CN106836204A - The device and method of pouring pile bearing capacity under a kind of lifting Soft Soil - Google Patents
The device and method of pouring pile bearing capacity under a kind of lifting Soft Soil Download PDFInfo
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- CN106836204A CN106836204A CN201710152817.4A CN201710152817A CN106836204A CN 106836204 A CN106836204 A CN 106836204A CN 201710152817 A CN201710152817 A CN 201710152817A CN 106836204 A CN106836204 A CN 106836204A
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- rotatable
- pipe
- jet groutinl
- pile
- bearing capacity
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention belongs to foundation engineering field, it is related to a kind of device and method of pouring pile bearing capacity under lifting Soft Soil, the equipment to include cement slurry pumping device, jet groutinl pipe position control, jet groutinl pipe and rotatable three-dimensional shower nozzle；Jet groutinl pipe is arranged on jet groutinl pipe position control and adjusts position of the jet groutinl pipe in hole for grout pile by jet groutinl pipe position control；Cement slurry pumping device is connected by jet groutinl pipe with rotatable three-dimensional shower nozzle；Jet groutinl reinforcing area of the rotatable three-dimensional shower nozzle in hole for grout pile carries out spray operation.The invention provides a kind of simple structure, be easy to control implement lifting Soft Soil under pouring pile bearing capacity device and method, weak soil around pile body is reinforced by the method using jet groutinl, lifting soil strength, ensure the purpose of the pile quality of bored concrete pile under Soft Soil, lifting pile foundation side friction and overall bearing capacity so as to reach.
Description
Technical field
The invention belongs to foundation engineering field, it is related to a kind of device and method for lifting pouring pile bearing capacity, especially relates to
And it is a kind of lifted Soft Soil under pouring pile bearing capacity device and method.
Background technology
Bored concrete pile is a kind of directly pore-forming on the spot on stake position at the scene, then casting concrete or lays steel reinforcement cage in hole
The stake of casting concrete again.Due to construction when without friction, without squeezing soil, noise it is small, and forming diameter it is big the advantages of, fill
Note stake obtains relatively broad application in the foundation engineering field of the industries such as building, traffic.But filling pile construction quality is to stake
Base bearing capacity has a direct impact, and is particularly constructed under soft soil foundation engineering specifications more difficult, often occur undergauge, collapse hole,
The quality problems such as broken pile, simultaneously because soft soil foundation soil body mechanical strength is relatively low, pile body side friction is difficult to play, and with applying
The consolidation settlement of soft soil foundation during work, can produce certain negative friction to pile body on the contrary, significantly reduce bored concrete pile carrying
Power.
The content of the invention
In order to solve above-mentioned technical problem present in background technology, it is an object of the invention to provide a kind of letter of structure
Easily, be easy to control implement lifting Soft Soil under pouring pile bearing capacity device and method, by using jet groutinl
Method weak soil around pile body reinforced, lift soil strength, ensure bored concrete pile under Soft Soil so as to reach
The purpose of pile quality, lifting pile foundation side friction and overall bearing capacity.
To achieve these goals, the present invention is adopted the following technical scheme that：
The equipment of pouring pile bearing capacity under a kind of lifting Soft Soil, it is characterised in that：The lifting soft soil foundation
Under the conditions of pouring pile bearing capacity equipment include cement slurry pumping device, jet groutinl pipe position control, jet groutinl pipe
And rotatable three-dimensional shower nozzle；The jet groutinl pipe is arranged on jet groutinl pipe position control and by jet groutinl
Pipe position control adjusts position of the jet groutinl pipe in hole for grout pile；The cement slurry pumping device is noted by spraying
Slurry pipe is connected with rotatable three-dimensional shower nozzle；Jet groutinl reinforcing area of the rotatable three-dimensional shower nozzle in hole for grout pile enters
Row spray operation.
Preferably, rotatable three-dimensional shower nozzle of the present invention includes electric rotating machine and drill bit；The drill bit
Slurries spray-hole is opened up on end and surrounding；The electric rotating machine is connected with drill bit and drives drill bit to rotate；The injection note
Slurry pipe is seamless steel pipe；The electric rotating machine is arranged on the bottom of jet groutinl pipe；The cement slurry pumping device is by injection
Grouting Pipe connects with slurries spray-hole；Jet groutinl reinforcing area of the slurries spray-hole in hole for grout pile is sprayed
Slurry operation.
