CN107366289A - Foundation ditch concrete support pilework that live borehole pours and preparation method thereof - Google Patents
Foundation ditch concrete support pilework that live borehole pours and preparation method thereof Download PDFInfo
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- CN107366289A CN107366289A CN201710550306.8A CN201710550306A CN107366289A CN 107366289 A CN107366289 A CN 107366289A CN 201710550306 A CN201710550306 A CN 201710550306A CN 107366289 A CN107366289 A CN 107366289A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D5/223—Details of top sections of foundation piles
-
- 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
- E02D5/226—Protecting piles
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0046—Production methods using prestressing techniques
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
Foundation ditch concrete support pilework poured the invention discloses a kind of live borehole and preparation method thereof, including the branched concrete support stake provided with vertical nonprestressed reinforcement and a capping beam for being provided with reinforcing bar, the top of every concrete support stake anchors with the capping beam, the reinforcing bar that every concrete support stake is located at excavation of foundation pit side is the deformed bar and Duo Gen nonprestressed reinforcements of more post stretching, wherein sleeve pipe is equipped with outside every deformed bar, capping beam is penetrated at the top of every deformed bar and protrudes the top surface of the beam that bears down on one, have between deformed bar and capping beam for the vertically movable gap of deformed bar, the top surface of the beam that bears down on one is provided with deformed bar fixing device and tensioning equipment, deformed bar bottom is connected with anchor.The supporting pile structure enhances concrete support stake single pile and the integrally-built bending rigidity of concrete support stake and anti-bending bearing capacity and non-deformability.
Description
Technical field
The present invention relates to engineering construction technology field, is especially the foundation ditch concrete branch that a kind of live borehole pours
Fender pile structure and preparation method thereof.
Background technology
It is most commonly used that armored concrete support pile adds inner supporting structure in foundation pit supporting construction, such as live borehole pours
Foundation ditch concrete support pilework, including more be provided with vertical nonprestressed reinforcement concrete support stakes and one be provided with steel
The capping beam of muscle, the top of every concrete support stake nonprestressed reinforcement anchors with the capping beam, to strengthen concrete branch
The collective effect of the mutual power of fender pile.In the prior art, in addition to the concrete support stake of prefabricated components class, live borehole pours
Foundation ditch concrete support pilework in concrete support stake only with vertical nonprestressed reinforcement, it is necessary to bear bigger
During anti-bending bearing capacity, typically solved using the density between the diameter of increase nonprestressed reinforcement and increase stake and stake.However,
Following defect be present in the foundation ditch concrete support pilework of the prior art：1st, in excavation of foundation pit and after the completion of excavation construction,
Every concrete support stake be subjected to from do not excavate the side i.e. compression of compressive region and excavate the side i.e. tension of tensile region,
But the foundation ditch concrete support pilework that the live borehole of prior art pours, due to only with nonprestressed reinforcement, its single pile
Bending rigidity and anti-bending bearing capacity not enough, non-deformability it is also not strong, the overall bending resistance of its concrete support pilework is firm
Degree and anti-bending bearing capacity are also inadequate, and its non-deformability is not also strong, cause concrete support pilework lateral deformation excessive so that
The phenomenon for influenceing construction speed and construction safety happens occasionally.2nd, in the case of bearing equal power, in order to ensure the bending resistance of stake, resist
The performances such as drawing, resistance to compression, will be designed sufficiently large using the section of nonprestressed reinforcement, therefore its amount of reinforcement is relatively large.3rd, because
Concrete support stake is temporary structure, after the completion of the construction work of the agent structure of affiliated building, because non-prestressed steel
Muscle anchors with concrete, and it is extremely difficult or completely uneconomic to want to remove and recycle these reinforcing bars, so, practice
In these concrete support stakes typically go out of use and cause the waste of whole reinforcing bars.
The content of the invention
The invention solves a technical problem be to provide one kind and can strengthen concrete support stake single pile and concrete branch
The foundation ditch concrete support that the integrally-built bending rigidity of fender pile and anti-bending bearing capacity and the live borehole of non-deformability pour
Pilework.
The technical solution of the present invention is to provide the foundation ditch concrete support stake knot that a kind of live borehole pours
Structure, including the more concrete support stakes for being provided with vertical nonprestressed reinforcement and a capping beam for being provided with reinforcing bar, every coagulation
Anchored at the top of the nonprestressed reinforcement of native support pile with the capping beam, the every concrete support stake is located at excavation of foundation pit side
Reinforcing bar for more post stretching deformed bar and Duo Gen nonprestressed reinforcements, wherein being equipped with set outside every deformed bar
Pipe, there is the gap for steel bar vertical movement between deformed bar and sleeve pipe, sleeve pipe upper and lower ends have the coagulation for preventing flowing
Native mixture is penetrated into ensure the vertically movable device of deformed bar energy, and the band leaves the prestress steel top rib of gap sleeve
Portion penetrates capping beam and protrudes the top surface of the beam that bears down on one, and top surface of the beam is provided with deformed bar tensioning fixing device, deformed bar bottom
End is connected with anchor.
