further preferably 2-
50cm, more preferably 3-30cm.
In the present invention, retaining wall main body with a thickness of 2-200cm, preferably 3-100cm, further preferably 4-80cm,
More preferably 5-50cm.
Compared with prior art, the invention has the following advantages:
1, the present invention can apply prestressing force to crater wall soil, clamp soil, prevent soil from loosening landslide；
2, capsule block of the invention can be embedded in soil, share the weight of prefabricated bulkhead, improve the fixation of concrete guard wall
The durability of mechanism；
3, the present invention is realized by prior-warning device to the real time monitoring of capsule block stress, construction personnel can be helped to understand in real time
Crater wall soil regime, excludes dangerous situation in time, avoids the generation of construction accident.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention；
Fig. 2 is main view of the invention；
Fig. 3 is top view of the invention；
Fig. 4 is bottom view of the invention；
Fig. 5 is the cut away view of water-supply-pipe of the present invention；
Fig. 6 is the structural schematic diagram of present invention left and right connection；
Fig. 7 is the structural schematic diagram of Grouting Pipe of the present invention and horizontal nail；
Fig. 8 is the structural schematic diagram of water-supply-pipe of the present invention；
Fig. 9 is the structural schematic diagram of early warning structure of the present invention；
Figure 10 is the structural schematic diagram of the longitudinally connected column of the present invention
Figure 11 is the cut away view after the longitudinally connected column of the present invention is connect with longitudinally connected hole；
Figure 12 is the main structure figure of the resilient structural layer of only one capsule block of the invention；
Figure 13 is the overlooking structure figure of the resilient structural layer of only one capsule block of the invention；
Figure 14 is the main structure figure for the resilient structural layer that the present invention has multiple capsule blocks；
Figure 15 is structure of the invention and stake holes position view.
Appended drawing reference:
1: retaining wall main body；101: waterstop pad；2: resilient structural layer；201: capsule block；20101: inner surface；20102: outside
Surface；20103: gusset；20104: medium pipeline；202: medium inlet and outlet；203: equalizing main；3: longitudinally connected hole；4: vertical
To connecting column；5: retaining wall connection structure；501: the first retaining wall connecting plates；502: the second retaining wall connecting plates；503: slurry injection hole；
6: prior-warning device；601: early warning bar；602: elastic construction；603: flexible positioning structure；7: medium delivery pipe road；701: bypass duct
Road；702: injection shut-off valve；703: lower logical shut-off valve；8: grouting system；801: grouting pipe；802: slip casting branch pipe.
Specific embodiment
According to an embodiment of the invention, providing a kind of concrete prefabricated retaining wall of artificial digging pile:
A kind of concrete prefabricated retaining wall of artificial digging pile, the prefabricated bulkhead include: retaining wall main body 1, resilient structural layer 2.Institute
It states 1 head and the tail of retaining wall main body and connects into complete concrete guard wall.The resilient structural layer 2 is set to the outside of retaining wall main body 1.
Preferably, the resilient structural layer 2 includes: capsule block 201, medium inlet and outlet 202.The inside of the capsule block 201
It is in communication with the outside by medium inlet and outlet 202.The capsule block 201 is set to the outside of retaining wall main body 1.
Preferably, the resilient structural layer 2 further include: equalizing main 203.Capsule block 201 between adjacent retaining wall passes through
Equalizing main 203 is connected to.
Preferably, the prefabricated bulkhead further include: waterstop pad 101.The waterstop pad 101 is set to the retaining wall main body 1
Upper surface and/or the waterstop pad 101 be set to the lower end surface of the retaining wall main body 1.
Preferably, the quantity of the capsule block 201 is 1.The 201 camber square plate shape of capsule block.The capsule block 201 wraps
It includes: inner surface 20101, outer surface 20102, gusset 20103.Inner surface 20101 and the outer surface of retaining wall main body 1 connect
It connects.Outer surface 20102 contradicts on the inner wall of artificial digging pile.The setting of gusset 20103 is in inner surface 20101 and outside
Between side surface 20102.Gusset 20103 is connect with inner surface 20101, outer surface 20102.
Preferably, being provided with intercommunicating pore on the gusset 20103.
Preferably, the quantity of the capsule block 201 is A, A is 2-200.It is preferred that A is 6-100.More preferable A is 9-
50.It is interconnected between the capsule block 201 by medium pipeline 20104.
