CN108411934A - Floating pile pile, dykes and dams soil-baffling structure and its construction method - Google Patents
Floating pile pile, dykes and dams soil-baffling structure and its construction method Download PDFInfo
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- CN108411934A CN108411934A CN201810178829.9A CN201810178829A CN108411934A CN 108411934 A CN108411934 A CN 108411934A CN 201810178829 A CN201810178829 A CN 201810178829A CN 108411934 A CN108411934 A CN 108411934A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
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Abstract
The invention discloses a kind of floating pile pile, dykes and dams soil-baffling structure and its construction methods.The pile lining of floating pile pile is equipped with trepanning, and the bottom of pile pile seals completely, and the top of pile pile in centre inserts Grouting Pipe after being sealed with cement, and Grouting Pipe is connect with the grouting pump of outside, and grouting pump is by Grouting Pipe to slurry is perfused inside floating pile pile；The symmetrical both sides of outer pile lining are fixed with oblique drawing anchor and latch at the top of floating pile pile, and the symmetrical both sides of pile lining are fixed with cyclic annular lock, two oblique cyclic annular lock surfaces for drawing anchors lock to be located at two outside floating pile pile bottom；Level is fixed on outer pile lining draw anchor lock at the top of one of them oblique floating pile pile for drawing anchor lock other.It is short, smaller to soil disturbance that the present invention can meet the construction time, requirement of reduced contamination, and being reused.
Description
Technical field
The invention discloses a kind of dykes and dams pile pile and its method, more particularly to a kind of floating pile pile, dykes and dams soil-baffling structure
And its construction method.
Background technology
During coastal and riparian area dykes and dams fill, larger lateral displacement can be generated in the weak soil of bottom, to bridge pier
The construction of pile foundation brings detrimental effect.The methods of soil body displacement, discharging consolidation, setting barricade are mostly used at present to reduce dykes and dams
Soil body lateral displacement caused by filling.The general processing method of soil body displacement is using jackstone and to squeeze into broken stone pile come displaced soil mass
Form compound foundation reduces soil body sedimentation, to further decrease soil body lateral displacement.Draining concretion method is to be inserted into drain bar to make
Discharging consolidation is carried out for vertical drainage body, then the method for using piling prepressing, vacuum preloading or the two to be used in combination.Barricade is set
It mostly uses vertical type barricade or sheet pile formula barricade prevents from facing the sky soil body and caves in and the overall collapse of the soil body.
But the above method all has some limitations.Soil body displacement can only handle certain depth for deep soft soil foundation
The soil body, subjacent bed soil body sedimentation and horizontal displacement is larger and the horizontal displacement of composite earth layer still be can not ignore；Discharging consolidation
The method duration is longer, can not wait until that soil solidifying is completed for some durations tighter project；When encountering soft soil foundation, common barricade
Enough counter-forces can not be provided, can occur globality displacement with the soil body, soil compaction effect when barricade is squeezed into can make lateral displacement into
One step increases.
Invention content
The object of the present invention is to provide a kind of floating pile pile, dykes and dams soil-baffling structure and its construction methods, have with holes
And can slip casting floating pile pile and soil-baffling structure for reducing underwater soft soil foundation lateral displacement, more effectively reduce dykes and dams
The side horizontal displacement of soft soil foundation.
Technical scheme of the present invention：
One, a kind of floating pile pile：
The pile lining of floating pile pile is equipped with trepanning, and the bottom of pile pile seals completely, the top of pile pile sealed with cement after in
Interleave dress Grouting Pipe, Grouting Pipe is connect with external grouting pump, and grouting pump is by Grouting Pipe to slurry is perfused inside floating pile pile；
The symmetrical both sides of outer pile lining are fixed with oblique drawing anchor and latch at the top of floating pile pile, and the symmetrical both sides of pile lining are solid outside floating pile pile bottom
Surely there are cyclic annular lock, two oblique cyclic annular lock surfaces for drawing anchor lock to be located at two；One of them oblique drawing anchor lock
It detains and is fixed with horizontal drawing anchor lock at the top of other floating pile pile on outer pile lining.
