CN109505297A - A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile - Google Patents
A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile Download PDFInfo
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- CN109505297A CN109505297A CN201810822791.4A CN201810822791A CN109505297A CN 109505297 A CN109505297 A CN 109505297A CN 201810822791 A CN201810822791 A CN 201810822791A CN 109505297 A CN109505297 A CN 109505297A
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- 210000002356 Skeleton Anatomy 0.000 claims abstract description 13
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Classifications
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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
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
Abstract
A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile, by the enlarged footing stake bottom of variable diameters reinforcement cage skeleton, pile body is connected and fixed a bottom, and the diameter of pile body is lower than the pile body at enlarged footing stake bottom.For stake bottom variable diameters steel reinforcement cage when being connected installation with traditional filling pile cage of reinforcement or piling bar, the reinforcing bar or piling bar connection type of pile body and enlarged footing stake bottom variable diameters steel reinforcement cage are riveting, pin, welding, flange.The horizontal loading load-carrying properties of each pile body can be given full play to, and bottom is held to expand, it is squeezed to be conducive to pile grouting；Stake bottom (head) enlarged footing character is stablized, and it is big that lotus cuts power.The present invention is the structure of bored concrete pile: rotary digging stake, drilling pouring stake, driven cast-in-place pile, manually digging hole filling pile, explosive expansion bored concrete pile etc. in particular for stake bottom.
Description
Technical field
The present invention relates to a kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile, the especially skeleton in pile foundation --- expansions again
Variable diameters steel reinforcement cage and its pile foundation for expanding body, are mainly used for foundation pile of building.
Background technique
As foundation pile of building construction be play basis effect, according to basis Force principle be broadly divided into
Friction pile and bearing pile.
1, friction pile is to carry structure using the frictional force of stratum and foundation pile and can be divided into pressure pile and tension pile,
It is deeper without hard bearing bed or bearing bed to be typically used for stratum.
2, end-bearing pile is to be seated foundation pile on bearing bed to make that structure can be carried (on laccolite).
The continuous development of engineering technology, novel piling bar and reinforced concrete pile purposes in engineering construction are more and more extensive.
And different pile-type features is also different.
To classify by bearing characters, Piles for Friction Piles, friction pile -- the load overwhelming majority is undertaken by frictional force native around stake, and
End resistance can be ignored.
The stake that point friction pile -- load is mainly undertaken by pile body frictional force.
Type stake is held at end, and end-bearing pile -- the load overwhelming majority is undertaken by pile top supporting force, and pile side resistance can be ignored not
Meter.
Rub end-bearing pile -- the stake that load is mainly undertaken by end resistance.
By construction method point-score: prefabricated reinforced concrete pile is driven underground by piling machine for prefabricated pile.Advantage is material
Material saves, and intensity is high, and suitable for the building of high requirement, the disadvantage is that difficulty of construction is high, it is long to be limited the construction time by mechanical quantity.
Bored concrete pile, first upper drilling on construction ground, are put into placing concrete for reinforcing bar after reaching required depth.Advantage
It is that difficulty of construction is low, especially artificial digging pile can not be limited, all pile foundations are constructed simultaneously, greatly by mechanical quantity
The time is saved greatly, the disadvantage is that low bearing capacity, takes material.
Bored concrete pile includes: rotary digging stake, drilling pouring stake, driven cast-in-place pile, manually digging hole filling pile, explosive expansion bored concrete pile.
In addition, pore-forming mode has: manually digging hole, mechanical borehole (direct circulation rotary method, reacting cycle rotary method, twist bit
Hole forming method, diving drill machine hole forming method etc.).
Classify by the setting effect of stake, non-Squeezing Soil Pile: (rushing or dig) hole pouring pile such as brill and squeezes into again after first drilling pre-
Stake processed because the soil body, soil around pile are not acted on by exclusion in cleaning hole in setting up procedure, and may be moved into stake holes, make the anti-of soil
Strength reduction is cut, pile side friction is reduced.Part Squeezing Soil Pile: cast-in-situ bored pile, H profile steel stake, open end steel pipe pile and
Be open prestressed concrete pipe pile etc..Pile peripheral earth slightly exclusion is acted in the setting up procedure of stake, but the intensity lotus of soil becomes
Shape change of properties is little.