Preferably, capsule block 201 is set to the outside of retaining wall main body 1 in an array manner.
Preferably, the prefabricated bulkhead further include: longitudinally connected hole 3, longitudinally connected column 4.The longitudinally connected hole 3 is arranged
In the top of the retaining wall main body 1, the longitudinally connected column 4 is set to the bottom of the retaining wall main body 1.Or it is described longitudinally connected
Hole 3 is set to the bottom of the retaining wall main body 1, and the longitudinally connected column 4 is set to the top of the retaining wall main body 1.
Preferably, being provided with B layers of bayonet in the longitudinally connected hole 3.B card is provided on the longitudinally connected column 4
Button.Bayonet and the setting that is clasped.
Preferably, B is 1-30.It is preferred that B is 2-20.More preferable B is 4-8.
Preferably, the prefabricated bulkhead further include: retaining wall connection structure 5.The retaining wall connection structure 5 includes: the first shield
Wall connecting plate 501, the second retaining wall connecting plate 502.The first retaining wall connecting plate 501 is set to the side of retaining wall main body 1, described
Second retaining wall connecting plate 502 is set to 1 other side of retaining wall main body.First retaining wall connecting plate 501 and the second retaining wall connecting plate 502 are matched
Close setting.
Preferably, being equipped with slurry injection hole 503 on the first retaining wall connecting plate 501 and the second retaining wall connecting plate 502.
Preferably, the prefabricated bulkhead further include: grouting system 8.The grouting system 8 includes: grouting pipe 801, note
Starch branch pipe 802.The interior survey of retaining wall main body 1 is arranged in grouting pipe.The grouting pipe 801 of upper and lower level prefabricated bulkhead is interconnected.
Slip casting branch pipe 802 is separated on grouting pipe 801.Slip casting branch pipe 802 passes through slurry injection hole 503.Slip casting branch pipe 802 extends to hole
At wall.
Preferably, the prefabricated bulkhead further include: prior-warning device 6.The prior-warning device 6 includes: early warning bar 601, elasticity
Structure 602.One end of the elastic construction 602 contradicts in retaining wall main body 1.The other end and early warning bar 601 of elastic construction 602
Connection.Early warning bar 601 is arranged in retaining wall main body 1.The one end connecting on early warning bar 601 with elastic construction 602 is contradicted in elasticity
On structure sheaf 2.The other end of early warning bar 601 exposes the inner wall of retaining wall main body 1.
Preferably, being provided with early warning label on early warning bar 601.
Preferably, prior-warning device 6 includes: flexible positioning structure 603.The flexible positioning structure 603 is arranged in early warning
On bar 601, and it is located on the end face of early warning bar 601 and 602 connecting pin of elastic construction.Flexible positioning structure 603 is along early warning bar 601
Direction extends outward.The other end of elastic construction 602 is connect with early warning bar 601 specifically: elastic construction 602 and early warning bar
One end of 601 connections contradicts on flexible positioning structure 603.
Preferably, the early warning label is specially early warning scale.
Preferably, the prefabricated bulkhead further include: medium delivery pipe road 7.The medium delivery pipe road 7 is vertically arranged in shield
1 inside of wall main body.Medium delivery pipe road 7 passes through retaining wall main body 1 by bypass line 701 and is connected to capsule block 201.Preferably,
Injection shut-off valve 702 and lower logical shut-off valve 703 are provided on medium delivery pipe road 7.The injection shut-off valve 702, setting are being propped up
The junction of road pipeline 701 and medium delivery pipe road 7.The lower logical shut-off valve 703 is located at the downstream of injection shut-off valve 702.
Preferably, the early warning scale includes water filling scale value and early warning scale value.Scale value is filled the water according to live soil
Matter situation is obtained the water filling scale value of each layer of retaining wall by following equation, is maximized pre- be formed on early warning bar as water filling scale
Value, formula are as follows:
Wherein, X0n- the n-th section of retaining wall fills the water scale value.N-retaining wall number of segment (counting from top to bottom).- the n-th section of retaining wall institute
It is averaged internal friction angle in the weighting thickness of soil layer.R-flexible positioning structure radius.γnSoil layer where-the n-th section of retaining wall adds
Power thickness be averaged severe, uses below phreatic line and takes saturated unit weight.K-elastic construction coefficient of elasticity.