The floating pile pile is arranged in the soft soil foundation of embankment periphery, and two oblique drawing anchor locks are arranged in floating
Formula pile pile is near the side of embankment and farthest away from the side of embankment, and oblique drawing anchor lock connects inclining anchor cable, and inclining anchor cable is worn
Cross the basement rock that cyclic annular lock is anchored in soft soil foundation bottom；Level draws anchor lock connection horizontal cable, horizontal cable to be anchored in dike
On the anchorage of bank；
Each floating pile pile is connected with two inclining anchor cables and a horizontal cable, two inclining anchor cable one end difference
Two oblique drawing anchor locks of both sides are fixed on, two inclining anchor cable other ends are passed down through the oblique drawing anchor lock respectively connected
It is oblique to be anchored in the soft soil foundation bottom basement rock of floating pile pile periphery after the cyclic annular lock of underface；Horizontal cable one
End is connected to horizontal drawing anchor lock, and the other end flatly extends to embankment and is anchored on the anchorage of embankment.
In the floating pile pile, trepanning is axially arranged with pile lining circumferential surface circumferential array along floating pile pile, i.e., hole is along pile body
Laterally longitudinal regular array on surface, and trepanning meets following relationship：Between two trepannings axially adjacent along floating pile pile
The φ of spacing h >=5, number of aperture n≤6 in same pile lining circumferential surface circumferential direction, the outer diameter D of floating pile pile >=10 φ, φ indicate trepanning
Aperture.
The symmetrical both sides of the outer pile lining of the floating pile pile are equipped with the connection lock for being connect with steel sheet pile, the company of both sides
The connecting line connect between the connecting line between lock and the oblique drawing anchor lock of both sides is perpendicular.
It is in 15 °~45 ° angles between the pile body axis of the inclining anchor cable and floating pile pile.
Two, a kind of dykes and dams soil-baffling structure：
Connection lock including the floating pile pile and steel sheet pile and for connected floating pile pile and steel sheet pile, specific point
For the son field of interlude and interlude both ends；Interlude is mainly parallel to embankment bank along the multiple floating for being arranged as a row by edge
Pile pile and multiple steel sheet piles composition, each floating pile pile edge of interlude are parallel to the arranged in a straight line of embankment bank edge and are arranged as one
Row；Floating pile pile in interlude both ends per one end connects the son field that two bifurcateds extend outward, and each son field includes edge
Same straight line is arranged as the multiple floating pile piles and multiple steel sheet piles composition of a row, and each floating pile pile in son field is along inclination
Arranged in a straight line in embankment bank edge is arranged as a row.
The two side of steel sheet pile there are two arrangements between two neighboring floating pile pile, floating pile pile and steel sheet pile is respectively and fixedly provided with
Connection lock latches snapping between adjacent floating pile pile and steel sheet pile and between adjacent two steel sheet piles by connection
Connection.
Three, a kind of construction method of dykes and dams soil-baffling structure：
1) the Practical Project situation that process is filled according to dykes and dams selects the floating pile pile and steel plate for meeting construction requirement size
Stake；
2) for as each of the dykes and dams soil-baffling structure interlude floating pile pile, floating pile pile being connected oblique
Anchor cable one end is anchored in the basement rock of dykes and dams soft soil foundation bottom, and the inclining anchor cable other end initially passes through the floating pipe respectively connected
The cyclic annular lock of stake；
3) floating pile pile is subjected to pile sinking operation with static piling machine, pile driving process while carries out slip casing by pressure, then beats
Enter floating pile pile and two pieces of steel sheet piles so that floating pile pile and steel sheet pile staggeredly overlap and form the dykes and dams soil-baffling structure, and cloth
It sets peripheral by embankment；
Specifically after floating pile pile pile sinking, a floating pipe is squeezed into again in adjacent position according to above-mentioned dykes and dams soil-baffling structure
Stake, squeezes into two pieces of steel sheet piles between two floating pile piles, with lock between floating pile pile and steel sheet pile, steel sheet pile and steel sheet pile
It is connected, repeating the above process, which makes floating pile pile and steel sheet pile staggeredly overlap, forms the dykes and dams soil-baffling structure, and is arranged in embankment
Other periphery；
4) the oblique drawing anchor lock that the inclining anchor cable other end is anchored to the floating pile pile respectively connected, in floating pile pile
Horizontal cable is connected between the anchorage of embankment；
5) after dykes and dams fill completion and sedimentation tends towards stability, steel sheet pile is extracted using vibratory drilling method, to complete dykes and dams gear
The construction of soil structure.