Preferably, rotatable three-dimensional shower nozzle of the present invention also includes feed pipe for mortar；The cement slurry pumping device
Jet groutinl pipe and feed pipe for mortar is passed sequentially through to be connected with slurries spray-hole.
Preferably, rotatable three-dimensional shower nozzle of the present invention also includes the cable being connected with electric rotating machine.
Preferably, jet groutinl pipe position control of the present invention includes circular rotating track, rotating beam
And Grouting Pipe retaining collar；The rotating beam is arranged on circular rotating track and is rotated around the center of circle of circular rotating track；
The Grouting Pipe retaining collar is arranged on rotating beam and can freely be slided along the axial direction of rotating beam.
Preferably, the equipment of pouring pile bearing capacity also includes shield under lifting Soft Soil of the present invention
Cylinder；The casing includes outer sleeve and the reserved slip casting passage of the outer sleeve being arranged on outer sleeve；The jet groutinl pipe with
And rotatable three-dimensional shower nozzle is placed in outer sleeve；The rotatable three-dimensional shower nozzle is by the reserved slip casting passage of outer sleeve in bored concrete pile
Jet groutinl reinforcing area in stake holes carries out spray operation；The reserved slip casting passage of the outer sleeve is different deep on outer sleeve
The perforate set on degree or fluting；Under equal depth conditions, the perforate or fluting are arranged in pairs on outer sleeve.
Preferably, the bottom of outer sleeve of the present invention is provided with the casing basil.
Preferably, casing of the present invention also includes being placed in inside outer sleeve and coaxial with outer sleeve rotation
Turn lining；The reserved slip casting passage of lining of two-layer mutual dislocation is at least opened up on the side wall of the rotatable lining；The lining
The outer sleeve opened up on reserved slip casting passage and outer sleeve side wall is reserved slip casting passage and is connected；The jet groutinl pipe and can
Rotation three-dimensional shower nozzle is placed in rotatable lining；The rotatable three-dimensional shower nozzle passes sequentially through the reserved slip casting passage of lining and outer
Reserved jet groutinl reinforcing area of the slip casting passage in hole for grout pile of sleeve carries out spray operation；The lining reserves slip casting
Passage is the perforate or fluting set on the different depth of rotatable lining side wall；Under equal depth conditions, the perforate
Or fluting is arranged in pairs on rotatable lining.
Preferably, casing of the present invention also includes that the rotatable lining for being arranged on rotatable lining bottom is slided
Groove；The rotatable lining is in rotatable lining chute natural rotation.
A kind of lifting soft soil foundation based on the equipment of pouring pile bearing capacity under foregoing lifting Soft Soil
Under the conditions of pouring pile bearing capacity method, it is characterised in that：The described method comprises the following steps：
1) according to the true fixed pile of design requirement, stake holes is excavated, if stake holes hole wall soil body independence is good, stake bottom can be excavated
Absolute altitude transfers casing again；If hole wall soil body independence is poor, can be under on the premise of not influenceing pore digging when stake holes is excavated
Put casing；
2) check and press whether the flow of water and compressed gas, pressure meet engineering design requirements, in advance mixing cement grout, protect
The continuous of card high pressure jet grouting supplies slurry demand；
3) jet groutinl pipe position control is set up at stake holes, rotating beam level is measured with horizon rule, injection is filled
Slurry pipe is transferred at the reserved injected hole absolute altitude of casing through Grouting Pipe retaining collar；
4) the rotatable lining of rotation casing opens the reserved slip casting passage of lining, operates jet groutinl pipe position control
Rotatable three-dimensional shower nozzle is stretched into the reserved slip casting passage of lining can spray high pressure cement slurries to soil layer around；
5) soil layer poor to soil property situation, injection intensity is increased using multiple spray；
6) repeat step 4) and step 5) the slip casting work of casing whole injected hole is sequentially completed from bottom to up, then will shield
Cylinder proposition from stake holes, is irrigated pile driving construction.