Preferably, early warning scale value is obtained the early warning scale of each layer of retaining wall according to live soil property situation by following equation
Value is maximized pre- be formed on early warning bar and is used as early warning scale value, and formula is as follows:
Wherein Xan- the n-th section of retaining wall early warning scale value.N-retaining wall number of segment (counting from top to bottom).- the n-th section of retaining wall institute
It is averaged internal friction angle in the weighting thickness of soil layer.R-flexible positioning structure radius.γnSoil layer where-the n-th section of retaining wall adds
Power thickness be averaged severe, uses below phreatic line and takes saturated unit weight.cnThe cohesive strength of soil layer where-the n-th section of retaining wall.k—
The coefficient of elasticity of elastic construction.
According to the second embodiment of the present invention, a kind of construction party of concrete prefabricated retaining wall of artificial digging pile is provided
Method:
A kind of construction method of the concrete prefabricated retaining wall of artificial digging pile, includes the following steps,
1) according to field condition and the prefabricated artificial digging pile prefabricated bulkhead of design requirement.
2) measuring stake position, by design position pile hole.
3) when digging instantly to 1.2 meters, stop digging stake, by retaining wall be placed on it is interior carry out left and right connection, and capsule block is connected to, to
It is filled to water filling scale in capsule block, continues to dig stake downwards.
4) stop digging stake after digging 1.2 meters still further below, carry out left and right connection after retaining wall is vertically connected with again, and capsule block is connected
It is logical, it is filled to water filling scale to capsule block, continues to dig stake downwards.
5) every lower installation steps for digging 1 meter of repetition step 4 after.
6) after digging stake, personnel withdraw upwards, and open the valve of every layer of water injection pipe lower part.
7) personnel, which evacuate to inside the laggard luggage block in stake holes top, draws water and grouting behind shaft or drift lining.
8) steel reinforcement cage, casting concrete are hung.
Preferably, in step 3) -5) left and right connection in, by the first retaining wall connecting plate 501 and the second of adjacent retaining wall
The docking of retaining wall connecting plate, being inserted between slurry injection hole 503 using slip casting branch pipe 802 makes its connection that coincide, and is inserted into Tu Bi and works as
In.
Preferably, in step 4) -5) be vertically connected with, first retaining wall is put to stake holes bottom, by longitudinally connected column with
Longitudinally connected column is inserted into longitudinally connected hole by longitudinally connected hole alignment using jack, makes its connection that coincide.
Preferably, step 4) -5) in, it is more than early warning scale as discovery has early warning bar, stops construction immediately, remedied
Measure, if remedial measure in vain if personnel withdraw.
Preferably, in step 6), opening discovery and upper and lower two retaining walls pressure difference before valve is more than specified value, then need to
Pressurization is filled the water in smaller one layer of pressure of retaining wall capsule block.
Preferably, first retaining wall is put to stake holes bottom when being vertically connected with, by longitudinally connected column and longitudinally connected hole pair
Longitudinally connected column is inserted into longitudinally connected hole by standard using jack, makes its connection that coincide.
Preferably, three capsule block pressure are consistent when in order to guarantee water filling, needing after connecting retaining wall first will be under capsule block
The equalizing main at end is connected, then is filled the water.
Preferably, when filling the water to capsule block, observable early warning bar change in displacement learns water injection rate, when reaching water filling scale
When stop water filling.When native wall pressure change causes capsule block internal pressure to change, can be read by early warning bar change in displacement, when reaching
When to early warning scale, stop construction immediately, carry out remedial measure, if remedial measure in vain if personnel withdraw.
Preferably, water-supply-pipe top equalizing main is connected to the water-supply-pipe lower interface of one layer of retaining wall.When to capsule block
When water filling, water pump is connected in the steel water injection interface among water-supply-pipe and opens water filling shut-off valve, and lower logical shut-off valve.When
After water filling, injection shut-off valve is closed, then water pump is removed.
Preferably, discovery and upper and lower two retaining walls pressure difference are more than specified value before personnel withdraw open valve upwards,
It then needs into smaller one layer of pressure of retaining wall capsule block water filling to be forced into pressure difference and opens down logical shut-off valve again in safe range.It is anti-
Only pressure change is excessive and cause the accident.
Embodiment 1
A kind of concrete prefabricated retaining wall of artificial digging pile, the prefabricated bulkhead include: retaining wall main body 1, resilient structural layer 2.Institute
It states 1 head and the tail of retaining wall main body and connects into complete concrete guard wall.The resilient structural layer 2 is set to the outside of retaining wall main body 1.