Squeezing Soil Pile: solid tubular pole, timber and driven cast-in-place pile of prefabricated pile, lower end closed etc. are passed through in hammering and vibration
The soil body at stake position will largely be squeezed during entering and be opened, destroy soil structures serious disturbance, to the intensity and deformation of soil
Property is affected.
Classify by the forming method of stake, prefabricated concrete-pile, timber, steel sheet pile driven pile: are squeezed into soil using machinery
It is in layer, soil layer is compacted, to achieve the purpose that consolidated subsoil.
Bored concrete pile: using underwater gliders, end-bearing pile or friction pile is formed, to achieve the purpose that consolidated subsoil.
The most commonly used is mechanical hole building stakes and bored concrete pile, driven cast-in-place pile, reinforced concrete pile, prefabricated pile, prestressing concrete
Stake, piling bar, mixing pile, solid and hollow pile etc..The method of existing braced pile has the welding of steel plate reinforcing bar angle steel, ring flange to add spiral shell
Bolt is coupled, sulphide mastic anchoring and mechanical connection (insertion voussoir, pin connection etc.).
Cast-in-place concrete pile can be divided into 1. vibrator pipe sinking cast-in-place pile by construction method, refer to that steel sleeve screws in percussive grabbing boring perfusion
Stake mud off pore-creating filling pile, precompressed hole squeeze into bored concrete pile and bore reaming cast-in-place concrete pile.
2. Franki-pile, the application such as Frank's stake sand, pile body diameter 30-60CM long 10-24M, die hammer weight 25- into shape
50KN is fallen away from 3-5M, single pile bearing 1500KN, the bored concrete pile of rotating steel tube sinking pore-forming, steel-tooth of the steel pipe bottom equipped with quenching,
Rock stratum is sunk to, diameter is up to 1.5 meters.Steel pipe is coupled with ring flange.Construction procedure is the first armored concrete transmission rod by steel
0.5-1M in soil is squeezed into, transfers to steel power transmission pipe, cast-in-place pile concrete or sand are incited somebody to action, then a prefabricated deformed bar is dissolved stake and is beaten
Enter in hole, bearing capacity is higher than common stake.
3. steel sleeve screws in percussive grabbing boring bored concrete pile, 4. 5. 6. bored concrete pile is squeezed into precompressed hole to mud off pore-creating filling pile
Precompressed hole squeeze into concrete-pile 7. bore reaming cast-in-place concrete pile application also extremely extensively.
A kind of anchor pole of CN2017103161244 or pile foundation variable diameters steel reinforcement cage and application are the applicant with regard to variable diameter reinforcing bar
The structure of cage has limited, and includes how that release steel reinforcement cage expands the specialized structure that variable diameter needs, because variable diameter is in underground
Reliable and stable release is carried out in drilling, however a kind of resistance to compression resistance to plucking change again can be still provided using the structure of variable diameter steel reinforcement cage
It is present context that diameter steel reinforcement cage club-footed pile, which has the structure of enlarged footing bottom stake,.
Summary of the invention
Object of the present invention is to propose the stake that a kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile i.e. variable diameters steel reinforcement cage is constituted
The stake of bottom enlarged footing, the enlarged footing stake bottom with variable diameters reinforcement cage skeleton using variable diameter steel reinforcement cage, utilize steel reinforcement cage knot
Structure discharges variable diameters steel reinforcement cage and becomes the basis of the enlarged footing of a widened reinforcement cage skeleton preparation stake, is applied to institute
There is the enlarged footing preparation on the head for expanding body stake, is organized as far as possible integrally with the pile body for expanding body stake top, existing pile foundation is overcome to hold admittedly
The deficiency of loading capability and globality poor, and reduce cost.