It is an advantage of the invention that：
The invention provides a kind of equipment of pouring pile bearing capacity under lifting Soft Soil, the lifting soft soil foundation bar
Under part the equipment of pouring pile bearing capacity include cement slurry pumping device, jet groutinl pipe position control, jet groutinl pipe with
And rotatable three-dimensional shower nozzle；Jet groutinl pipe is arranged on jet groutinl pipe position control and by jet groutinl pipe position
Control device adjusts position of the jet groutinl pipe in hole for grout pile；Cement slurry pumping device is revolved by jet groutinl Guan Yuke
Turn three-dimensional shower nozzle to be connected；Jet groutinl reinforcing area of the rotatable three-dimensional shower nozzle in hole for grout pile carries out spray operation.This
Invention is reinforced by the jet groutinl to stake week soft layer, and soil strength can be substantially improved, it is ensured that foundation pile is filled in concrete
The all soft layers of note pile do not occur substantially to shrink and hole wall slump, it is to avoid cast-in-place concrete pile necking down, folder mud occurs very
To defects such as broken piles；By lifted stake week soft layer soil strength, can improve soft layer load transfer performance and
The stress of pile body, so as to further improve ultimate bearing capacity of the cast-in-place concrete pile in weak soil stratum；The present invention is logical
Cross weak soil around pile body is reinforced using the method for jet groutinl, soil strength is lifted, so as to reach guarantee soft soil foundation
Under the conditions of bored concrete pile pile quality, the purpose of lifting pile foundation side friction and overall bearing capacity.Present invention can apply to weakness
Cast-in-place concrete pile engineering under the conditions of soil layer, it is ensured that the pile quality during foundation pile construction, lifts it and carries energy
Power.
Brief description of the drawings
Fig. 1 be it is provided by the present invention lifting Soft Soil under pouring pile bearing capacity equipment sequence of construction illustrate
Figure；
Fig. 2 is the overlooking the structure diagram of casing of the present invention；
Fig. 3 is the side structure schematic view of casing of the present invention；
Fig. 4 is the structural representation of rotatable three-dimensional shower nozzle of the present invention；
Fig. 5 is the structural representation of jet groutinl pipe position control of the present invention；
Fig. 6 be it is provided by the present invention lifting Soft Soil under pouring pile bearing capacity equipment working condition illustrate
Figure；
Fig. 7 is cast-in-place concrete pile stress figure；
Wherein：
1- cement slurry pumping devices；2- jet groutinl pipe position controls；3- casings；4- jet groutinl pipes；5- can revolve
Turn three-dimensional shower nozzle；6- jet groutinl reinforcing areas；7- cast-in-place concrete pile pile bodies；8- outer sleeves；The rotatable linings of 9-；Outside 10-
The reserved slip casting passage of sleeve；The reserved slip casting passage of 11- linings；The rotatable lining chutes of 12-；The 13- casing basils；14- cables；
15- feed pipe for mortar；16- slurries spray-holes；17- drill bits；18- electric rotating machines；19- circular rotating tracks；20- rotating beams；21- slip castings
Pipe retaining collar.
Specific embodiment
Referring to Fig. 1, the invention provides a kind of equipment of pouring pile bearing capacity under lifting Soft Soil, the lifting is soft
The equipment of pouring pile bearing capacity includes cement slurry pumping device 1, jet groutinl pipe position control 2, spray under the conditions of soil base
Penetrate Grouting Pipe 4 and rotatable three-dimensional shower nozzle 5；Jet groutinl pipe 4 is arranged on jet groutinl pipe position control 2 and passes through
Jet groutinl pipe position control 2 adjusts position of the jet groutinl pipe 4 in hole for grout pile；Cement slurry pumping device 1 leads to
Overspray Grouting Pipe 4 is connected with rotatable three-dimensional shower nozzle 5；Jet groutinl of the rotatable three-dimensional shower nozzle 5 in hole for grout pile adds
Gu region 6 carries out spray operation.
Referring to Fig. 4, rotatable three-dimensional shower nozzle 5 of the present invention includes electric rotating machine 18 and drill bit 17；Drill bit 17
End and surrounding on open up slurries spray-hole 16；Electric rotating machine 18 is connected with drill bit 17 and drives drill bit 17 to rotate；Injection
Grouting Pipe 4 is seamless steel pipe；Electric rotating machine 18 is arranged on the bottom of jet groutinl pipe 4；Cement slurry pumping device 1 is noted by spraying
Slurry pipe 4 connects with slurries spray-hole 16；Jet groutinl reinforcing area 6 of the slurries spray-hole 16 in hole for grout pile is sprayed
Slurry operation.Rotatable three-dimensional shower nozzle 5 also includes feed pipe for mortar 15；Cement slurry pumping device 1 passes sequentially through jet groutinl pipe 4 and defeated
Slurry pipe 15 connects with slurries spray-hole 16.Rotatable three-dimensional shower nozzle 5 also includes the cable 14 being connected with electric rotating machine 18.