Embodiment 2
Embodiment 1 is repeated, only the resilient structural layer 2 includes: capsule block 201, medium inlet and outlet 202.The capsule block 201
Inside be in communication with the outside by medium inlet and outlet 202.The capsule block 201 is set to the outside of retaining wall main body 1.
Embodiment 3
Embodiment 2 is repeated, only the resilient structural layer 2 further include: equalizing main 203.Capsule block between adjacent retaining wall
201 are connected to by equalizing main 203.The prefabricated bulkhead further include: waterstop pad 101.The waterstop pad 101 is set to the retaining wall
The upper surface of main body 1 and/or the waterstop pad 101 are set to the lower end surface of the retaining wall main body 1.
Embodiment 4
Embodiment 3 is repeated, only the quantity of the capsule block 201 is 1.The 201 camber square plate shape of capsule block.The capsule
Block 201 includes: inner surface 20101, outer surface 20102, gusset 20103.Inner surface 20101 is outer with retaining wall main body 1
Side surface connection.Outer surface 20102 contradicts on the inner wall of artificial digging pile.The gusset 20103 is arranged in inner surface
Between 20101 and outer surface 20102.Gusset 20103 is connect with inner surface 20101, outer surface 20102.The gusset
Intercommunicating pore is provided on 20103.
Embodiment 5
Embodiment 3 is repeated, only the quantity of the capsule block 201 is A, and A is 12.Pass through Jie between the capsule block 201
Matter pipeline 20104 is interconnected.Capsule block 201 is set to the outside of retaining wall main body 1 in an array manner.
Embodiment 6
Embodiment 4 is repeated, only the prefabricated bulkhead further include: longitudinally connected hole 3, longitudinally connected column 4.It is described longitudinally connected
Hole 3 is set to the bottom of the retaining wall main body 1, and the longitudinally connected column 4 is set to the bottom of the retaining wall main body 1.Or it is described
Longitudinally connected hole 3 is set to the bottom of the retaining wall main body 1, and the longitudinally connected column 4 is set to the bottom of the retaining wall main body 1
Portion.B layers of bayonet are provided in the longitudinally connected hole 3.B buckle is provided on the longitudinally connected column 4.Bayonet is matched with buckle
Close setting.B is 4.
Embodiment 7
Embodiment 6 is repeated, only the prefabricated bulkhead further include: retaining wall connection structure 5.The retaining wall connection structure 5 includes:
First retaining wall connecting plate 501, the second retaining wall connecting plate 502.The first retaining wall connecting plate 501 is set to the one of retaining wall main body 1
Side, the second retaining wall connecting plate 502 are set to 1 other side of retaining wall main body.First retaining wall connecting plate 501 is connected with the second retaining wall
Plate 502 is equipped with.Slurry injection hole 503 is equipped on first retaining wall connecting plate 501 and the second retaining wall connecting plate 502.
Embodiment 8
Embodiment 7 is repeated, only the prefabricated bulkhead further include: prior-warning device 6.The prior-warning device 6 includes: early warning bar
601, elastic construction 602.One end of the elastic construction 602 contradicts in retaining wall main body 1.The other end of elastic construction 602 with
Early warning bar 601 connects.Early warning bar 601 is arranged in retaining wall main body 1.The one end connecting on early warning bar 601 with elastic construction 602 is supported
Touching is on resilient structural layer 2.The other end of early warning bar 601 exposes the inner wall of retaining wall main body 1.Early warning is provided on early warning bar 601
Label.
Embodiment 9
Embodiment 8 is repeated, only prior-warning device 6 includes: flexible positioning structure 603.The flexible positioning structure 603 is arranged
On early warning bar 601, and it is located on the end face of early warning bar 601 and 602 connecting pin of elastic construction.Flexible positioning structure 603 is along pre-
Alert 601 direction of bar extends outward.The other end of elastic construction 602 is connect with early warning bar 601 specifically: elastic construction 602 with
One end that early warning bar 601 connects contradicts on flexible positioning structure 603.The early warning label is specially early warning scale.
Embodiment 10
Embodiment 9 is repeated, only the prefabricated bulkhead further include: medium delivery pipe road 7.The medium delivery pipe road 7 is vertical
Setting is in 1 inside of retaining wall main body.Medium delivery pipe road 7 passes through retaining wall main body 1 by bypass line 701 and is connected to capsule block 201.Make
To be preferred, injection shut-off valve 702 and lower logical shut-off valve 703 are provided on medium delivery pipe road 7.The injection shut-off valve 702, if
It sets in the junction of bypass line 701 and medium delivery pipe road 7.The lower logical shut-off valve 703 is located under injection shut-off valve 702
Trip.