After above structure, the present invention has advantages below：Because every concrete support stake is located at excavation of foundation pit side
Reinforcing bar for more post stretching deformed bar and Duo Gen nonprestressed reinforcements, i.e., the reinforcing bar of the side using deformed bar with
Nonprestressed reinforcement mixes cloth muscle, if both having overcome if the side all uses post-tensioning prestressed steel, the list before its tensioning
The shortcomings that insufficient strength of root concrete support stake, and because the side adds on the basis of member-retaining portion nonprestressed reinforcement
Post-tensioning prestressed steel, the intensity of deformed bar are generally more than one times of nonprestressed reinforcement intensity, in addition, the side
Deformed bar after tensioning makes the concrete of support pile be pressurized in advance, it is possible to reduce deformation, enhance after tensioning every it is mixed
Native support pile reply no-dig technique side is coagulated to be the compression of compressive region and the bending rigidity for excavating the side i.e. tension of tensile region and resist
Curved bearing capacity and non-deformability；Again due to penetrating capping beam at the top of the deformed bar of every post stretching and protruding capping beam
Top surface, the top surface of the beam that bears down on one are provided with deformed bar tensioning fixing device, and the bottom of post-tensioning prestressed steel is connected with anchor,
Capping beam at the top of concrete support stake and its is formed a firm entirety by the deformed bar after tensioning, is enhanced mixed
Coagulate native support pile and concrete support stake between each other and concrete support stake and the mutual collective effect of capping beam, so that
Concrete support pilework overall bending rigidity and anti-bending bearing capacity and non-deformability are improved, so as to be effectively guaranteed
Construction speed and construction safety.
As an improvement, the depth of the deformed bar is downward for the inflection point of moment of flexure after the concrete support stake stress of place
0~1 meter of extension.In this way, the situation that the concrete in the collateral fender pile of excavation of foundation pit is pressurized in advance can be made more preferably, deformation is reduced
Effect it is more preferable, further enhance the bending rigidity and anti-bending bearing capacity and resistance to deformation energy of every concrete support stake after tensioning
Power.
As improving again, the depth of the deformed bar be moment of flexure after the concrete support stake stress of place inflection point to
Lower 0.5~1 meter of extension.In this way, the situation that the concrete in the collateral fender pile of excavation of foundation pit is pressurized in advance can be made more preferably, reduce
The effect of deformation is more preferable, further enhances the bending rigidity and anti-bending bearing capacity and resistance to deformation of every concrete support stake after tensioning
Ability.
As a further improvement, the reinforcing bar sum in the every concrete support stake positioned at excavation of foundation pit side is less than remote
Reinforcing bar sum of the excavation of foundation pit side with respect to opposite side.So, the dosage of reinforcing bar in every concrete support stake can be reduced, so that
It is cost-effective on the premise of guarantee construction quality.
As a further improvement, the cross section of the concrete support stake is circle, in the semicircle of excavation of foundation pit side
Deformed bar cross-sectional area be more than nonprestressed reinforcement cross-sectional area, more deformed bars are disposed adjacent in semicircle
The interlude of arc, the deformed bar at remaining two fragment position of semi arch are arranged at intervals with nonprestressed reinforcement.This is more excellent
Technical scheme, concrete can be made to be pressurized in advance better off in the collateral fender pile of excavation of foundation pit, reduce the better of deformation, more
Further enhance the bending rigidity and anti-bending bearing capacity and non-deformability of every concrete support stake after tensioning.
Improved as also further, the reinforcing bar of the beam section that bears down on one adds the annular of post stretching for nonprestressed reinforcement
Deformed bar, the annular deformed bar of post stretching form ring hoop to capping beam.So, post stretching after tensioning
The deformed bar of annular makes capping beam integral firmness more preferable, so as to further enhancing concrete support stake and capping beam phase
Collective effect between mutually, further increase the overall bending rigidity and anti-bending bearing capacity and resistance of concrete support pilework
Shape ability.
As a further improvement, the anchor of the deformed bar bottom is the pressure-bearing being used cooperatively with nut
There are external screw thread, the external screw thread of the deformed bar bottom and the spiral shell located at bearing plate bottom surface in plate, the deformed bar bottom
Box thread connects, when being additionally provided with the bearing plate, which prevents the concrete mix infiltration threaded connection of flowing from sentencing guarantee, needs
The protective cover of deformed bar energy rotational disengagement bearing plate.After this structure, in the construction of the agent structure of affiliated building
After the completion of engineering, rotated with the opposite direction of screw-in and extract deformed bar out, remove and recycle deformed bar therein
Operation become very simple, reduce waste, saved resource, reduce cost.
As further improving again, the more anchor bars extended downwardly are additionally provided with the bearing plate.So, when pre-
During stress reinforced bar stretching, bonded between anchor bar and concrete that more of the bearing plate extends downwardly and there is enough anchor forces
To support power during deformed bar tensioning, the concrete above bearing plate will not ftracture because bearing bigger local pressure, enter
And more strengthen the intensity and anti-bending strength of whole concrete support stake.
The invention solves another technical problem be to provide the foundation ditch concrete support stake that a kind of live borehole pours
The preparation method of structure, the concrete support pilework produced using this method, concrete support stake single pile can be strengthened and mixed
Coagulate the integrally-built bending rigidity of native support pile and anti-bending bearing capacity and non-deformability.