In the step 3), the interlude of the dykes and dams soil-baffling structure is parallel to embankment bank along arrangement.
The progress synchronous with the pile sinking of floating pile pile of slip casting inside floating pile pile is directed toward in the slip casing by pressure, controls slip casting pressure
Power gradually increases to 2/3 from the 1/3 of maximum grouting pressure, increases grouting pressure after floating pile pile sinks to bottommost so that note
Slurries overflow outward from the trepanning of floating pile pile,
The injecting paste material of specific implementation can be soil cement etc..
It refers to monitoring the horizontal displacements of the weak soil soil body of dykes and dams to meet bridge pier that sedimentation in the step 5), which tends towards stability,
Job specfication design value at pile foundation.At this point, the lateral displacement of the soil body no longer has an impact bridge pile foundation or influences negligible, extraction
Steel sheet pile may be reused.
The selection of the floating pile pile need to meet steel type, strength and stiffness use demand.
Pile sinking uses hugging pressure type static piling machine.
The beneficial effects of the invention are as follows：
A part of load is transmitted in ground by the present invention by anchor cable, while enhancing the stability of soil-baffling structure, is prevented
Soil-baffling structure occurs globality and topples.Floating pile pile spatial position after the completion of present invention construction is fixed, and can effectively stop dykes and dams
Influence of the weak soil lateral displacement to Bored Pile of Bridge under dykes and dams during filling.
Present invention employs new-type floating pile pile and its double-Y shaped composite structure, wherein floating pile pile is mainly used for bearing soil
Body load, steel sheet pile are used for earth-retaining；When middle part body of wall bearing load, both sides wall is shared by the frictional resistance between wall and soil
A part of load.
It is convenient that floating pile pile and steel sheet pile squeeze into the soil body, and soil compaction effect itself is smaller avoids since piling process causes
Earth horizontal displacement；Floating pile pile side pile sinking marginal not slurry can reinforce pile peripheral earth, while can block pile pile aperture；Floating pile pile
Bottom has casting ability after blocking, and can provide certain buoyancy；Pile sinking power and injection speed and slip casting total amount are controlled, to control
Make the subsidence velocity and final mean annual increment movement of the structure；
The dykes and dams soil-baffling structure of the present invention uses double-Y shaped structure, double-Y shaped structure to have preferably knot compared to "-" type structure
Structure stability, even if it is not also able to support oneself in the soil body by external force, and double-Y shaped structure can effectively prevent the soil body and bypass soil-baffling structure
Displacement is caused to the structure behind soil body；It draws anchor system that can further increase structural stability, undertakes a part and act on earth-retaining knot
Load on structure prevents structure from globality occurs under soil body effect and topples；The soil-baffling structure is relatively low to working condition requirement, for not
The same duration, different soil property operating mode adapt to；After dykes and dams fill and finish settlement stability, steel sheet pile can extract repetition profit
With realizing recycling for soil-baffling structure.
Description of the drawings
Fig. 1 is the mounting arrangements schematic diagram of floating pile pile and dykes and dams soil-baffling structure.
Fig. 2 is floating pile pile along aspect vertical section schematic diagram vertical with pile pile line.
Fig. 3 is floating pile pile along pile pile line direction vertical section schematic diagram.
Fig. 4 is pile pile and steel plate pile element along hole cross-sectional view.
Fig. 5 is double-Y shaped composite structure vertical view.
Fig. 6 is the coastal big channel science of bridge building embodiment schematic diagram in the East Sea of the present invention.
Fig. 7 is Plaxis three-dimensional modeling schematic diagrames.
After Fig. 8 ab reach the last for double-Y shaped composite structure in the coastal big channel science of bridge building engineering construction example in the Zhoushan East Sea
Solum horizontal displacement cloud atlas.
7# after Fig. 9 reachs the last for double-Y shaped composite structure in the coastal big channel science of bridge building engineering construction example in the Zhoushan East Sea
Pile foundation displacement the drift displacement curve comparison diagram.