Referring to Fig. 5, jet groutinl pipe position control 2 of the present invention includes circular rotating track 19, rotation
Beam 20 and Grouting Pipe retaining collar 21；Rotating beam 20 is arranged on circular rotating track 19 and around the circle of circular rotating track 19
The heart rotates；Grouting Pipe retaining collar 21 is arranged on rotating beam 20 and can freely be slided along the axial direction of rotating beam 20.
Referring to Fig. 2 and Fig. 3, the equipment of pouring pile bearing capacity is also wrapped under lifting Soft Soil of the present invention
Include casing 3；Casing 3 includes outer sleeve 8 and the reserved slip casting passage 10 of the outer sleeve being arranged on outer sleeve 8；Jet groutinl pipe 4
And rotatable three-dimensional shower nozzle 5 is placed in outer sleeve 8；Rotatable three-dimensional shower nozzle 5 is being filled by the reserved slip casting passage 10 of outer sleeve
Jet groutinl reinforcing area 6 in note stake stake holes carries out spray operation；The reserved slip casting passage 10 of outer sleeve be on outer sleeve 8 not
With the perforate or fluting that are set in depth；Under equal depth conditions, perforate or fluting are arranged in pairs on outer sleeve 8.Outward
The bottom of sleeve 8 is provided with the casing basil 13.
Because weak soil moisture content is relatively large, intensity is relatively low, typically all in soft modeling or liquid-plastic state, in decentralization overcoat
Weak soil may block the reserved slip casting passage 10 of the outer sleeve being arranged on outer sleeve 8 during cylinder 8, therefore, the present invention is carried
The casing 3 of confession also includes being placed in rotatable lining 9 inside outer sleeve 8 and coaxial with outer sleeve 8；The side of rotatable lining 9
The reserved slip casting passage 11 of lining of two-layer mutual dislocation is at least opened up on wall；The reserved slip casting passage 11 of lining and the side wall of outer sleeve 8
On the reserved slip casting passage 10 of the outer sleeve that opens up connect；Jet groutinl pipe 4 and rotatable three-dimensional shower nozzle 5 are placed in rotatable lining
In cylinder 9；Rotatable three-dimensional shower nozzle 5 passes sequentially through the reserved slip casting passage 11 of lining and the reserved slip casting passage 10 of outer sleeve in perfusion
Jet groutinl reinforcing area 6 in stake stake holes carries out spray operation；The reserved slip casting passage 11 of lining is in the side wall of rotatable lining 9
Different depth on set perforate or fluting；Under equal depth conditions, perforate or fluting are to be arranged in pairs in rotatable lining
On cylinder 9.Continuing with referring to Fig. 2, in order that pile peripheral earth is all effectively reinforced, can be along pile foundation axis direction in rotatable lining
It is on cylinder 9 that the reserved slip casting passage 11 of several layers of linings is set more, all stagger at an angle in the position of rotatable lining 9, work as rotation
During rotatable lining 9, the lining of certain layer be arranged on the rotatable lining 9 of rotation reserves slip casting passage 11 and is arranged on outer sleeve
The reserved slip casting passage 10 of outer sleeve on 8 is just right, forms slip casting passage, and other slip casting passages in addition to this layer are due to rotatable
The reserved slip casting passage 11 of lining and the reserved position of slip casting passage 10 of other outer sleeves being arranged on outer sleeve 8 on lining 9
Do not correspond to, do not form slip casting passage, be closed.As the reserved slip casting of bottom one layer of lining of rotatable lining 9 is led to
Road 11 differs 15 ° with the position of the reserved slip casting passage 10 of outer sleeve, and the second layer differs 30 °, and at this moment only need to first rotate 15 ° opens most
(i.e. the reserved slip casting passage 11 of lining is connected with the reserved slip casting passage 10 of outer sleeve, and to form slip casting logical for one layer of slip casting passage below
Road), 15 ° are rotated again after this layer of slip casting passage slip casting is finished, second layer slip casting can be opened while closing this layer of slip casting passage
Passage, the rest may be inferred by analogy.
Casing 3 also includes being arranged on the rotatable lining chute 12 of the bottom of rotatable lining 9；Rotatable lining 9 can revolve
Turn the natural rotation of lining chute 12.