The technical scheme is that a kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile, by variable diameters reinforcement cage skeleton
Enlarged footing stake bottom, pile body is connected and fixed (connection) stake bottom, and the diameter of pile body is lower than the pile body at enlarged footing stake bottom.
Further, variable diameters steel reinforcement cage in stake bottom is when being connected installation with traditional filling pile cage of reinforcement or piling bar, pile body and expansion
The reinforcing bar or piling bar connection type of pedestal pile bottom variable diameters steel reinforcement cage are riveting, pin, welding or flange connection.
Further, enlarged footing stake bottom be variable diameters reinforcement cage skeleton traditional bored concrete pile, pile body be bored concrete pile, prefabricated pile,
Steel structure pile, enlarged footing stake bottom upper end connect pile body, and stake bottom is enlarged footing basis, enhance its resistance to compression, breakout capacity；It is super in pile body
When long, also more than two expanding reach can be formed in the variable diameters steel reinforcement cage for being uniformly distributed one or more on pile body.
In the variable diameters steel reinforcement cage club-footed pile, the variable diameters steel reinforcement cage main reinforcement at enlarged footing stake bottom and pile body main reinforcement include but
It is not limited to the reinforcing bar, steel strand wires, wirerope of various specifications grade quantity.
The variable diameters steel reinforcement cage at enlarged footing stake bottom is fixedly connected with the steel column of pile body, fashioned iron or steel reinforcement cage and generally coagulation
Soil structure.The foundation pile at enlarged footing stake bottom.
The variable diameters steel reinforcement cage club-footed pile is placed in the stake holes of its drilling reaming and has variable diameters steel reinforcement cage, with filling
Infuse all kinds of solidification material casting such as concrete, cement slurry, cement mortar and lapidation slip casting.
The variable diameters steel reinforcement cage club-footed pile is according to the requirement of concrete engineering, variable diameters principle according to the present invention,
The variable-diameter steel reinforcement cage club-footed pile of a variety of three-dimensional shape features can also be formed, including/but is not limited to cylindrical body, polygon
(circle internal tangent) cylinder, round estrade, cone (containing cone and polygonal pyramid), trapezoid cylinder, spherical shape, laemodipodiform cylinder etc.
Deng；The present invention can be required according to the service performance of concrete engineering, variable diameters principle according to the present invention, to the pile foundation of super-large diameter
Variable diameters steel reinforcement cage can also form double-deck/or variable-diameter steel reinforcement cage club-footed pile for being characterized of multilayer (cage is covered in cage)；In stake
When body overlength, also more than two expanding reach can be formed in the variable diameters steel reinforcement cage for being uniformly distributed one or more on pile body.
Beneficial effect, the present invention are coupled combination using the pile body of enlarged footing club-footed pile and general diameter and fix, the bottom in stake
Portion's skeleton is expansion variable diameters steel reinforcement cage and its expands body pile foundation, is multiplied the endurance of stake for foundation pile of building, with lower
Cost and common construction method obtain the structure of the application.The scope of application includes but is not limited to anti-floating, resistance to plucking, tension, resists
All kinds of pile-type such as pressure；Application field includes but is not limited to the scopes such as all kinds of architectural engineerings, slope protection and geological disaster.The present invention program
Combination can be formed with the pulling force of enough frictional force or the enlarged footing pile foundation of drag transmitting using variable diameter reinforcing cage stirrup, entire stake
Integraty is good, and the concrete reinforcing cage skeleton of major part pile foundation is for building core pile foundation and tension.The device speeded up the work with
Application technology.The horizontal loading load-carrying properties of each pile body can be given full play to, and bottom is held to expand, it is squeezed to be conducive to pile grouting；
Stake bottom (head) enlarged footing character is stablized, and it is big that lotus cuts power.The present invention is the structure of bored concrete pile in particular for stake bottom: rotary digging stake,
Drilling pouring stake, driven cast-in-place pile, manually digging hole filling pile, explosive expansion bored concrete pile etc..The range of pile body is then wider: including perfusion
Stake, the stake of pre-formed stake, especially steel construction.