Another technical solution of the present invention is to provide the foundation ditch concrete support stake knot that a kind of live borehole pours
The preparation method of structure, including the step of making concrete support pile cages of prior art, by the reinforcing bar of concrete support stake
Cage is put into the step in the stake holes dug, makes the step of capping beam steel reinforcement cage and follow-up by concrete support pile cages
Nonprestressed reinforcement at the top of with capping beam steel reinforcement cage fix step；Its inventive point includes：
When making concrete support pile cages, the side arrangement in concrete support pile cages is vertically extending
The deformed bar and Duo Gen nonprestressed reinforcements of more post stretching；
When the steel reinforcement cage of concrete support stake is put into the stake holes dug, make the prestressing force for being disposed with more post stretching
The direction of the side face excavation of foundation pit of reinforcing bar and Duo Gen nonprestressed reinforcements；
The preparation method is further comprising the steps of：
Before the steel reinforcement cage of concrete support stake is completed, it is more than prestressing force by internal diameter is sleeved on outside every deformed bar
The sleeve pipe of reinforcing bar external diameter；
Before the steel reinforcement cage of concrete support stake is put into stake holes, in deformed bar bottom connection anchor, and
Described sleeve pipe lower end sets the concrete mix flowed when preventing from pouring to penetrate into ensure that deformed bar can be vertically movable
Device, the end are sealing device；
After the steel reinforcement cage of concrete support stake is put into stake holes, in follow-up construction, it is cased with internal diameter by every and is more than in advance
The steel reinforcement cage of the deformed bar top insertion capping beam of stress reinforcing bar external diameter sleeve pipe, and it is higher by the predetermined concrete top of capping beam
Face is so as to follow-up prestressed reinforced bar stretching fixing device；
The concrete mix flowed when cannula tip sets and prevents from pouring is penetrated into ensure that deformed bar can be vertical
Mobile device；
The preparation method is further comprising the steps of：
In the top surface of the beam that bears down on one poured, the deformed bar tensioning fixing device of support pile is set；
When supporting pile concrete and capping beam concrete meet tensioning requirement, to the prestress steel in concrete support stake
Muscle carries out tensioning, and fixed after the completion of tensioning.
The foundation ditch concrete support pilework that the live borehole produced using above method is poured has advantages below：By
It is non-pre- for the deformed bar and Duo Gen of more post stretching to be located at the steel bar arrangement of excavation of foundation pit side in every concrete support stake
The reinforcing bar of stress reinforcing bar, the i.e. side is using deformed bar and nonprestressed reinforcement mixing cloth muscle, if both having overcome side whole
If using post-tensioning prestressed steel, before its tensioning the shortcomings that the insufficient strength of the single concrete support stake, and due to this
Side adds post-tensioning prestressed steel on the basis of member-retaining portion nonprestressed reinforcement, and the intensity of deformed bar is generally
More than one times of nonprestressed reinforcement intensity, in addition, the deformed bar after tensioning of the side make the concrete of support pile pre-
First it is pressurized, it is possible to reduce deformation, enhance the every concrete support stake reply no-dig technique side i.e. compression of compressive region after tensioning
It is the bending rigidity and anti-bending bearing capacity and non-deformability of the tension of tensile region with excavation side；Again due to every post stretching
Capping beam is penetrated at the top of deformed bar and protrudes the top surface of the beam that bears down on one, the top surface of the beam that bears down on one is provided with deformed bar tensioning and fixed
Device, the bottom of post-tensioning prestressed steel are connected with anchor, the deformed bar after tensioning by concrete support stake with
Capping beam at the top of it forms a firm entirety, and it is between each other and mixed with concrete support stake to enhance concrete support stake
Native support pile and the mutual collective effect of capping beam are coagulated, so as to improve the overall bending rigidity of concrete support pilework
With anti-bending bearing capacity and non-deformability, so as to be effectively guaranteed construction speed and construction safety.
As an improvement, when the fabrication of reinforcing cage of concrete support stake is with being seated in stake holes, the deformed bar
Depth extends downwardly 0~1 meter for the inflection point of moment of flexure after the concrete support stake stress of place.In this way, excavation of foundation pit can be made
More preferably, it is more preferable to reduce the effect of deformation, further enhancing after tensioning every for the situation that the concrete of collateral fender pile is pressurized in advance
The bending rigidity and anti-bending bearing capacity and non-deformability of concrete support stake.
As improving again, in the fabrication of reinforcing cage of concrete support stake and when being seated in stake holes, the deformed bar
Depth be that the inflection point of moment of flexure extends downwardly 0.5~1 meter after the concrete support stake stress of place.In this way, foundation ditch can be made
Excavate situation that the concrete of collateral fender pile is pressurized in advance more preferably, it is more preferable to reduce the effect of deformation, after further enhancing tensioning
The bending rigidity and anti-bending bearing capacity and non-deformability of every concrete support stake.
As a further improvement, positioned at the bar cross section face of excavation of foundation pit side arrangement in the every concrete support stake
Product is less than away from excavation of foundation pit side with respect to the bar cross section area that opposite side is arranged.So, the total dosage of reinforcing bar can be reduced, from
It is and cost-effective on the premise of construction quality is ensured.
As further improving, circle is in the cross section of the concrete support stake, the semicircle positioned at excavation of foundation pit side
Interior deformed bar cross-sectional area is more than nonprestressed reinforcement cross-sectional area, and more deformed bars are disposed adjacent half
The interlude of circular arc, the deformed bar at remaining two fragment position of semi arch are arranged at intervals with nonprestressed reinforcement.Such cloth
Put, concrete can be made in the collateral fender pile of excavation of foundation pit to be pressurized in advance better off, the better of deformation is reduced, further increase
The bending rigidity and anti-bending bearing capacity and non-deformability of every concrete support stake after strong tensioning.
Improved as also further, in addition to post stretching is set on the capping beam steel reinforcement cage that nonprestressed reinforcement is formed
Annular deformed bar and the follow-up deformed bar tensioning to annular and fixed to form capping beam ring hoop.This
Sample, the annular deformed bar of the post stretching after tensioning makes capping beam integral firmness more preferable, so as to further enhancing
Concrete support stake and the mutual collective effect of capping beam, so as to further increase concrete support pilework entirety
Bending rigidity and anti-bending bearing capacity and non-deformability.