Referring to Fig. 6, the present invention is also provided while the equipment of pouring pile bearing capacity under providing lifting Soft Soil
A kind of method for lifting pouring pile bearing capacity under Soft Soil, the method is comprised the following steps：
1) according to the true fixed pile of design requirement, stake holes is excavated, if stake holes hole wall soil body independence is good, stake bottom can be excavated
Absolute altitude transfers casing 3 again；If hole wall soil body independence is poor, can be under on the premise of not influenceing pore digging when stake holes is excavated
Put casing 3；
2) check and press whether the flow of water and compressed gas, pressure meet engineering design requirements, in advance mixing cement grout, protect
The continuous of card high pressure jet grouting supplies slurry demand；
3) jet groutinl pipe position control 2 is set up at stake holes, the level of rotating beam 20 is measured with horizon rule, will sprayed
Grout pipe 4 is transferred to casing 3 and is reserved at injected hole absolute altitude through Grouting Pipe retaining collar 21；
4) the rotatable lining 9 of rotation casing 3 opens the reserved slip casting passage 11 of lining, operates jet groutinl pipe position control
Device 2 stretches into the reserved slip casting passage 11 of lining rotatable three-dimensional shower nozzle 5 can spray high pressure cement slurries to soil layer around；
5) soil layer poor to soil property situation, injection intensity is increased using multiple spray；
6) repeat step 4) and step 5) the slip casting work of the whole injected holes of casing 3 is sequentially completed from bottom to up, then will
Casing 3 proposes from stake holes, is irrigated pile driving construction.
Referring to Fig. 7, cast-in-place concrete pile pile body 7 is formed after casting concrete in stake holes, increased and stake holes side wall
Friction between the jet groutinl reinforcing area 6 of reinforcing, it is to avoid cast-in-place concrete pile necking down, folder mud even broken pile etc. occurs and lacks
Fall into, ensure the pile quality of bored concrete pile under Soft Soil so as to reach, lifting pile foundation side friction and overall bearing capacity
Purpose.
The invention provides a kind of simple structure, be easy to control implement lifting Soft Soil under pouring pile bearing capacity
Device and method, weak soil around pile body is reinforced by using the method for jet groutinl, soil strength is lifted, so as to reach
The purpose of the pile quality of bored concrete pile under to guarantee Soft Soil, lifting pile foundation side friction and overall bearing capacity, below
Device proposed by the invention is described in detail with a specific embodiment：
Embodiment 1：
A high-grade highway is built in certain strand location, and institute is formed through section by shallow sea hydraulic reclamation, the place overlying a layer thickness
For the Muddy Bottoms clay layer of 15m, its mechanics index of physics and major project parameter are as shown in the table：
Not only need to expend a large amount of engineering funds according to conventional Treatment Methods of Soft Ground, and the duration is more long, therefore
Determine to cross over this section of soft foundation using Bridge alternatives, bridge foundation form design holds friction cast-in-situ bored pile for end, and carries out
Test pile static test, design test pile diameter 800mm, effective length 33m, ultimate bearing capacity of single pile 5300kN.But in test pile pile
Afterwards, find that Ultimate Bearing Capacity only reaches 3600kN through static test, it is impossible to design requirement is met, by being found after detection
Away from stake top depth 7.0m vicinity there is major defect in pile body, trace it to its cause, it may be possible to due to Muddy Bottoms clay layer soil strength
It is relatively low, caused by the soil body causes stake holes necking down to being collapsed in stake holes during the concrete perfusion, while the stake week soft layer soil body
The relatively low performance for being also unfavorable for the effect of pile body side friction of intensity, ultimately results in Ultimate Bearing Capacity and is greatly reduced.