Embodiment 11
A kind of construction method of the concrete prefabricated retaining wall of artificial digging pile, includes the following steps,
1) according to field condition and the prefabricated artificial digging pile prefabricated bulkhead of design requirement.
2) measuring stake position, by design position pile hole.
3) when digging instantly to 1.2 meters, stop digging stake, by retaining wall be placed on it is interior carry out left and right connection, and capsule block is connected to, to
It is filled to water filling scale in capsule block, continues to dig stake downwards.
4) stop digging stake after digging 1.2 meters still further below, carry out left and right connection after retaining wall is vertically connected with again, and capsule block is connected
It is logical, it is filled to water filling scale to capsule block, continues to dig stake downwards.
5) every lower installation steps for digging 1 meter of repetition step 4 after.
6) after digging stake, personnel withdraw upwards, and open the valve of every layer of water injection pipe lower part.
7) personnel, which evacuate to inside the laggard luggage block in stake holes top, draws water and grouting behind shaft or drift lining.
8) steel reinforcement cage, casting concrete are hung.
Embodiment 12
Embodiment 11 is repeated, only in step 3) -5) left and right connection in, by the first retaining wall connecting plate 501 and adjacent shield
Second retaining wall connecting plate of wall docks, and being inserted between slurry injection hole 503 using slip casting branch pipe 802 makes its connection that coincide, and inserts
It buries in wall.
Embodiment 13
Embodiment 12 is repeated, only in step 4) -5) be vertically connected with, first retaining wall is put to stake holes bottom, will be longitudinal
Connecting column is aligned with longitudinally connected hole, and longitudinally connected column is inserted into longitudinally connected hole using jack, makes its connection that coincide.
Embodiment 14
Embodiment 13 is repeated, only step 4) -5) in, it is more than early warning scale as discovery has early warning bar, stops construction immediately,
Carry out remedial measure, if remedial measure in vain if personnel withdraw.In step 6), discovery and upper and lower two retaining walls pressure before valve are opened
Power difference is more than specified value, then needs to fill the water pressurization into smaller one layer of pressure of retaining wall capsule block.
Embodiment 15
It repeats embodiment 14 first to put retaining wall to stake holes bottom only when being vertically connected with, by longitudinally connected column and longitudinal direction
Longitudinally connected column is inserted into longitudinally connected hole by connecting hole alignment using jack, makes its connection that coincide.When in order to guarantee water filling
Three capsule block pressure are consistent, need that first the equalizing main of capsule block lower end is connected after connecting retaining wall, then filled the water.
Embodiment 16
Embodiment 15 is repeated, only observable early warning bar change in displacement learns water injection rate when filling the water to capsule block, when reaching
Stop water filling when filling the water scale.When native wall pressure change causes capsule block internal pressure to change, early warning bar change in displacement can be passed through
Read, when reaching early warning scale, immediately stop construction, carry out remedial measure, if remedial measure in vain if personnel withdraw.
Embodiment 17
Embodiment 16 is repeated, only water-supply-pipe top equalizing main is connected to the water-supply-pipe lower interface of one layer of retaining wall.
When filling the water to capsule block, water pump is connected in the steel water injection interface among water-supply-pipe and opens water filling shut-off valve, and lower logical
Shut-off valve.After water filling, injection shut-off valve is closed, then water pump is removed.
Embodiment 18
Embodiment 17 is repeated, only discovery and upper and lower two retaining walls pressure difference are more than rule before personnel withdraw open valve upwards
Fixed number value then needs into smaller one layer of pressure of retaining wall capsule block water filling to be forced into pressure difference and opens lower logical cut again in safe range
Only valve.Prevent that pressure change is excessive and causes the accident.
Claims (10)
1. a kind of concrete prefabricated retaining wall of artificial digging pile, it is characterised in that: the prefabricated bulkhead includes: retaining wall main body (1), elasticity
Structure sheaf (2)；The retaining wall main body (1) connects into complete concrete guard wall from beginning to end；The resilient structural layer (2) is set to retaining wall
The outside of main body (1)；Wherein, the resilient structural layer (2) includes: capsule block (201), medium inlet and outlet (202)；The capsule block
(201) inside is in communication with the outside by medium inlet and outlet (202)；The capsule block (201) is set to the outer of retaining wall main body (1)
Side；Preferably, the resilient structural layer (2) further include: equalizing main (203)；Capsule block (201) between adjacent retaining wall passes through
Equalizing main (203) connection.