Detailed description of the invention
Fig. 1 a is the vertical profile structural schematic diagram of stake of the invention, and Fig. 1 b is AA, that is, pile body structural profile structural representation in Fig. 1 a
Figure, Fig. 1 c are BB, that is, stake bottom structure the schematic diagram of the section structure in Fig. 1 a；
Fig. 2 a is the vertical profile structural schematic diagram of stake of the invention, and Fig. 2 b is AA, that is, pile body structural profile structural representation in Fig. 2 a
Figure, Fig. 2 c are BB, that is, stake bottom structure the schematic diagram of the section structure in Fig. 2 a；
Fig. 3 a is the vertical profile structural schematic diagram of stake of the invention, and Fig. 3 b is AA, that is, pile body structural profile structural representation in Fig. 3 a
Figure, Fig. 3 c are BB, that is, stake bottom structure the schematic diagram of the section structure in Fig. 3 a；
Fig. 4 a is the vertical profile structural schematic diagram of stake of the invention, and Fig. 4 b is AA, that is, pile body structural profile structural representation in Fig. 4 a
Figure, Fig. 4 c are BB, that is, stake bottom structure the schematic diagram of the section structure in Fig. 4 a；
Fig. 5 a is the vertical profile structural schematic diagram of stake of the invention, and Fig. 5 b is AA, that is, pile body structural profile structural representation in Fig. 5 a
Figure, Fig. 5 c are BB, that is, stake bottom structure the schematic diagram of the section structure in Fig. 5 a；
Fig. 6 a is the vertical profile structural schematic diagram of stake of the invention, and Fig. 6 b is AA, that is, pile body structural profile structural representation in Fig. 6 a
Figure, Fig. 6 c are BB, that is, stake bottom structure the schematic diagram of the section structure in Fig. 6 a.
Specific embodiment
As shown, concrete 1, main reinforcement 2, tie hoop 3, diameter variable spiral stirrup 4, axial stem 5, bearing plate 6, straightening
Diameter steel reinforcement cage vertical bar 7, active mechanism or steel reinforcement cage relieving mechanism 8, power spring 9, nut 10, guiding cap 11.Welding structure 12,
Prefabricated pile (prefabricated cylinder stake) 13, prefabricated pile (precast square pile) 14, flange or welding connection structure 15, piling bar (steel cylinder stake) 16, steel
Lattice 17.
The enlarged footing stake bottom of the applicant can refer to the reference of background technique, structure using the steel reinforcement cage for the diameter that becomes larger
Generally comprise centrally and axially bar (this bar can not also be set), annulus or ring flat-plate and several reinforcing bars (vertical bar), several ribs, round
Fixator is used for active fixed vertical bar, and annulus or ring flat-plate are vertical with axial stem, and one end of several vertical bars is equal on annulus or ring flat-plate
Even fixation, the other end of every vertical bar or middle part are all connected with one end of a rib, several vertical bars around axial stem, rib it is another
One end is connected to round fixator, and round fixator is fixed in axial stem or pile foundation bar or slides；The variable diameters reinforcing bar of the application
Several reinforcing bars (vertical bar) of the stake of the compositions such as the enlarged footing casting concrete of cage skeleton, enlarged footing stake bottom and pile body connect, welding
Or flange connection is the most commonly used, the reinforcing bar of riveting, pin connection stake bottom and pile body can also use, wherein stake bottom and pile body
Main body be reinforcing bar upper concrete 1, including being cast on the tie hoop 3 of main reinforcement (vertical bar) 2 and steel reinforcement cage；Enlarged footing
The variable diameters steel reinforcement cage at stake bottom is poured in advance, and the variable diameters steel reinforcement cage includes main reinforcement 2, tie hoop 3, diameter variable spiral stirrup
4, axial stem 5, bearing plate 6, variable diameters steel reinforcement cage vertical bar 7, axial stem 5 pass through nut 10 and lead in the lower end of variable diameters steel reinforcement cage
It is fixed to cap 11.