According to field condition, using pouring pile bearing capacity under lifting Soft Soil provided by the present invention equipment and
Method, referring to Fig. 1~Fig. 5, the device is pumped and ejection head control device, casing, jet grouting pipe, rotatable three-dimensional by cement mortar
Shower nozzle is constituted.Casing is made up of outer sleeve and rotatable lining, and barrel is from stake orifice position every reserved 4 notes of 3m cruciform symmetries
Slurry hole, inside lining sleeve bottom is freely rotatable equipped with chute, and different rotation angle can correspond to the slip casting opened on different floor heights respectively
Hole, for convenience of casing decentralization, cutting shoe is welded with casing bottom；Jet groutinl pipe is made up of seamless steel pipe, jet groutinl bottom of the tube
One electric rotating machine is installed, a feed pipe for mortar that can be risen or fallen together with jet groutinl pipe is respectively mounted in jet groutinl pipe
And cable, cable provides power supply for electric rotating machine, and it is its conveying high-pressure water that feed pipe for mortar stretches into rotatable three-dimensional shower nozzle inside
Slurry liquid；Rotatable three-dimensional shower nozzle is hollow-core construction, and on electric rotating machine, rotation three-dimensional shower nozzle end is that an alloy is bored
Head, drill bit end and surrounding are respectively kept with high-pressure mortar spraying hole；Cement mortar pumping can send the cement for mixing to jet groutinl tube pump
Slurries, pumping pressure is provided by connected air compressor machine；Circular guideway is provided with inside jet groutinl pipe position control,
Rotating beam can arbitrarily be rotated on guide rail, and the Grouting Pipe retaining collar that can be slided along beam body, jet groutinl are provided with rotating beam
Pipe, by the rotation of rotating beam and sliding for Grouting Pipe retaining collar, is realized being arranged on injection through in Grouting Pipe retaining collar
Grouting Pipe wears bottom rotatable three-dimensional the shower nozzle adjustment of any direction and advance and retreat inside stake holes.Methods described includes following step
Suddenly：
A) according to the true fixed pile of design requirement, stake holes is excavated, and casing is transferred during pore digging, maintain hole wall straight
Vertical property.
B) excavate stake holes to after the designed elevation of stake bottom, check press the flow of water and compressed gas, whether pressure meets engineering sets
Count and require, in advance mixing cement grout, the slurries ratio of mud is set to 0.7, and carries out examination spray to check whether to meet pressure as 5MPa
Eject request.
C jet groutinl pipe position control) is set up at stake holes, rotating beam level is measured with horizon rule, injection is filled
Slurry pipe is transferred at the reserved injected hole absolute altitude of casing through Grouting Pipe retaining collar.
D) lining of rotation casing opens injected hole, operates jet groutinl pipe position control by rotatable three-dimensional shower nozzle
By stretching into injected hole high pressure cement slurries are sprayed to soil layer around.
E) one layer of injected hole can lift jet grouting pipe after slip casting terminates successively, repeat D, E step until to complete casing complete
The slip casting work of portion's injected hole, then casing is proposed from stake holes, it is irrigated pile driving construction.
Implementation result：Dead load test on pile foundation is carried out after completing test pile using the above method, ultimate bearing capacity of single pile reaches
To 5700kN, Pile Foundations Design requirement for bearing capacity is met, meanwhile, core drilling method good using low strain integrity testing display pile body integrity
Institute's coring sample continuity is preferable, and port coincide, and core sample proof strength meets requirement of strength design.
Claims (10)
1. it is a kind of lifted Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：The lifting soft soil foundation bar
The equipment of pouring pile bearing capacity includes cement slurry pumping device under part（1）, jet groutinl pipe position control（2）, injection note
Slurry pipe（4）And rotatable three-dimensional shower nozzle（5）；The jet groutinl pipe（4）It is arranged on jet groutinl pipe position control（2）
Above and by jet groutinl pipe position control（2）Adjustment jet groutinl pipe（4）Position in hole for grout pile；The water
Mud pumping device（1）By jet groutinl pipe（4）With rotatable three-dimensional shower nozzle（5）It is connected；The rotatable three-dimensional shower nozzle（5）
Jet groutinl reinforcing area in hole for grout pile（6）Carry out spray operation.
2. it is according to claim 1 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
Rotatable three-dimensional shower nozzle（5）Including electric rotating machine（18）And drill bit（17）；The drill bit（17）End and surrounding on open
If slurries spray-hole（16）；The electric rotating machine（18）With drill bit（17）It is connected and drives drill bit（17）Rotate；The injection note
Slurry pipe（4）It is seamless steel pipe；The electric rotating machine（18）It is arranged on jet groutinl pipe（4）Bottom；The cement mortar pumping dress
Put（1）By jet groutinl pipe（4）With slurries spray-hole（16）Connect；The slurries spray-hole（16）In hole for grout pile
Jet groutinl reinforcing area（6）Carry out spray operation.
3. it is according to claim 2 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
Rotatable three-dimensional shower nozzle（5）Also include feed pipe for mortar（15）；The cement slurry pumping device（1）Pass sequentially through jet groutinl pipe（4）
And feed pipe for mortar（15）With slurries spray-hole（16）Connect.
4. it is according to claim 3 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
Rotatable three-dimensional shower nozzle（5）Also include and electric rotating machine（18）Connected cable（14）.