2. the concrete prefabricated retaining wall of artificial digging pile according to claim 1, it is characterised in that: the prefabricated bulkhead also wraps
It includes: waterstop pad (101)；The waterstop pad (101) is set to the upper surface and/or lower end surface of the retaining wall main body (1).
3. the concrete prefabricated retaining wall of artificial digging pile according to claim 1 or 2, it is characterised in that: the capsule block (201)
Quantity be 1；Capsule block (201) the camber square plate shape；The capsule block (201) includes: inner surface (20101), outside
Surface (20102), gusset (20103)；Inner surface (20101) is connect with the outer surface of retaining wall main body (1)；Outer surface
(20102) it contradicts on the inner wall of artificial digging pile；The gusset (20103) is arranged in inner surface (20101) and outside table
Between face (20102)；Gusset (20103) is connect with inner surface (20101), outer surface (20102)；Preferably, described
Gusset is provided with intercommunicating pore on (20103).
4. the concrete prefabricated retaining wall of artificial digging pile according to claim 1 or 2, it is characterised in that: the capsule block (201)
Quantity be A, A is 2-200；It is preferred that A is 6-100；More preferable A is 9-50；Pass through Jie between the capsule block (201)
Matter pipeline (20104) is interconnected；Preferably, capsule block (201) is set to the outside of retaining wall main body (1) in an array manner.
5. the concrete prefabricated retaining wall of artificial digging pile described in any one of -4 according to claim 1, it is characterised in that: this is prefabricated
Retaining wall further include: longitudinally connected hole (3), longitudinally connected column (4)；The longitudinally connected hole (3) is set to the retaining wall main body (1)
Top, the longitudinally connected column (4) is set to the bottom of the retaining wall main body (1)；Or the longitudinally connected hole (3) is set to
The bottom of the retaining wall main body (1), the longitudinally connected column (4) are set to the top of the retaining wall main body (1)；And/or
B layers of bayonet are provided in the longitudinally connected hole (3)；B buckle is provided on the longitudinally connected column (4)；Bayonet with
Be clasped setting；Preferably, B is 1-30；It is preferred that B is 2-20；More preferable B is 4-8.
6. the concrete prefabricated retaining wall of artificial digging pile according to any one of claims 1-5, it is characterised in that: this is prefabricated
Retaining wall further include: retaining wall connection structure (5)；The retaining wall connection structure (5) includes: the first retaining wall connecting plate (501), the second shield
Wall connecting plate (502)；The first retaining wall connecting plate (501) is set to the side of retaining wall main body (1), the second retaining wall connection
Plate (502) is set to retaining wall main body (1) other side；First retaining wall connecting plate (501) and the cooperation of the second retaining wall connecting plate (502) are set
It sets；Preferably, being equipped with slurry injection hole (503) on the first retaining wall connecting plate (501) and the second retaining wall connecting plate (502)；
And/or
The prefabricated bulkhead further include: grouting system (8)；The grouting system (8) includes: grouting pipe (801), slip casting branch pipe
(802)；The interior survey in retaining wall main body (1) is arranged in grouting pipe；The grouting pipe (801) of upper and lower level prefabricated bulkhead is interconnected；
Slip casting branch pipe (802) are separated on grouting pipe (801)；Slip casting branch pipe (802) passes through slurry injection hole (503)；Slip casting branch pipe
(802) it extends at crater wall.
7. the concrete prefabricated retaining wall of artificial digging pile according to claim 1 to 6, it is characterised in that: this is prefabricated
Retaining wall further include: prior-warning device (6)；The prior-warning device (6) includes: early warning bar (601), elastic construction (602)；The elasticity
One end of structure (602) contradicts on retaining wall main body (1)；The other end of elastic construction (602) is connect with early warning bar (601)；In advance
Alert bar (601) are arranged on retaining wall main body (1)；The one end connecting on early warning bar (601) with elastic construction (602) is contradicted in elasticity
On structure sheaf (2)；The other end of early warning bar (601) exposes the inner wall of retaining wall main body (1)；Preferably, being set on early warning bar (601)
It is equipped with early warning label；And/or
The prior-warning device (6) includes: flexible positioning structure (603)；The flexible positioning structure (603) is arranged in early warning bar
(601) on, and it is located on the end face of early warning bar (601) and elastic construction (602) connecting pin；Flexible positioning structure (603) is along pre-
Alert bar (601) direction extends outward；The other end of elastic construction (602) is connect with early warning bar (601) specifically: elastic construction
(602) one end connecting with early warning bar (601) contradicts on flexible positioning structure (603)；Preferably, the early warning label tool
Body is early warning scale.