Pile body can be precast construction or steel cylinder stake, shaped pile etc..
The structure increased after the release of the variable diameters steel reinforcement cage of the applicant (is existed using the rib of elasticity with reference to the applicant
First to file), the another of elastic rib terminates to round fixator, and round fixator is fixed or sliding in axial stem or pile foundation bar
It is dynamic.Active mechanism or steel reinforcement cage relieving mechanism 8, power spring 9 can refer to flexible rib i.e. in figure.
The stake that the enlarged footing of variable diameters reinforcement cage skeleton is constituted, enlarged footing stake bottom are connect with pile body, and pile is coagulation
Soil 1 is poured main reinforcement 2 and tie hoop 3；Enlarged footing stake bottom variable diameters steel reinforcement cage, the variable diameters steel reinforcement cage main reinforcement 2, spiral hoop
Muscle 3, diameter variable spiral stirrup 4, axial stem 5, bearing plate 6, variable diameters steel reinforcement cage vertical bar 7, axial stem 5 is in variable diameters steel reinforcement cage
Lower end is fixed by nut 10 and guiding cap 11.Enlarged footing stake bottom is that stake bottom and pile body main reinforcement are one with pile body connection type
Change.Concrete 1 is poured 2 bottom pile bodies as a pile, and the longitudinal section of stake bottom and pile body is rectangle, is also possible to taper type,
Stake bottom pile body can also be square column type.
Stake bottom and pile body main reinforcement are welding structures 12 in Fig. 2；
Fig. 3 pile uses prefabricated pile (prefabricated cylinder stake, especially steel cylinder stake) 13；
Fig. 4 pile uses prefabricated pile (precast square pile especially steel cylinder stake) 14；
The connection at Fig. 5 pile and stake bottom is by flange (reinforcing bar or steel cylinder are fixedly welded on flange) or welding connection structure
15 connection piling bar (steel cylinder stakes) 16；
The connection steel latticework 17 of Fig. 6 pile and stake bottom.
To sum up, the resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile, variable diameters steel reinforcement cage with traditional filling pile cage of reinforcement
Or when the linking installation of other conventional piles, traditional filling pile cage of reinforcement main reinforcement quantity specifications are unrestricted；Its bridging mode include but
It is not limited to the various modes such as riveting, welding or other integrations.
Variable diameters steel reinforcement cage club-footed pile of the invention is various traditional bored concrete piles, prefabricated pile, steel structure pile and other tradition
The improvement of stake makes the bottom of stake form enlarged footing basis, enhances it as long as being connected installation variable diameters steel reinforcement cage at stake bottom base expanding and base expanding end
Resistance to compression, breakout capacity；The variable diameters steel reinforcement cage club-footed pile, by the enlarged footing stake bottom of variable diameters reinforcement cage skeleton, stake bottom upper end
Connect the pile body that (connection) diameter is lower than enlarged footing stake bottom；
In the variable diameters steel reinforcement cage club-footed pile, variable diameters steel reinforcement cage is including but not limited to various with tension compression main reinforcement
The reinforcing bar of specification grade quantity, steel strand wires, wirerope, in conjunction with being formed, expansion body anchoring pile is whole；Further, with the steel of various specifications
Column, fashioned iron or the not bearing foundation of variable diameter steel reinforcement cage concrete structure (column/or stake), form that expand body pile foundation whole.
In the variable diameters steel reinforcement cage club-footed pile, is placed in the stake holes of its drilling reaming and have variable diameters steel reinforcement cage, it can
It is appropriate to select all kinds of solidification materials such as concrete perfusion, cement slurry, cement mortar and lapidation slip casting.
Construction technology and construction method of the invention
(1) construction technology and process
(2) pore-forming technique
1, it is required according to Pile Foundations Design, formation and equipment performance situation are constructed using machine drilling.