5. according to claim 1 or 2 or 3 or 4 lifting Soft Soil under pouring pile bearing capacity equipment, its feature
It is：The jet groutinl pipe position control（2）Including circular rotating track（19）, rotating beam（20）And Grouting Pipe is solid
Determine the collar（21）；The rotating beam（20）It is arranged on circular rotating track（19）Above and around circular rotating track（19）The center of circle rotation
Turn；The Grouting Pipe retaining collar（21）It is arranged on rotating beam（20）It is upper and can be along rotating beam（20）Axial direction slide freely.
6. it is according to claim 5 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
The equipment of pouring pile bearing capacity also includes casing under lifting Soft Soil（3）；The casing（3）Including outer sleeve（8）With
And it is arranged on outer sleeve（8）On the reserved slip casting passage of outer sleeve（10）；The jet groutinl pipe（4）And rotatable three-dimensional spray
Head（5）It is placed in outer sleeve（8）In；The rotatable three-dimensional shower nozzle（5）By the reserved slip casting passage of outer sleeve（10）In bored concrete pile
Jet groutinl reinforcing area in stake holes（6）Carry out spray operation；The reserved slip casting passage of the outer sleeve（10）It is in outer sleeve
（8）The perforate set on upper different depth or fluting；Under equal depth conditions, the perforate or fluting are to be arranged in pairs outside
Sleeve（8）On.
7. it is according to claim 6 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
Outer sleeve（8）Bottom be provided with the casing basil（13）.
8. it is according to claim 7 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
Casing（3）Also include being placed in outer sleeve（8）Internal and and outer sleeve（8）Coaxial rotatable lining（9）；The rotatable lining
Cylinder（9）Side wall at least open up the reserved slip casting passage of lining of two-layer mutual dislocation（11）；The reserved slip casting passage of the lining
（11）With outer sleeve（8）The reserved slip casting passage of outer sleeve opened up on the wall of side（10）Connect；The jet groutinl pipe（4）And
Rotatable three-dimensional shower nozzle（5）It is placed in rotatable lining（9）In；The rotatable three-dimensional shower nozzle（5）Pass sequentially through the reserved note of lining
Slurry passage（11）And the reserved slip casting passage of outer sleeve（10）Jet groutinl reinforcing area in hole for grout pile（6）Sprayed
Slurry operation；The reserved slip casting passage of the lining（11）It is in rotatable lining（9）On the different depth of side wall set perforate or
Fluting；Under equal depth conditions, the perforate or fluting are to be arranged in pairs in rotatable lining（9）On.
9. it is according to claim 8 lifting Soft Soil under pouring pile bearing capacity equipment, it is characterised in that：It is described
Casing（3）Also include being arranged on rotatable lining（9）The rotatable lining chute of bottom（12）；The rotatable lining（9）
Rotatable lining chute（12）Natural rotation.
10. a kind of lifting based on the equipment of pouring pile bearing capacity under lifting Soft Soil as claimed in claim 9 is soft
The method of pouring pile bearing capacity under the conditions of soil base, it is characterised in that：The described method comprises the following steps：
1）According to the true fixed pile of design requirement, stake holes is excavated, if stake holes hole wall soil body independence is good, stake bottom absolute altitude can be excavated
Casing is transferred again（3）；If hole wall soil body independence is poor, can transferred when stake holes is excavated on the premise of not influenceing pore digging
Casing（3）；
2）Check and press whether the flow of water and compressed gas, pressure meet engineering design requirements, in advance mixing cement grout, it is ensured that be high
The continuous of pressure jet groutinl supplies slurry demand；
3）Jet groutinl pipe position control is set up at stake holes（2）, rotating beam is measured with horizon rule（20）Level, will spray
Grout pipe（4）Through Grouting Pipe retaining collar（21）Transfer to casing（3）At reserved injected hole absolute altitude；
4）Rotation casing（3）Rotatable lining（9）Open the reserved slip casting passage of lining（11）, the control of operation jet groutinl pipe position
Device processed（2）By rotatable three-dimensional shower nozzle（5）Stretch into the reserved slip casting passage of lining（11）It is interior to spray water under high pressure to soil layer around
Slurry liquid；
5）The soil layer poor to soil property situation, injection intensity is increased using multiple spray；
6）Repeat step 4）And step 5）Casing is sequentially completed from bottom to up（3）The slip casting work of whole injected holes, then will shield
Cylinder（3）Proposed from stake holes, be irrigated pile driving construction.