Improved as further again, in addition to make bearing plate and make the external screw thread of deformed bar bottom, made
The external screw thread of deformed bar bottom is connected with supporting and positioned at bearing plate bottom surface nut thread, is made and is installed bearing plate
On the concrete mix that flows when preventing from pouring penetrate into threaded connection and sentence deformed bar energy rotational disengagement when guarantee needs
Bearing plate protective cover；And rotated after the completion of affiliated main body construction engineering with the opposite direction of screw-in and extract deformed bar out.Adopt
After this structure, after the completion of the construction work of the agent structure of affiliated building, rotated and extracted out pre- with the opposite direction of screw-in
Stress reinforcing bar, the operation very simple of deformed bar therein is removed and recycled, reduces waste, has saved resource,
Reduce cost.
As still further improving again, the more anchor bars extended downwardly are additionally provided with the bearing plate.So, when
During deformed bar tensioning, bonded between anchor bar and concrete that more of the bearing plate extends downwardly and there is enough anchorings
Power supports power during deformed bar tensioning, and the concrete above bearing plate will not ftracture because bearing bigger local pressure,
And then more strengthen the intensity and anti-bending strength of whole concrete support stake.
Brief description of the drawings
Fig. 1 is one embodiment of the present invention supporting pile structure overall schematic.
Fig. 2 is supporting pile structure pressure-bearing principle schematic of the present invention.
Fig. 3 is concrete support stake cross-sectional structure schematic diagram in one embodiment of the present invention supporting pile structure.
Fig. 4 is the structural representation of connection bearing plate in deformed bar lower end in one embodiment of the present invention supporting pile structure
Figure.
Fig. 5 is capping beam overlooking the structure diagram in one embodiment of the present invention supporting pile structure.
1 shown in figure, concrete support stake, 2, capping beam, 3, nonprestressed reinforcement, 4, deformed bar, 5, steel reinforcement cage,
6th, deformed bar lower end, 7, deformed bar stretching end, 8, the deformed bar of annular, 9, closure, 10, bearing plate, 11,
Anchor bar, 12, nut, 13, the lower flange of bearing plate, 14, sleeve pipe, 15, adapter sleeve, 16, the upper flange of bearing plate, 17,
Draw fixing device.
Embodiment
The embodiment of the present invention is described further below in conjunction with the accompanying drawings.Herein it is to be understood that, for
The explanation of these embodiments is used to help understand the present invention, but does not form limitation of the invention.It is in addition, disclosed below
As long as each embodiment of the invention in involved technical characteristic and technological means do not form conflict each other can
To be mutually combined.
The foundation ditch concrete support pilework that the live borehole of the present invention pours, and belong in armored concrete support pile adds
The type of supporting construction.As shown in figure 1, the foundation ditch concrete support pilework that the live borehole of the present invention pours, including more set
Have vertical nonprestressed reinforcement concrete support stake 1 and a capping beam 2 for being provided with reinforcing bar, every concrete support stake 1
Top anchors with capping beam 2.
As shown in Figure 1, Figure 2, Figure 3 shows, it is that the reinforcing bar of tensile region side is more that every concrete support stake 1, which is located at excavation of foundation pit side,
The deformed bar 4 and Duo Gen nonprestressed reinforcements 3 of root post stretching, that is, reduce the nonprestressed reinforcement 3 of the side and with part after
The deformed bar 4 of method substitutes, alternatively referred to as hybrid reinforcement.4 preferred spiral of deformed bar is art technology
Alleged Ribbed Bar, polished rod reinforcing bar can be also used certainly, can also use steel strand wires, but a kind of embodiment as described below will
If reclaiming deformed bar 4, steel strand wires cannot be used.
There are circle, rectangle, polygon and I-shaped etc. in the cross section of concrete support stake 1, and present embodiment uses
Circle, it has the advantages that, and mechanical property is good, drilling construction is convenient.Those skilled in the art know that excavation area is tensile region, mix
It is excavation side to coagulate native support pile 1 close to the side of excavation area.Excavate side and produce tension, non-excavation area is compressive region, is not excavated
Side produces compression.Present embodiment is preferably located at the bar cross section face of excavation of foundation pit side in every concrete support stake
Product is less than the bar cross section area with respect to opposite side away from excavation of foundation pit side.As in figure 3, circle is bisected into by diameter line
Symmetrical two halves, reinforcing bar along the disposed inboard of steel reinforcement cage 5, in the semicircle of excavation of foundation pit side deformed bar 4 and it is non-it is pre- should
Power reinforcing bar 3 adds up the total face in cross section that total cross sectional area does not excavate the nonprestressed reinforcement 3 in the semicircle of side less than foundation ditch
Long-pending, specific embodiment is that deformed bar 4 and nonprestressed reinforcement 3 add up in the semicircle of excavation of foundation pit side in Fig. 3
Total quantity is less than and does not excavate the total quantity of the nonprestressed reinforcement 3 in the semicircle of side positioned at foundation ditch, i.e., positioned at excavation of foundation pit side
Semicircle in deformed bar 4 and nonprestressed reinforcement 3 add up total quantity as 9, and do not excavate the semicircle of side positioned at foundation ditch
The quantity of interior nonprestressed reinforcement 3 is 11.
Meanwhile to be preferably placed at the cross-sectional area of deformed bar 4 in the semicircle of excavation of foundation pit side more for present embodiment
It is that the quantity of deformed bar 4 is more than non-prestressed in the cross-sectional area of nonprestressed reinforcement 3, such as the specific embodiment in Fig. 3
The quantity of reinforcing bar 3, the i.e. quantity of deformed bar 4 are 5, and the quantity of non-stressed reinforcing bar is 4.