In figure, 0 is floating pile pile, and 1 draws anchor lock to be horizontal, and 2 be cyclic annular lock, and 3 be trepanning, and 4 be connection lock, and 5 are
Grouting pump, 6 seal for cement, and 7 be Grouting Pipe, and 8 latch for oblique drawing anchor, and 9 be jump stay, and 10 be oblique drag-line, and 11 be anchor
Heavy stone used as an anchor, 12 be double-Y shaped structure, and 13 be embankment, and 14 be steel sheet pile.
Specific implementation mode
The invention will be further described with reference to the accompanying drawings and examples.
As shown in Figures 2 and 3, the floating pile pile 0 that the present invention is embodied is equipped with trepanning 3 in pile lining, and the bottom of pile pile is complete
Full sealing inserts Grouting Pipe 7 after the top cement sealing 6 of pile pile in centre, and Grouting Pipe 7 is connect with external grouting pump 5, is noted
Stock pump 5 is by Grouting Pipe 7 to slurry is perfused inside floating pile pile 0；The symmetrical both sides of the 0 outer pile lining in top of floating pile pile are fixed with tiltedly
To drawing anchor lock 8, the symmetrical both sides of pile lining are fixed with cyclic annular lock 2 outside 0 bottom of floating pile pile, and two oblique drawing anchors latch 8 points
Right over cyclic annular lock 2 that Wei Yu be two；It is solid on one of them oblique 0 outer pile lining in top of floating pile pile for drawing 8 side of anchor lock
Surely there is horizontal drawing anchor lock 1.
As shown in Fig. 2, floating pile pile 0 is arranged in the soft soil foundation of 13 periphery of embankment, two oblique 8 difference of drawing anchor lock
Floating pile pile 0 is arranged near the side of embankment 13 and farthest away from the side of embankment 13, oblique drawing anchor lock 8 connects oblique anchor
Rope 10, inclining anchor cable 10 pass through ring-type to latch 2 basement rock for being anchored in soft soil foundation bottom；Level draws the 1 horizontal anchor of connection of anchor lock
Rope 9, horizontal cable 9 are anchored on the anchorage 11 of embankment 13；Each floating pile pile 0 is connected with two inclining anchor cables 10 and a water
Flat anchor cable 9, two 10 one end of inclining anchor cable are individually fixed in two oblique drawing anchor locks 8 of both sides, and two inclining anchor cables 10 are another
It is oblique to be anchored in positioned at floating pile pile after one end is passed down through the cyclic annular lock 2 immediately below the oblique drawing anchor lock 8 respectively connected
In the soft soil foundation bottom basement rock of 0 periphery；As shown in Figure 1,9 one end of horizontal cable is connected to horizontal drawing anchor lock 1, other end water
Level land extends to embankment 13 and is anchored on the anchorage 11 of embankment 13.
In specific implementation, the floating pile pile 0 of pile body trepanning and bottom seal is sunk in soft soil foundation, while pile sinking to
0 inside of floating pile pile carries out slip casing by pressure, waits for that pile pile sinks to specified position, increases grouting pressure and makes injection slurry will be from floating
The trepanning of pile pile 0 is overflowed outward；Symmetrical inclining anchor cable 5 is set in pile pile bottom, inclining anchor cable 5 is anchored at soft soil foundation
In the basement rock of bottom；Horizontal cable 9 is set at the top of pile pile, and horizontal cable 9 is anchored on the anchorage of bank.
In floating pile pile 0, trepanning 3 is axially arranged with pile lining circumferential surface circumferential array along floating pile pile 0, i.e., hole is along pile body surface
Laterally longitudinal regular array, and trepanning 3 meets following relationship：Between between two trepannings 3 axially adjacent along floating pile pile 0
Away from h >=5 φ, number of aperture n≤6 in same pile lining circumferential surface circumferential direction, the outer diameter D of floating pile pile 0 >=10 φ, φ indicate trepanning 3
Aperture.
The pile lining of floating pile pile 0 is equipped with trepanning 3 at axially different height, between being equipped with circumferentially at same axial height
Every uniformly distributed multiple trepannings 3, each trepanning 3 of two neighboring axial height is along the axial consistency from top to bottom arrangement of floating pile pile 0.