8. the concrete prefabricated retaining wall of artificial digging pile according to any one of claim 2-7, it is characterised in that: this is prefabricated
Retaining wall further include: medium delivery pipe road (7)；The medium delivery pipe road (7) is vertically arranged on the inside of retaining wall main body (1)；Medium
Conveyance conduit (7) passes through retaining wall main body (1) by bypass line (701) and is connected to capsule block (201)；And/or
Injection shut-off valve (702) He Xiatong shut-off valve (703) is provided on the medium delivery pipe road (7)；The injection cut-off
Valve (702) is arranged in the junction of bypass line (701) and medium delivery pipe road (7)；The lower logical shut-off valve (703) is located at
Inject the downstream of shut-off valve (702).
9. the concrete prefabricated retaining wall of artificial digging pile according to claim 7, it is characterised in that: the early warning scale includes
Fill the water scale value and early warning scale value；Water filling scale value is obtained the note of each layer of retaining wall according to live soil property situation by following equation
Water scale value is maximized pre- be formed on early warning bar and is used as water filling scale value, and formula is as follows:
Wherein, X0n- the n-th section of retaining wall fills the water scale value；N-retaining wall number of segment (counting from top to bottom)；Soil where-the n-th section of retaining wall
The weighting thickness of layer is averaged internal friction angle；R-flexible positioning structure radius；γnThe weighting of soil layer is thick where-the n-th section of retaining wall
Average severe is spent, is used below phreatic line and takes saturated unit weight；K-elastic construction coefficient of elasticity；
Early warning scale value is obtained the early warning scale value of each layer of retaining wall according to live soil property situation by following equation, is maximized pre-
It is formed on early warning bar as early warning scale value, formula is as follows:
Wherein Xan- the n-th section of retaining wall early warning scale value；N-retaining wall number of segment (counting from top to bottom)；Soil layer where-the n-th section of retaining wall
Weighting thickness be averaged internal friction angle；R-flexible positioning structure radius；γnThe weighting thickness of soil layer where-the n-th section of retaining wall
Be averaged severe, uses below phreatic line and takes saturated unit weight；cnThe cohesive strength of soil layer where-the n-th section of retaining wall；K-elasticity knot
The coefficient of elasticity of structure.
10. a kind of construction method of the concrete prefabricated retaining wall of artificial digging pile, it is characterised in that: include the following steps,
1) according to field condition and the prefabricated artificial digging pile prefabricated bulkhead of design requirement；
2) measuring stake position, by design position pile hole；
3) when digging instantly to 1.2 meters, stop digging stake, by retaining wall be placed on it is interior carry out left and right connection, and capsule block is connected to, to capsule block
It is inside filled to water filling scale, continues to dig stake downwards；
4) stop digging stake after digging 1.2 meters still further below, carry out left and right connection after retaining wall is vertically connected with again, and capsule block is connected to, to
Capsule block is filled to water filling scale, continues to dig stake downwards；
5) every lower installation steps for digging 1 meter of repetition step 4 after；
6) after digging stake, personnel withdraw upwards, and open the valve of every layer of water injection pipe lower part；
7) personnel, which evacuate to inside the laggard luggage block in stake holes top, draws water and grouting behind shaft or drift lining；
8) steel reinforcement cage, casting concrete are hung；
Preferably, in step 3) -5) left and right connection in, by the second shield of the first retaining wall connecting plate (501) and adjacent retaining wall
The docking of wall connecting plate is connected using making its coincide between slip casting branch pipe (802) insertion slurry injection hole (503), and is inserted into Tu Bi