In figure 3, present embodiment preferably more deformed bars 4 are disposed adjacent the interlude in semi arch, partly
Deformed bar 4 at remaining two fragment position of circular arc is arranged at intervals with nonprestressed reinforcement 3, is arranged so as to make concrete support
The mechanical property of stake is optimal, and bending rigidity, anti-bending bearing capacity and non-deformability are all more preferable.Certainly can also the supporting of side excavated
Deformed bar 4 and nonprestressed reinforcement 3 are arranged at intervals in the semicircle of stake, but technique effect is than the skill of the preferred embodiment of this section
Art effect is poor.
As shown in figure 3, in present embodiment, deformed bar 4 and nonprestressed reinforcement 3 are along concrete support stake
Periphery is set, and on same circle.So, the bending rigidity of concrete support stake 1, anti-bending bearing capacity and non-deformability be all
More preferably.
As shown in figure 3, in present embodiment, more deformed bars 4 in the semicircle of side and non-prestressed steel are excavated
Muscle 3 is uniformly arranged along semi arch, and more nonprestressed reinforcements 3 in the semicircle of no-dig technique side are also uniformly arranged along semi arch.So,
The bending rigidity of concrete support stake 1, anti-bending bearing capacity and non-deformability are all more preferable.
As shown in Fig. 2, Fig. 1, those skilled in the art calculate the recurvation of every concrete support stake according to inflection point method
Point belongs to common knowledge.Determine every concrete support stake inflection point after the length i.e. particular location of short transverse, this tool
In body embodiment, the length of the deformed bar 4 is the anti-of moment of flexure after concrete support stake stress where depth is preferably
Curved point extends downwardly 0~1 meter, more preferably 0.5~1 meter.The inflection point of moment of flexure, also there is the inflection point for claiming bending moment diagram.This area
Technical staff understands that deformed bar lower dead center refers to deformed bar lower end and the anchorage i.e. upper end of bearing plate 10 in construction
The contact point in face, in Fig. 1, refer to deformed bar lower end and the crosspoint of the long horizontal line of bearing plate 10.0~1 meter or 0.5~
1 meter, refer to from inflection point to deformed bar lower end the distance between upper surface contact point of bearing plate 10, in Fig. 1, be
Refer to from inflection point to deformed bar lower end the distance between crosspoint of long horizontal line of bearing plate 10.It will be seen from figure 1 that
Nonprestressed reinforcement is longer than deformed bar a lot, such as long 2~3 meters, and the length of deformed bar is short, and anchor bar needs
The quantity wanted is few, 3~4 as, and it is shorter, 0.3 meter or so as, and diameter is small.So from the description of this section, this
The technical staff in field understand, for length direction, using have prestressed reinforced concrete support pile ratio only with it is non-it is pre- should
The concrete support stake of power reinforcing bar, in addition to above-mentioned bending rigidity, anti-bending bearing capacity and non-deformability are all more preferable, also reduce steel
The dosage of muscle.
In present embodiment, the deformed bar 4 of the post stretching in concrete support stake 1 is unbonded prestressing tendon
One kind in reinforcing bar.As shown in figure 4, being equipped with sleeve pipe 14 outside every deformed bar 4, present embodiment middle sleeve 14 is adopted
With common PVC pipe.There is the gap for steel bar vertical movement between deformed bar 4 and sleeve pipe 14, the preferably internal diameter of sleeve pipe 14 is more than
3~the 4mm of nominal diameter of deformed bar 4.It is pre- to ensure that the upper and lower ends of sleeve pipe 14 prevent that concrete flowing mixture from penetrating into
The vertically movable device of the energy of stress reinforcing bar 4, it can be seen from common knowledge, deformed bar post stretching, first casting concrete, treats
Reach design strength 75% after prestressed reinforcement of tensioning is to form prestressed concrete member again, so casting concrete
When, if there is concrete flowing mixture to penetrate into sleeve pipe 14, solidified when to be tensioned and produced anchorage effect, can not during tensioning
It is vertically movable, it is impossible to realize tension technology effect.The anti-coagulation of the bottom 6 of the deformed bar 4 of present embodiment
It is sealing device that soil flowing mixture, which penetrates into device,.Its concrete structure is that the lower end outer wall of sleeve pipe 14 is provided with external screw thread, following
Anchorage be upper flange 16 that bearing plate 10 is provided with bearing plate, the external diameter of the upper flange 16 of bearing plate is outer with the lower end of sleeve pipe 14
Footpath is equal, the upper flange 16 of bearing plate it is cylindrical on also be provided with external screw thread, the external screw thread of the lower end of sleeve pipe 14 and bearing plate it is convex
The external screw thread of edge 16 is by the tapped thread seal of adapter sleeve 15, and certainly, the threaded connection place can twine sealant tape, and this is public
Know general knowledge, also repeat no more below.
As shown in figure 1, the sleeve pipe that the every top of deformed bar 4 includes being enclosed on outside it penetrates capping beam 2 and protrudes pressure
The top surface of back timber 2, the part of deformed bar 4 through capping beam 2 equally can be vertically movable in PVC sleeve pipes.The top surface of capping beam 2 is set
There is the tensioning fixing device 17 of deformed bar 4.Also there are title anchor, tensioning fixing device in the industry of tensioning fixing device 17
It is well understood that i.e. the end deformed bar by the tensioning equipment tensioning of prior art after, fixed by fixing device.Fixing device
Concrete structure is routine techniques, such as using metal washer, nut and is located at deformed bar top i.e. deformed bar stretching end 7
External screw thread threaded connection.The concrete structure of tensioning equipment is routine techniques, such as using connector through hydraulic tensioner
Draw, or directly using the hydraulic tensioner tensioning of carrying jig or handgrip.It can be seen from general knowledge, to prevent job site to top
Damage of tensioning fixing device 17 etc., the shield that can be set up defences at device seal closure.The anti-concrete flowing mixture of PVC cannula tips oozes
The device entered, it is possible to understand that the top of packaged tube 14 is directly stretched out on the top surface of capping beam 2, without having concrete flowing mixture
Penetrate into, certainly, can also typically set special rubber seal, or the tensioning fixing device 17 itself has played sealing
Effect is that is, sealing device, or the exclusion seal cover covered in tensioning fixing device 17 borrowed described in this section (are schemed
Not shown in).