The symmetrical both sides of 0 outer pile lining of floating pile pile are equipped with the connection lock 4 for being connect with steel sheet pile 14, the connection of both sides
Connecting line between the oblique drawing anchor lock 8 of connecting line and both sides between lock 4 is perpendicular, i.e., two 4 arrangements of connection lock
Symmetry direction and two it is oblique draw anchors lock 8 arrangement symmetry directions it is perpendicular.
It is in 15 °~45 ° angles, two inclining anchor cables 5 of both sides between inclining anchor cable 5 and the pile body axis of floating pile pile 0
Extend respectively to being tilted close to embankment 13 and extends to being tilted far from embankment 13.
As shown in figure 5, the dykes and dams soil-baffling structure that the present invention is embodied includes floating pile pile 0 and steel sheet pile 14 and is used for
The connection lock 4 of connected floating pile pile 0 and steel sheet pile 14, is specifically divided into the son field of interlude and interlude both ends, interlude
It is double-Y shaped with the intermediate structure closed end and be connected to each other with constituting for son field；Interlude is mainly parallel to 13 bank of embankment by edge
It is formed along the multiple floating pile piles 0 and multiple steel sheet piles 14 for being arranged as a row, each floating pile pile 0 of interlude is along being parallel to dike
The arranged in a straight line of 13 bank edge of bank is arranged as a row；Floating pile pile 0 in interlude both ends per one end connects two bifurcateds and prolongs outward
The son field stretched, two son fields are identical as the angle on 13 bank edge of embankment, are symmetrically arranged in the straight line for being parallel to 13 bank edge of embankment
Both sides, each son field include along same straight line be arranged as a row multiple floating pile piles 0 and multiple steel sheet piles 14 form, point
Each floating pile pile 0 in branch section is arranged as a row along the arranged in a straight line of 13 bank edge of embankment is favoured.
As shown in figure 4, there are two steel sheet piles 14, two steel sheet piles 14 to be arranged in for arrangement between two neighboring floating pile pile 0
On same straight line, each steel sheet pile 14 is nearly U-shaped structure, two steel sheet pile 14U shapes opening reversed arrangements, floating pile pile 0 and steel
The two side of sheet pile 14 is respectively and fixedly provided with connection lock 4, between adjacent floating pile pile 0 and steel sheet pile 14 and adjacent two steel
The connection of 4 snappings is latched by connection between sheet pile 14.
The embodiment of the present invention and its implementation process are as follows：
1) field monitoring data and numerical simulation expected results during being filled according to dykes and dams, by calculating floating pile pile institute
Strength and stiffness are needed, determine the diameter, wall thickness and length of floating pile pile.
Anchor lock 1 and oblique drawing anchor lock 8 are drawn in the stake top portion corresponding position weld horizontal of floating pile pile, in stake bottom pair
The cyclic annular lock 2 of position welding is answered, connection lock corresponding with steel sheet pile 4 is welded in pile body corresponding position.
2) for each floating pile pile 0 as dykes and dams soil-baffling structure interlude, the oblique anchor that floating pile pile 0 is connected
10 one end of rope is anchored in the basement rock of dykes and dams soft soil foundation bottom, and 10 other end of inclining anchor cable initially passes through the floating respectively connected
The cyclic annular lock 2 of pile pile 0 is not anchored in first on oblique drawing anchor lock 8；
3) floating pile pile 0 being subjected to pile sinking operation with static piling machine, pile driving process while, carries out slip casing by pressure, according to
Above-mentioned dykes and dams soil-baffling structure squeezes into a floating pile pile 0 again in adjacent position, and two blocks of steel plates are squeezed between two floating pile piles 0
Stake 14 is connected between floating pile pile 0 and steel sheet pile 14, steel sheet pile 14 and steel sheet pile 14 with lock 4, and repeating the above process makes floating
Pile pile 0 and steel sheet pile 14, which staggeredly overlap, forms dykes and dams soil-baffling structure, and is arranged in 13 side periphery of embankment；
Slip casing by pressure be directed toward floating 0 inside slip casting of pile pile it is synchronouss with the pile sinking of floating pile pile 0 progress, control grouting pressure by
The 1/3 of maximum grouting pressure increases to 2/3, increases to maximum grouting pressure after floating pile pile 0 sinks to bottommost so that slip casting
Liquid overflows outward from the trepanning 3 of floating pile pile 0.