In the middle；
In step 4) -5) be vertically connected with, first retaining wall is put to stake holes bottom, by longitudinally connected column and longitudinally connected hole pair
Longitudinally connected column is inserted into longitudinally connected hole by standard using jack, makes its connection that coincide；
In step 4) -5) in, it is more than early warning scale as discovery has early warning bar, stops construction immediately, carry out remedial measure, if mends
Rescuing measure, then personnel withdraw in vain；
In step 6), discovery and upper and lower two retaining walls pressure difference are more than specified value before logical shut-off valve under opening, then need to pressure
Pressurization is filled the water in smaller one layer of retaining wall capsule block.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111705793A (en) * | 2020-05-28 | 2020-09-25 | 三明学院 | Construction method for prefabricated retaining wall of manual hole digging pile |
| CN111827280A (en) * | 2020-07-27 | 2020-10-27 | 华东交通大学 | Ex-situ pouring, jacking and in-place hole digging pile retaining wall device and construction method thereof |
| CN112796317A (en) * | 2020-12-14 | 2021-05-14 | 浙江二十冶建设有限公司 | Immersed tube type manual hole digging cast-in-place pile construction equipment in bad foundation |
| CN114929969A (en) * | 2019-12-06 | 2022-08-19 | 邹胜斌 | Modular intelligent retaining wall cast-in-place pile and construction process thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| NL7101643A (en) * | 1970-02-16 | 1971-08-18 | ||
| CN104762980A (en) * | 2015-04-07 | 2015-07-08 | 兰州理工大学 | Energy dissipation, shock absorption and anti-liquefaction rigid and flexible slide-resistant pile and construction method |
| CN108076923A (en) * | 2018-01-05 | 2018-05-29 | 中国农业科学院农业环境与可持续发展研究所 | A kind of heliogreenhouse using balloon membranes thermal-arrest |
| CN207727559U (en) * | 2017-12-18 | 2018-08-14 | 深圳市工勘岩土技术有限公司 | A kind of bored concrete pile resistance to plucking tooth bar |
| CN208748651U (en) * | 2018-07-09 | 2019-04-16 | 保利新联爆破工程集团有限公司 | A kind of prefabricated retaining wall device for manual hole digging pile |
| CN109914403A (en) * | 2019-02-22 | 2019-06-21 | 中国电力科学研究院有限公司 | It is a kind of to reduce the cast-in-place pile casing for promoting resistance |
-
2019
- 2019-06-25 CN CN201910552447.2A patent/CN110258550B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| NL7101643A (en) * | 1970-02-16 | 1971-08-18 | ||
| CN104762980A (en) * | 2015-04-07 | 2015-07-08 | 兰州理工大学 | Energy dissipation, shock absorption and anti-liquefaction rigid and flexible slide-resistant pile and construction method |
| CN207727559U (en) * | 2017-12-18 | 2018-08-14 | 深圳市工勘岩土技术有限公司 | A kind of bored concrete pile resistance to plucking tooth bar |
| CN108076923A (en) * | 2018-01-05 | 2018-05-29 | 中国农业科学院农业环境与可持续发展研究所 | A kind of heliogreenhouse using balloon membranes thermal-arrest |
| CN208748651U (en) * | 2018-07-09 | 2019-04-16 | 保利新联爆破工程集团有限公司 | A kind of prefabricated retaining wall device for manual hole digging pile |
| CN109914403A (en) * | 2019-02-22 | 2019-06-21 | 中国电力科学研究院有限公司 | It is a kind of to reduce the cast-in-place pile casing for promoting resistance |
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| CN114929969A (en) * | 2019-12-06 | 2022-08-19 | 邹胜斌 | Modular intelligent retaining wall cast-in-place pile and construction process thereof |
| CN114929969B (en) * | 2019-12-06 | 2023-08-18 | 邹胜斌 | Modularized intelligent wall-protecting cast-in-place pile and construction process thereof |
| CN111705793A (en) * | 2020-05-28 | 2020-09-25 | 三明学院 | Construction method for prefabricated retaining wall of manual hole digging pile |
| CN111827280A (en) * | 2020-07-27 | 2020-10-27 | 华东交通大学 | Ex-situ pouring, jacking and in-place hole digging pile retaining wall device and construction method thereof |
| CN111827280B (en) * | 2020-07-27 | 2022-04-19 | 华东交通大学 | Ex-situ pouring, jacking and in-place hole digging pile retaining wall device and construction method thereof |
| CN112796317A (en) * | 2020-12-14 | 2021-05-14 | 浙江二十冶建设有限公司 | Immersed tube type manual hole digging cast-in-place pile construction equipment in bad foundation |
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