2, positioning, setting-out, bury casing
Construction layout first is carried out to the circumferential periphery axis of this engineering before commencement of works, and is arranged in axis periphery
Good gantry sheet pile, while absolute altitude bench mark is led on fixed building or structures, while according to design working drawing to each
Stake position carries out positioning measurement, releases stake holes gray line, buries casing after borehole, casing is positioned with crossing method in place.Casing is straight
Diameter is equal to design diameter and adds 5cm, is checked after shield-tube embedment, is not more than casing central point and stake position central point deviation
20mm, it is ensured that in shield-tube embedment slightly deviation, guarantee that drill bit can be correctly in place, and can smoothly mention brill.And it should ensure that casing hangs down
Directly, it is tamped between casing and hole wall with clay backfilling, flows into casing to prevent the surface water and move down collapse hole.
3, construction technical requirement:
1. drilling machine accurate positioning when pore-forming, level, firm, Rotary table for drilling machine center, drilling cramp center and casing center should be three
On point vertical line, tolerance is not more than 20mm, and after drilling machine positioning, bit central is directed at casing central point, drills at a slow speed, to
It can normally be crept into after hard stratum or uneven soil layer, when drilling answers strict control rate of penetration, avoids burying, adds
It should first stop creeping into when stacks, by drilling tool slightly lift-off bottom hole, recycle a few minutes to mud, then termination of pumping adjunction drilling rod.Pore-forming
Construction once should be completed constantly, must not stop to bore without reason, after pore-forming to projected depth, first carry out preliminary borehole cleaning, then can same work
Journey each side concerned carries out an acceptance inspection to pore-forming requirements, after confirmation meets the requirements, can carry out next procedure construction, construct
Cheng Zhongying carries out construction original record.
2. mud and retaining wall.
3. high-pressure rotary-spray reaming, mechanical hole reaming:
After drilling reaches designed elevation, more bit change carries out bottom high-pressure whirl spraying reaming or mechanical hole reaming, and high-pressure injection is expanded
Water or cement slurry can be used in hole.It, should at least twice of reaming up and down when using cement grout chambering process；Using water reaming work
When skill, finally should also it use cement grout reaming one time.
4. borehole cleaning: when drilling reaches designed elevation, by drill bit lift-off bottom hole 150-200mm, starting slush pump and carry out just
Recycle borehole cleaning, bottom hole sediment is no more than 50mm, as bottom hole sediment can not outlet, design requirement is not achieved, just fishes out slag with fishing out husky cylinder,
The borehole cleaning time is no less than 30 minutes.Bottom hole sediment is no more than 50mm.After borehole cleaning, height of water level should be protected in hole, and should be at 30 points
Concrete perfusion in clock, if Yao Chongxin borehole cleaning can just be irrigated concrete after reaching requirement more than 30 minutes.
5. stake holes is checked and accepted: behind stake holes end hole, first pressing design requirement self-test, Party A or management is then asked to represent to whole hole depth again
Degree, bottom hole sediment, mud property index etc. carry out an acceptance inspection, and after acceptance(check), fill in a form and carry out visa work.
6. each board construction personnel must conscientiously fill in tables of original record in drilling drilling, the drilling depth feelings in each hole are recorded in detail
Other special circumstances when condition, formation variation and construction.
(3) pile-formation process
Perfusion pile is the key link of mechanical hole perfusion post, and the quality of this process is related to the superiority and inferiority of engineering, must
It must rigorously treat, conscientiously carefully carry out every procedure work.
1,1. bottom end is equipped with the steel reinforcement cage of variable diameters steel reinforcement cage, 2. places the steel lattice that bottom end is equipped with variable diameters steel reinforcement cage
Or steel pipe, 3. place bottom end equipped with variable diameters steel reinforcement cage three kinds of stakes of prefabricated pile assembling with hang
A, three kinds of stakes must have product certificate, should be stacked on plain ground by specification, model layering, stack the number of plies
It determines as the case may be, but is not to be exceeded three layers, self-test is qualified and supervising engineer is reported to examine.
B, three kinds of stakes are connect with variable diameters steel reinforcement cage is detailed in node diagram.