In specific implementation, by controlling pile driving pressure and injection speed and slip casting total amount when floating pile pile 0 sinks, to control
The subsidence velocity and stake bottom ultimate depth of the structure, floating pile pile subsidence velocity are generally 0.5~2m/min, stake bottom ultimate depth
It can be set according to scene.
4) 10 other end of inclining anchor cable is anchored on the oblique drawing anchor lock 8 of the floating pile pile 0 respectively connected, floating
Horizontal cable 9 is connected between formula pile pile 0 and the anchorage 11 of embankment 13；
5) after dykes and dams fill completion and sedimentation tends towards stability, steel sheet pile 14 is extracted using vibratory drilling method.
When pile foundation of bridge pier influence is ignored in soil body lateral displacement caused by being settled when dykes and dams, steel sheet pile is shaken from ground
It is dynamic to extract, cohesive strength native around steel sheet pile is destroyed to overcome pile extraction resistance, pulls out stake by the effect of additional lifting force.Steel
Sheet pile, which can first be shaken sheet pile fore shaft with vibration hammer, lives to reduce the adherency of soil, is then pulled out when shaking.
The steel sheet pile of extraction may be reused.
Here is the new-type floating pile pile and its double-Y shaped composite structure in the coastal big channel science of bridge building work in the Zhoushan East Sea
The concrete condition of embodiment in journey.
The coastal big channel science of bridge building engineering construction example in the Zhoushan East Sea：
The background of invention of this patent is the coastal big channel science of bridge building major project project in the Zhoushan Daishan County East Sea and east
Face encloses and cultivates area's reclamation work and is conflicted.It is middle separation levee on the left of Fig. 6, right side high spot is the Dong Di vertical with middle separation levee, cloudy
Shadow position is the gravel pile reinforcing soil body, and bridge pile foundation number is 1# to 8#.Distance enclose and cultivate the nearest bridge pile foundation 7# and 8# in area by
Influence is filled to Qu Dongdi is enclosed and cultivated, horse back carries out pile foundation construction after the completion of enclosing and cultivating construction, then pile foundation increases along bridge to horizontal displacement
17%；The stable structure of bridge will be influenced by enclosing and cultivating embankment.
Preferred option is to build island method construction, if being constructed to 7# piers using island method is built, although the method effect is pretty good, but by
Eastern dike side slope jackstone and torsion king's block influence, and construction efficiency is slow, and the duration is difficult to ensure, thereby increases and it is possible to can stablize to 8# pier structures and generate
It influences.
It is secondary to select scheme when being designed for the primary abutment plinth for enclosing and cultivating Dong Dichu, it is designed in line with " first push up and allow again " thinking,
Isolation steel pile casting is added outside 2~7# pile foundation of bridge pier, isolation steel pile casting and the spacing of stake position casing are not less than 30cm.But
Find that this secondary design does not control the displacement of 8# piers, 7# piers in scope of design successfully by calculating.
Using the present invention program, and establishes threedimensional model using Plaxis softwares and verify this patent reduction dykes and dams (see Fig. 7)
During filling the effect of underwater soft soil foundation lateral displacement, wherein double-Y shaped soil-baffling structure is between 6# and 7#.
Result of calculation is analyzed：
Solum horizontal displacement cloud atlas (Fig. 8 a and Fig. 8 b) after 1. double-Y shaped composite structure is reached the last：
In figure, dark site color is more deeply feeling the bright soil body far from embankment direction horizontal displacement i.e. positive-displacement in the middle part of the soil body
Greatly, dark color site color in soil body top is bigger more deeply feeling bright soil body negative sense displacement.Earth horizontal displacement distribution as seen from the figure occurs
Larger variation, the maximum horizontal displacement of the soil body are transferred to soil-baffling structure bottom, and the maximum forward of the soil body by 6# bottoms
Horizontal displacement is obviously reduced.