As shown in figure 4, the deformed bar bottom 6 of the post stretching of concrete support stake 1 is connected with anchor.If prestressing force
Reinforcing bar 4 uses spiral or polished rod reinforcing bar, and its anchor is anchorage using matching with being located at the external screw thread of reinforcing bar lower end
Nut coordinates bearing plate 10 to use.If deformed bar uses steel strand wires, its anchor is that anchorage uses Extrusion anchor ground tackle, if but
If reclaiming deformed bar, steel strand wires and Extrusion anchor ground tackle cannot be used.The anchoring dress of the deformed bar bottom 6
Put, present embodiment is preferably using bearing plate 10 and the nut 12 being used cooperatively with bearing plate 10, the concrete support
The deformed bar bottom 6 of stake 1 sets external screw thread, and the external screw thread of the deformed bar bottom 6 is with that can be locked at the bottom of bearing plate 10
The nut 12 in face is threadedly coupled, and the nut 12 after locking fixes the bottom surface as being welded on bearing plate 10 using spot-welding technology.Certainly,
Internal thread can also be set in the endoporus such as centre bore of bearing plate 10, be threadedly coupled with the external screw thread of deformed bar bottom 6, only
It is that operation is convenient without nut is used, and does not adapt to the deformed bar of different-diameter.Being additionally provided with bearing plate 10 prevents
Concrete flowing mixture penetrates into be threadedly coupled the deformed bar 4 for sentencing concrete support stake 1 when ensureing to need and can rotate and taken off
Open the protective cover of bearing plate 10.In present embodiment, protective cover is divided into protective cover and low protection cover.The specific knot of upper protective cover
Structure is in epimere introduction：The lower end outer wall of sleeve pipe 14 is provided with external screw thread, and bearing plate 10 is provided with the upper flange 16 of bearing plate, held
The external diameter of the upper flange 16 of pressing plate is equal with the external diameter of the lower end of sleeve pipe 14, the upper flange 16 of bearing plate it is cylindrical on also be provided with outer spiral shell
The external screw thread of line, the external screw thread of the lower end of sleeve pipe 14 and the upper flange 16 of bearing plate is by the tapped thread seal of adapter sleeve 15.
The structure was both sealed to the above-mentioned lower end of sleeve pipe 14, and also the threaded connection place of bearing plate 10 and deformed bar is sealed simultaneously,
It is both the sealing device of the lower end of sleeve pipe 14, and bearing plate 10 and the upper protective cover of the threaded connection place of deformed bar lower end 6.
The concrete structure of low protection cover is, bearing plate 10 is provided with the lower flange 13 of bearing plate, the lower flange 13 of bearing plate it is cylindrical on set
There is external screw thread and be combined with tapped closure 9, the inner bottom surface of closure 9 is from the deformed bar bottom 6 fastened
Bottom face leaves space with anti-interference.
The more anchor bars extended downwardly 11 are additionally provided with bearing plate 10, specifically anchor bar can be welded on bearing plate
Bottom surface.Anchor bar can use on spiral or every polished rod reinforcing bar and fix the more anchor rods radially extended.
As shown in Figure 1, shown in Figure 5, in present embodiment, the reinforcing bar of the beam section 2 that bears down on one for nonprestressed reinforcement (in figure not
Show) and post stretching annular deformed bar 8, the annular deformed bar 8 of post stretching makes capping beam 2 form ring
Hoop, its purpose is to strengthen capping beam and concrete support stake overall structure.Section described in this section, those skilled in the art
Understand, refer to vertical section.As for its post stretching specific arrangement of the annular deformed bar 8 in capping beam steel reinforcement cage such as
Its internal diameter is covered to be more than the sleeve pipe of reinforcing bar external diameter and its sealing device at both ends, pour curing concrete, the annular prestressing force
The tensioning fixing device or anchor of reinforcing bar 8 and method for stretching etc. belong to routine techniques, not reinflated here.
The embodiment for the foundation ditch concrete support pilework preparation method that the live borehole of the present invention pours is as follows：
Stake holes is routinely dug as used drill hole of drilling machine, mud off is to be pressed into the mud in preprepared mud pit
Hole wall collapse is prevented in the hole being drilled.
Make supporting pile cages 5：
The cross section of concrete support pile cages is provided in round, and vertically extending non-stressed muscle 3 is tied up with steel reinforcement cage 5
Frame is fixed.
Deformed bar external diameter i.e. nominal of its internal diameter more than support pile will be put outside the deformed bar 4 of every post stretching
3~4mm of diameter PVC sleeve pipes.
The bearing plate 10 being connected with the deformed bar of the post stretching of support pile 1 is made, the welding of the bottom surface of bearing plate 10 is more
The anchor bar 11 that root extends downwardly, make the external screw thread at the deformed bar both ends of concrete support stake 1.PVC sets will be cased with
The deformed bar 4 of pipe, which is connected and sealed with bearing plate 10, forms deformed bar assembly.