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| CN108149682A (en) * | 2018-02-05 | 2018-06-12 | 北京城建八建设发展有限责任公司 | A kind of slip casting casing device and the pile foundation drilling construction method using the casing device |
| CN108396728A (en) * | 2018-04-16 | 2018-08-14 | 浙江大学 | Constructing device and construction method for the multi-functional pile pile that the islands Tian Haizhu can drain |
| CN109113066A (en) * | 2018-07-23 | 2019-01-01 | 西安市政设计研究院有限公司 | A kind of constant pressure switch block-proof type mud jacking valve and installation method and application method |
| CN109137924A (en) * | 2018-08-07 | 2019-01-04 | 河海大学 | It is a kind of that the long structure and method of deep soft soil stake is reduced by form compound foundation |
| CN109342265A (en) * | 2018-11-05 | 2019-02-15 | 中交三航局第三工程有限公司 | Grouting quality detection device in grouting pipe in assembled vertical member |
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| CN113802552A (en) * | 2021-10-27 | 2021-12-17 | 浙江工业职业技术学院 | Pile surrounding soil body reinforcing method |
| CN114808930A (en) * | 2022-03-21 | 2022-07-29 | 中交二航局第一工程有限公司 | Device for quickly preventing slurry leakage of bored pile on riprap dike in sea area and construction method thereof |
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| CN108149682A (en) * | 2018-02-05 | 2018-06-12 | 北京城建八建设发展有限责任公司 | A kind of slip casting casing device and the pile foundation drilling construction method using the casing device |
| CN108396728B (en) * | 2018-04-16 | 2023-03-10 | 浙江大学 | Construction device and construction method of multifunctional pipe pile for sea filling and island building and capable of draining water |
| CN108396728A (en) * | 2018-04-16 | 2018-08-14 | 浙江大学 | Constructing device and construction method for the multi-functional pile pile that the islands Tian Haizhu can drain |
| CN109113066A (en) * | 2018-07-23 | 2019-01-01 | 西安市政设计研究院有限公司 | A kind of constant pressure switch block-proof type mud jacking valve and installation method and application method |
| CN109113066B (en) * | 2018-07-23 | 2023-10-31 | 西安市政设计研究院有限公司 | Anti-blocking grouting valve of constant-pressure switch, mounting method and using method |
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| CN109137924B (en) * | 2018-08-07 | 2020-11-10 | 河海大学 | Structure for reducing pile length of deep soft soil layer by forming composite foundation and construction method |
| CN109342265A (en) * | 2018-11-05 | 2019-02-15 | 中交三航局第三工程有限公司 | Grouting quality detection device in grouting pipe in assembled vertical member |
| CN112281851A (en) * | 2020-09-30 | 2021-01-29 | 中国建筑第八工程局有限公司 | Rotary spraying anchor device for inner wall of vertical pile hole |
| CN113481974B (en) * | 2021-07-30 | 2022-03-22 | 广东康润达建设工程有限公司 | Construction method of mucky soil carrier pile |
| CN113481974A (en) * | 2021-07-30 | 2021-10-08 | 广东康润达建设工程有限公司 | Construction method of mucky soil carrier pile |
| CN113802552A (en) * | 2021-10-27 | 2021-12-17 | 浙江工业职业技术学院 | Pile surrounding soil body reinforcing method |
| CN114808930A (en) * | 2022-03-21 | 2022-07-29 | 中交二航局第一工程有限公司 | Device for quickly preventing slurry leakage of bored pile on riprap dike in sea area and construction method thereof |
| CN114875886A (en) * | 2022-06-09 | 2022-08-09 | 中国电建集团成都勘测设计研究院有限公司 | Construction method of expanding vibroflotation gravel pile |
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Effective date of registration: 20200309 Address after: 100036 No. 2, Haidian District, Beijing, Wanshou Road Co-patentee after: Changsha Railway Group Company Limited Luqiao branch Patentee after: The Sixth Engineering Bureau Group Co., Ltd., China Railway Co-patentee after: Shanxi Jiaoke Highway Prospecting Design Institute Address before: 030604 No. 406 Yingbin street, Yuci District, Shanxi, Jinzhong Co-patentee before: Shanxi Jiaoke Highway Prospecting Design Institute Patentee before: CHINA RAILWAY SIXTH GROUP ROAD AND BRIDGE CONSTRUCTION CO., LTD. |