7# piers level of displacement displacement curve comparison diagram (Fig. 9) after 2. double-Y shaped composite structure is reached the last, as seen from the figure 7# piers stake
Negative sense Displacement Ratio slightly increased originally at the top of base displacement, remaining pile body displacement with compared apparent reduction originally, wherein most
Big modal displacement is reduced by about 75%.
Have above-mentioned implementation as it can be seen that the present invention can to meet the construction time short, smaller to soil disturbance, it is of reduced contamination, and can carry out
The requirement of reuse.In case study on implementation, the work progress that dykes and dams fill impacts the safety of Bridge Pile Foundation Construction,
Structure safety can be met within the regulation construction time by being computed, and maximum node displacement is reduced by about 75%.
Claims (10)
1. a kind of floating pile pile, it is characterised in that：The pile lining of floating pile pile (0) is equipped with trepanning (3), and the bottom of pile pile is sealed completely
Mouthful, connect with external grouting pump (5) in centre inserting Grouting Pipe (7), Grouting Pipe (7) after the top cement sealing (6) of pile pile
It connects, slurry is perfused to floating pile pile (0) is internal by Grouting Pipe (7) in grouting pump (5)；Pair of outer pile lining at the top of floating pile pile (0)
Claiming both sides to be fixed with oblique drawing anchor and latches (8), the symmetrical both sides of pile lining are fixed with cyclic annular lock (2) outside floating pile pile (0) bottom,
Two oblique cyclic annular lock (2) surfaces for drawing anchor lock (8) to be located at two；One of them oblique drawing anchor lock (8) is other
Floating pile pile (0) at the top of be fixed on outer pile lining and horizontal anchor drawn to latch (1).
2. a kind of floating pile pile according to claim 1, it is characterised in that：The floating pile pile (0) is arranged in embankment
(13) in peripheral soft soil foundation, two oblique drawing anchor locks (8) are arranged in floating pile pile (0) near embankment (13)
Side and side farthest away from embankment (13), oblique drawing anchor lock (8) connection inclining anchor cable (10), inclining anchor cable (10) pass through ring
Shape lock (2) is anchored in the basement rock of soft soil foundation bottom；Level draws anchor lock (1) connection horizontal cable (9), horizontal cable (9)
It is anchored on the anchorage (11) of embankment (13)；Each floating pile pile (0) is connected with two inclining anchor cables (10) and a water
Flat anchor cable (9), two inclining anchor cable (10) one end are individually fixed in two oblique drawing anchor locks (8) of both sides, two oblique anchors
It is oblique to be anchored in after rope (10) other end is passed down through the cyclic annular lock (2) immediately below the oblique drawing anchor lock (8) respectively connected
In the soft soil foundation bottom basement rock of floating pile pile (0) periphery；Horizontal cable (9) one end is connected to horizontal drawing anchor lock (1),
The other end flatly extends to embankment (13) and is anchored on the anchorage (11) of embankment (13).
3. a kind of floating pile pile according to claim 1, it is characterised in that：In the floating pile pile (0), trepanning (3)
Along floating pile pile (0) is axial and the arrangement of pile lining circumferential surface circumferential array, i.e., hole along pile body surface laterally longitudinal regular array, and
Trepanning (3) meets following relationship：The φ of spacing h >=5 between two trepannings (3) axially adjacent along floating pile pile (0), same pile lining
Number of aperture n≤6 in circumferential surface circumferential direction, the outer diameter D of floating pile pile (0) >=10 φ, φ indicate the aperture of trepanning (3).
4. a kind of new-type floating pile pile according to claim 1, it is characterised in that：Described floating pile pile (0) the outer pile lining
Symmetrical both sides be equipped with the connection lock (4) for connect with steel sheet pile (14), the connections of both sides latches the connecting line between (4)
Connecting line between the oblique drawing anchor lock (8) of both sides is perpendicular.
5. a kind of floating pile pile according to claim 2, it is characterised in that：The inclining anchor cable (5) and floating pile pile
(0) it is in 15 °~45 ° angles between pile body axis.