Deformed bar assembly is arranged in the steel reinforcement cage 5 equipped with nonprestressed reinforcement 3 and fixed.Making coagulation
During the steel reinforcement cage 5 of native support pile 1, the quantity of deformed bar 4 for the post stretching being arranged in the semicircle of excavation of foundation pit side is more than non-pre-
The quantity of stress reinforcing bar 3, more deformed bars 4 are arranged adjacent each other at the interlude of semi arch, at remaining two fragment position of semi arch
Deformed bar 4 and the arranged for interval of nonprestressed reinforcement 3.Positioned at excavation of foundation pit side half in every concrete support stake 1
The reinforcing bar sum of arrangement is less than the reinforcing bar sum for not excavating side arrangement with respect to opposite side away from excavation of foundation pit side in circle.
The steel reinforcement cage 5 of concrete support stake 1 is put into the stake holes dug, it can be seen from general knowledge, can be extruded when putting in
The mud stayed in stake holes.When the steel reinforcement cage 5 of concrete support stake 1 makes and is seated in stake holes, the concrete support
The depth of the deformed bar 4 of stake 1 extends downwardly 0.5~1 meter for the inflection point of moment of flexure after the stress of place concrete support stake 1.
When the steel reinforcement cage 5 of concrete support stake 1 is put into the stake holes dug, makes to be disposed with more deformed bars 4 and Duo Gen is non-
The direction of the side semicircle face excavation of foundation pit of deformed bar 3, i.e. the side semicircle are located at that side by excavation area.
Supporting pile concrete is poured according to a conventional method and is conserved.
The steel reinforcement cage (not shown) of the capping beam 2 provided with nonprestressed reinforcement is made according to a conventional method, by concrete
The top of nonprestressed reinforcement 3 and the steel reinforcement cage of capping beam 2 in the steel reinforcement cage 5 of support pile 1 are fixed；In the structure of nonprestressed reinforcement 3
Into capping beam 2 steel reinforcement cage on set post stretching annular deformed bar 8.Also put outside the annular deformed bar
Sleeve pipe such as PVC sleeve pipes, the internal diameter of sleeve pipe is bigger 3~4mm than the internal diameter of deformed bar, and the both ends of PVC sleeve pipes also are provided with preventing liquid
The sealing device that state concrete penetrates into, and set tensioning fixing device or stretching and anchoring device (not shown).By concrete
Every of support pile 1 is cased with the deformed bar stretching end 7 of the deformed bar 1 i.e. reinforcing bar of top insertion capping beam 2 of PVC sleeve pipes
Cage, and stretch out the predetermined top of concrete of capping beam 2.
Capping beam concrete is poured according to a conventional method and is conserved.
In the top surface of capping beam 2 poured, deformed bar fixing device 17 or the anchoring of concrete support stake 1 are set
Device, while the PVC cannula tips outside the deformed bar of concrete support stake 1 are sealed.
After the 75% of design strength to be achieved again the deformed bar 8 of the annular of tensioning capping beam 1 with formed with ring hoop
The capping beam 2 of the prestressed concrete of effect；The pre- of tensioning concrete support stake 1 should again after the 75% of design strength to be achieved
Power reinforcing bar 4 is to form the support pile of prestressed concrete.
Above-mentioned two tensioning step disposably tensioning can be finished, fixes or anchored, and can be set protection tensioning and be fixed dress
The device put such as protective cover (not shown).
, can in the case where not influenceing the precondition of construction environment after the completion of the construction work of the agent structure of affiliated building
To put i.e. release stretching force and a recovery to the deformed bar 4 in concrete support stake 1：Dress is fixed in the tensioning for exiting stretching end
17 are put, deformed bar 4 is extracted out to reclaim with the opposite direction rotation of screw-in and from PVC sleeve pipes.
The preferred embodiment of the present invention is the foregoing is only, is not intended to limit the invention, for the technology of this area
For personnel, the present invention can have various modifications and variations.All any modifications within spirit of the invention and principle, made,
Equivalent substitution, improvement etc., should be included in the scope of the protection.
Claims (10)
1. the foundation ditch concrete support pilework that a kind of live borehole pours, including more mixing provided with vertical nonprestressed reinforcement
Native support pile and a capping beam for being provided with reinforcing bar are coagulated, is beared down on one at the top of the nonprestressed reinforcement of every concrete support stake with this
Beam anchors, it is characterised in that：The reinforcing bar that the every concrete support stake is located at excavation of foundation pit side should for more the pre- of post stretching
Power reinforcing bar and Duo Gen nonprestressed reinforcements, wherein sleeve pipe is equipped with outside every deformed bar, between deformed bar and sleeve pipe
There is the gap for steel bar vertical movement, sleeve pipe upper and lower ends have the concrete mix for preventing flowing to penetrate into ensure prestressing force
The vertically movable device of reinforcing bar energy, the band, which leaves to penetrate capping beam at the top of the deformed bar of gap sleeve and protrude, to bear down on one
Top surface of the beam, top surface of the beam are provided with deformed bar tensioning fixing device, and deformed bar bottom is connected with anchor.
2. the foundation ditch concrete support pilework that live borehole according to claim 1 pours, it is characterised in that：It is described pre-
The depth of stress reinforcing bar extends downwardly 0~1 meter for the inflection point of moment of flexure after the concrete support stake stress of place.
3. the foundation ditch concrete support pilework that live borehole according to claim 1 pours, it is characterised in that：It is described every
Bar cross section area in the stake of root concrete support positioned at excavation of foundation pit side is less than away from excavation of foundation pit side with respect to opposite side
Bar cross section area.
4. the foundation ditch concrete support pilework that the live borehole according to any one of claims 1 to 3 pours, it is special
Sign is：For circle, the deformed bar in the semicircle of excavation of foundation pit side is transversal for the cross section of the concrete support stake
Face area is more than nonprestressed reinforcement cross-sectional area, and more deformed bars are disposed adjacent the interlude in semi arch, semicircle
Deformed bar at remaining two fragment position of arc is arranged at intervals with nonprestressed reinforcement.