C, three kinds of stakes hanging and positioning: according to the length of stake, being placed with crane unloading, (Underwater Concrete cover to reinforcement is thick
Spend 50mm) guarantee pile verticality, avoid touching hole wall from leading to collapse hole, hole location reviews positioning using crossing method.
D, the overlap joint of stake: double or three people's symmetrical weldings, same direction welding.Section pile cutoff should keep suitable up and down when pile extension
Directly, dislocation deviation is not preferably greater than 2mm.Weld seam is answered continuous, full；Pile joint after welding can continue to hang after answering natural cooling
It puts, cooling time should not be less than 8min；Forbid to adopt to be water-cooled or weld and put.
2, lower perfusion conduit:
(1) using waterproof test has preceding been examined, underproof connector is inaccurate to be used conduit.Guarantee conduit in filling water
It is water-tight in lower concrete, not spillage, it is ensured that the quality of stake.
(2) corresponding conduit joint number is prepared according to hole depth, when guaranteeing to install disposably in place.
(3) when transferring conduit, position guarantees that correctly bayonet screws.
(4) conduit bottom and bottom hole guarantee the gap for having 30cm or so, prevent conduit from entering in precipitating, concrete can not be gushed out
Pipe is outer.It separately avoids too high from bottom hole, makes that the first bucket concrete perfusion can not bury conduit mouth or depth of tremie is very little, mud is again
It pours in conduit and forms folder mud, influence pile quality.
(5) conduit, length in conduit tripping in pipe, from bottom hole spacing general control on the left side 500mm is perfused using quick coupling
The right side, every, conduit in tripping in hole will conscientiously be gone through, and so that conduit is connected firmly straight, the tight not spillage of interface.
3, steel reinforcement cage is opened:
After variable diameters steel reinforcement cage is installed to designed elevation, verticality (hole slope≤1.0%) is controlled, then with mechanical volume
It raises machine and extracts variable diameters steel reinforcement cage switch pin, centre forbids pausing, it is ensured that steel reinforcement cage is disposably opened.It is ready for secondary clear
Hole.
4, secondary pile hole cleaning:
Secondary pile hole cleaning method is that an elbow and skin cage are installed at the top of conduit, and mud is pressed into conduit with pump, then from
Bottom hole replaces sediment along conduit outside.Borehole cleaning standard is that hole depth reaches design requirement, hole bottom slurry density≤1.15, repetition measurement sediment
Thickness is within 100mm, can casting concrete even if borehole cleaning is completed at this time.
5, subaqueous concreting, cement slurry, cement mortar:
It after pore-forming preparation is fully completed, can start to be perfused, guarantee that first watering pipe laying is 1.5 or so, sink in concrete
It suppresses down, a small amount of sediment of bottom hole is overflowed toward surrounding.Aperture can a large amount of return of drilling mud, illustrate first watering success, then can be by work
Sequence carries out continuous pouring operation.
The embodiment of the present invention is not limited to protection scope, in the experience of those skilled in the art and the premise of understanding
Under, application of the invention is using the content of claim as protection scope.
Claims (7)
1. a kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile, characterized in that by the enlarged footing stake bottom of variable diameters reinforcement cage skeleton,
Pile body is connected and fixed a bottom, and the diameter of pile body is lower than the pile body at enlarged footing stake bottom.
2. resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile according to claim 1, it is characterized in that stake bottom variable diameters steel reinforcement cage
When being connected installation with traditional filling pile cage of reinforcement or piling bar, the reinforcing bar or piling bar of pile body and enlarged footing stake bottom variable diameters steel reinforcement cage
Connection type is riveting, pin, welding, flange, nut, upset straight screw sleeve or is directly connected to.
3. resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile according to claim 1 or 2, it is characterized in that enlarged footing stake bottom is to become
The bored concrete pile of diameter reinforcement cage skeleton, pile body are traditional bored concrete pile, prefabricated pile, steel structure pile, and enlarged footing stake bottom upper end connects stake
Body, stake bottom are enlarged footing foundation pile.
4. resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile according to claim 1 or 2, it is characterized in that the variable diameters reinforcing bar
In cage club-footed pile, the variable diameters steel reinforcement cage main reinforcement and pile body main reinforcement at enlarged footing stake bottom are reinforcing bar, steel strand wires, wirerope.
5. resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile according to claim 1 or 2, it is characterized in that the change at enlarged footing stake bottom
Diameter steel reinforcement cage is fixedly connected with the steel column of pile body, fashioned iron or steel reinforcement cage and generally concrete structure.
6. resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile according to claim 1 or 2, it is characterized in that the variable diameters reinforcing bar
Cage club-footed pile is placed in the stake holes of its drilling reaming and has variable diameters steel reinforcement cage, with concrete perfusion, cement slurry, cement bonded sand
All kinds of solidification material casting such as slurry and lapidation slip casting；It, also can be in being uniformly distributed one or more on pile body in pile body overlength
Variable diameters steel reinforcement cage forms more than two expanding reach.
7. resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile according to claim 1 or 2, it is characterized in that the change of the club-footed pile
Diameter steel reinforcement cage include cylindrical body, polygon (circle internal tangent) cylinder, round estrade, cone (containing cone and polygonal pyramid),
The variable-diameter steel reinforcement cage that trapezoid cylinder, spherical shape, laemodipodiform cylinder, bilayer or multilayer (cage is covered in cage) are characterized.
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| CN201810822791.4A CN109505297A (en) | 2018-07-25 | 2018-07-25 | A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile |
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| CN201810822791.4A CN109505297A (en) | 2018-07-25 | 2018-07-25 | A kind of resistance to compression resistance to plucking variable diameters steel reinforcement cage club-footed pile |
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| CN110017120A (en) * | 2019-04-02 | 2019-07-16 | 中国地质科学院勘探技术研究所 | A kind of method of construction of vertical well shaft bottom high intensity chamber |
| CN110565688A (en) * | 2019-09-16 | 2019-12-13 | 北京市市政四建设工程有限责任公司 | Deeply-buried PBA subway station enclosing side pile |
| CN111305229A (en) * | 2020-03-26 | 2020-06-19 | 中铁隧道集团二处有限公司 | Construction method for constructing sectionwise deep rock drilling secant pile |
| CN112049158A (en) * | 2020-08-26 | 2020-12-08 | 北京京投交通枢纽投资有限公司 | Bottom-expanding type prestress composite anchor cable uplift pile and preparation method thereof |
| CN115467693A (en) * | 2022-11-14 | 2022-12-13 | 中国矿业大学(北京) | Tunnel support stock/anchor rope resin cartridge anchor's agitator |
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2018
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110017120A (en) * | 2019-04-02 | 2019-07-16 | 中国地质科学院勘探技术研究所 | A kind of method of construction of vertical well shaft bottom high intensity chamber |
| CN110017120B (en) * | 2019-04-02 | 2021-08-17 | 中国地质科学院勘探技术研究所 | Method for building vertical well bottom high-strength chamber |
| CN110565688A (en) * | 2019-09-16 | 2019-12-13 | 北京市市政四建设工程有限责任公司 | Deeply-buried PBA subway station enclosing side pile |
| CN110565688B (en) * | 2019-09-16 | 2020-10-16 | 北京市市政四建设工程有限责任公司 | Deeply-buried PBA subway station enclosing side pile |
| CN111305229A (en) * | 2020-03-26 | 2020-06-19 | 中铁隧道集团二处有限公司 | Construction method for constructing sectionwise deep rock drilling secant pile |
| CN112049158A (en) * | 2020-08-26 | 2020-12-08 | 北京京投交通枢纽投资有限公司 | Bottom-expanding type prestress composite anchor cable uplift pile and preparation method thereof |
| CN115467693A (en) * | 2022-11-14 | 2022-12-13 | 中国矿业大学(北京) | Tunnel support stock/anchor rope resin cartridge anchor's agitator |
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