6. a kind of dykes and dams soil-baffling structure, it is characterised in that：Including claim 1-5 any the floating pile pile (0) and steel plate
Stake (14) and the connection lock (4) for being used for connected floating pile pile (0) and steel sheet pile (14), are specifically divided into interlude and interlude
The son field at both ends；Interlude is mainly by along being parallel to embankment (13) bank along being arranged as multiple floating pile piles (0) of a row and more
A steel sheet pile (14) composition, each floating pile pile (0) of interlude is along arranged in a straight line being arranged as being parallel to embankment (13) bank edge
One row；Floating pile pile (0) in interlude both ends per one end connects the son field that two bifurcateds extend, each son field packet outward
Multiple floating pile piles (0) and multiple steel sheet piles (14) composition that a row is arranged as along same straight line are included, it is each floating in son field
Formula pile pile (0) edge favours the arranged in a straight line of embankment (13) bank edge and is arranged as a row.
7. a kind of dykes and dams soil-baffling structure according to claim 6, it is characterised in that：Between two neighboring floating pile pile (0)
The two side of steel sheet pile (14) there are two arranging, floating pile pile (0) and steel sheet pile (14) is respectively and fixedly provided with connection lock (4), adjacent
Floating pile pile (0) and steel sheet pile (14) between and adjacent two steel sheet piles (14) between pass through connection latch (4) button
It connects in succession.
8. a kind of construction method applied to dykes and dams soil-baffling structure described in claim 7, it is characterised in that method includes following step
Suddenly：
1) the Practical Project situation that process is filled according to dykes and dams selects the floating pile pile and steel sheet pile for meeting construction requirement size；
2) for as each of the dykes and dams soil-baffling structure interlude floating pile pile (0), floating pile pile (0) being connected oblique
It is anchored in the basement rock of dykes and dams soft soil foundation bottom to anchor cable (10) one end, inclining anchor cable (10) other end, which initially passes through, respectively to be connected
The cyclic annular lock (2) of the floating pile pile (0) connect；
3) floating pile pile (0) is subjected to pile sinking operation with static piling machine, pile driving process while carries out slip casing by pressure, then squeezes into
Floating pile pile (0) and two pieces of steel sheet piles (14) so that floating pile pile (0) and steel sheet pile (14) staggeredly overlap and form the dykes and dams gear
Soil structure, and it is arranged in the other periphery of embankment (13)；
4) the oblique drawing anchor that inclining anchor cable (10) other end is anchored to the floating pile pile (0) respectively connected latches (8), floating
Horizontal cable (9) is connected between formula pile pile (0) and the anchorage (11) of embankment (13)；
5) after dykes and dams fill completion and sedimentation tends towards stability, steel sheet pile (14) is extracted using vibratory drilling method, to complete dykes and dams gear
The construction of soil structure.
9. a kind of construction method of dykes and dams soil-baffling structure according to claim 8, it is characterised in that：The slip casing by pressure
(4) it is directed toward the internal slip casting of floating pile pile (0) progress synchronous with the pile sinking of floating pile pile (0), controls grouting pressure from maximum slip casting
The 1/3 of pressure gradually increases to 2/3, increases grouting pressure after floating pile pile (0) sinks to bottommost so that injection slurry is from floating
The trepanning (3) of pile pile (0) is overflowed outward.
10. a kind of construction method of dykes and dams soil-baffling structure according to claim 8, it is characterised in that：The step 5)
In sedimentation to tend towards stability refer to monitoring the horizontal displacements of the weak soil soil body of dykes and dams to meet job specfication design value at pile foundation of bridge pier.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810178829.9A CN108411934B (en) | 2018-03-05 | 2018-03-05 | Floating tubular pile, dam retaining structure and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810178829.9A CN108411934B (en) | 2018-03-05 | 2018-03-05 | Floating tubular pile, dam retaining structure and construction method thereof |
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| Publication Number | Publication Date |
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| CN108411934A true CN108411934A (en) | 2018-08-17 |
| CN108411934B CN108411934B (en) | 2023-09-01 |
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| CN201810178829.9A Active CN108411934B (en) | 2018-03-05 | 2018-03-05 | Floating tubular pile, dam retaining structure and construction method thereof |
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| CN111691401A (en) * | 2019-03-14 | 2020-09-22 | 宝山钢铁股份有限公司 | Precast concrete tubular pile with hidden embedded lock catch and manufacturing method thereof |
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| Publication number | Publication date |
|---|---|
| CN108411934B (en) | 2023-09-01 |
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