5. the foundation ditch concrete support pilework that live borehole according to claim 1 pours, it is characterised in that：The pressure
The reinforcing bar in back timber section is the annular deformed bar of nonprestressed reinforcement and post stretching, the annular prestress steel of post stretching
Muscle forms ring hoop to capping beam.
6. the foundation ditch concrete support pilework that live borehole according to claim 1 pours, it is characterised in that：It is described pre-
The anchor of stress reinforcing bar bottom is the bearing plate being used cooperatively with nut, and there is external screw thread the deformed bar bottom, institute
The external screw thread for stating deformed bar bottom is connected with the nut thread located at bearing plate bottom surface, and being additionally provided with the bearing plate prevents
The concrete mix of flowing penetrates into the protection that deformed bar energy rotational disengagement bearing plate when ensureing to need is sentenced in threaded connection
Cover.
7. the foundation ditch concrete support pilework that live borehole according to claim 6 pours, it is characterised in that：It is described to hold
The more anchor bars extended downwardly are additionally provided with pressing plate.
8. the preparation method for the foundation ditch concrete support pilework that any one scene borehole pours in a kind of claim 1~7,
The step of including making concrete support pile cages, the step being put into the steel reinforcement cage of concrete support stake in the stake holes dug
With the step of making capping beam steel reinforcement cage and it is follow-up by the top of the nonprestressed reinforcement in concrete support pile cages with pressing
The step that back timber steel reinforcement cage is fixed；It is characterized in that：
When making concrete support pile cages, vertically extending more are arranged in the side in concrete support pile cages
The deformed bar and Duo Gen nonprestressed reinforcements of post stretching；
When the steel reinforcement cage of concrete support stake is put into the stake holes dug, make the deformed bar for being disposed with more post stretching
With the direction of the side face excavation of foundation pit of more nonprestressed reinforcements；
The preparation method is further comprising the steps of：
Before the steel reinforcement cage of concrete support stake is completed, it is more than deformed bar by internal diameter is sleeved on outside every deformed bar
The sleeve pipe of external diameter；
Before the steel reinforcement cage of concrete support stake is put into stake holes, anchor is connected in deformed bar bottom, and described
Its lower end sets the concrete mix flowed when preventing from pouring to penetrate into ensure the vertically movable device of deformed bar energy,
The end is sealing device；
After the steel reinforcement cage of concrete support stake is put into stake holes, in follow-up construction, it is cased with internal diameter by every and is more than prestressing force
Reinforcing bar external diameter sleeve pipe deformed bar top insertion capping beam steel reinforcement cage, and be higher by the predetermined top of concrete of capping beam with
Continuous prestressed reinforced bar stretching fixing device after an action of the bowels；
The concrete mix flowed when cannula tip sets and prevents from pouring is penetrated into ensure that deformed bar can be vertically movable
Device；
The preparation method is further comprising the steps of：
In the top surface of the beam that bears down on one poured, the deformed bar tensioning fixing device of support pile is set；
When supporting pile concrete and capping beam concrete meet tensioning requirement, the deformed bar in concrete support stake is entered
Row tensioning, and it is fixed after the completion of tensioning.
9. the preparation method for the foundation ditch concrete support pilework that live borehole according to claim 8 pours, its feature
It is：The deformed bar of annular and follow-up is set on the steel reinforcement cage for the capping beam for also including forming in nonprestressed reinforcement
To annular deformed bar tensioning and fix to form capping beam ring hoop.
10. the preparation method for the foundation ditch concrete support pilework that live borehole according to claim 8 pours, its feature
It is：Also include making bearing plate and make the external screw thread of deformed bar bottom, make the external screw thread of deformed bar bottom with
Supporting and positioned at bearing plate bottom surface nut thread connects, and makes and install the concrete flowed when preventing from pouring on bearing plate
Mixture penetrates into threaded connection and sentences deformed bar energy rotational disengagement bearing plate protective cover when guarantee needs；And in affiliated main body
Rotated after the completion of construction work with the opposite direction of screw-in and extract deformed bar out.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710550306.8A CN107366289B (en) | 2017-06-29 | 2017-06-29 | Foundation pit concrete support pile structure formed by hole digging and pouring in site and manufacturing method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710550306.8A CN107366289B (en) | 2017-06-29 | 2017-06-29 | Foundation pit concrete support pile structure formed by hole digging and pouring in site and manufacturing method thereof |
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| CN107366289B CN107366289B (en) | 2022-09-09 |
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Cited By (3)
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| CN110937862A (en) * | 2019-09-06 | 2020-03-31 | 中国路桥工程有限责任公司 | Pavement material based on three-dimensional reconstruction model |
| CN114370051A (en) * | 2021-12-22 | 2022-04-19 | 江苏海洋大学 | Post-tensioned unbonded supporting pile capable of repeatedly utilizing prestressed reinforcement |
| CN114482022A (en) * | 2021-12-06 | 2022-05-13 | 中铁二院北方勘察设计有限责任公司 | Construction method of prestressed manual hole digging pile |
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| CN110937862A (en) * | 2019-09-06 | 2020-03-31 | 中国路桥工程有限责任公司 | Pavement material based on three-dimensional reconstruction model |
| CN110937862B (en) * | 2019-09-06 | 2022-03-25 | 中国路桥工程有限责任公司 | Pavement material based on three-dimensional reconstruction model |
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| CN114370051A (en) * | 2021-12-22 | 2022-04-19 | 江苏海洋大学 | Post-tensioned unbonded supporting pile capable of repeatedly utilizing prestressed reinforcement |
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