CN206941607U - The foundation ditch concrete support pilework that live borehole pours - Google Patents

Abstract

The utility model discloses the foundation ditch concrete support pilework that a kind of live borehole pours, 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

The foundation ditch concrete support pilework that live borehole pours

Technical field

Engineering construction technology field is the utility model is related to, is especially the foundation ditch coagulation that a kind of live borehole pours Native supporting pile structure.

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.

Utility model content

A technical problem to be solved in the utility model, which is to provide one kind, can strengthen concrete support stake single pile and coagulation The foundation ditch concrete that the integrally-built bending rigidity of native support pile and anti-bending bearing capacity and the live borehole of non-deformability pour Supporting pile structure.

A technical solution of the present utility model is to provide the foundation ditch concrete support stake 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 mixed Coagulate and 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 The reinforcing bar of side is the deformed bar and Duo Gen nonprestressed reinforcements of more post stretching, wherein being equipped with outside every deformed bar Sleeve pipe, there is the gap for steel bar vertical movement between deformed bar and sleeve pipe, sleeve pipe upper and lower ends have prevent from flowing to mix Solidifying native mixture is penetrated into ensure the vertically movable device of deformed bar energy, and the band leaves the deformed bar of gap sleeve Top 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 is connected with anchor.

After above structure, the utility model has advantages below：Because every concrete support stake is opened positioned at foundation ditch The reinforcing bar for digging side is the deformed bar and Duo Gen nonprestressed reinforcements of more post stretching, i.e. the reinforcing bar of the side uses prestress steel Muscle and nonprestressed reinforcement mixing cloth muscle, if both having overcome if the side all uses post-tensioning prestressed steel, before its tensioning The shortcomings that insufficient strength of the single concrete support stake, and because the side increases on the basis of member-retaining portion nonprestressed reinforcement Post-tensioning prestressed steel is added, the intensity of deformed bar is generally more than one times of nonprestressed reinforcement intensity, in addition, should The deformed bar after tensioning of side makes the concrete of support pile be pressurized in advance, it is possible to reduce deformation, enhances every after tensioning Root concrete support stake reply no-dig technique side is the compression of compressive region and the bending rigidity for excavating the side i.e. tension of tensile region With anti-bending bearing capacity and non-deformability；Again due to penetrating capping beam at the top of the deformed bar of every post stretching and protruding pressure Back timber 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 anchoring Capping beam at the top of concrete support stake and its is formed firm overall a, increasing by device, the deformed bar after tensioning Strong concrete support stake with concrete support stake between each other and common work of the concrete support stake with capping beam between each other With so as to improve concrete support pilework overall bending rigidity and anti-bending bearing capacity and non-deformability, so as to effectively Ground ensure that 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 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.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, The bending rigidity and anti-bending bearing capacity and non-deformability of every concrete support stake further after enhancing tensioning.

Being improved as further, deformed bar and nonprestressed reinforcement are set along concrete support stake periphery, and On same circle, so, the bending rigidity and anti-bending bearing capacity and non-deformability of every concrete support stake are more preferable.

As still further improving again, more deformed bars in the semicircle of side and nonprestressed reinforcement are excavated along semi arch It is uniformly arranged, more nonprestressed reinforcements in the semicircle of no-dig technique side are also uniformly arranged along semi arch, so, every concrete branch The bending rigidity and anti-bending bearing capacity and non-deformability of fender pile are more preferable.

As improvement still 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 forms ring hoop to capping beam.So, the post stretching after tensioning Annular deformed bar make capping beam integral firmness more preferable, so as to further enhancing concrete support stake and capping beam Mutual collective effect, further increase the overall bending rigidity and anti-bending bearing capacity and anti-of concrete support pilework Deformability.

Improved as further again, the anchor of the deformed bar bottom is to be held with what nut was used cooperatively There is external screw thread pressing plate, the deformed bar bottom, and the external screw thread of the deformed bar bottom is with being located at bearing plate bottom surface Nut thread connects, and being additionally provided with the bearing plate prevents the concrete mix of flowing penetrates into threaded connection and sentenced from ensureing needs When deformed bar energy rotational disengagement bearing plate protective cover.After this structure, applied in the agent structure of affiliated building After the completion of work engineering, rotated with the opposite direction of screw-in and extract deformed bar out, remove and recycle prestress steel therein The operation of muscle becomes very simple, reduces waste, has saved resource, reduces 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 a kind of embodiment supporting pile structure overall schematic of the utility model.

Fig. 2 is the utility model supporting pile structure pressure-bearing principle schematic.

Fig. 3 is concrete support stake cross-sectional structure schematic diagram in a kind of embodiment supporting pile structure of the utility model.

Fig. 4 is the structure of connection bearing plate in deformed bar lower end in a kind of embodiment supporting pile structure of the utility model Schematic diagram.

Fig. 5 is capping beam overlooking the structure diagram in a kind of embodiment supporting pile structure of the utility model.

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

Specific embodiment of the present utility model is described further below in conjunction with the accompanying drawings.Herein it is to be understood that, It is used to help understand the utility model for the explanation of these embodiments, but does not form to restriction of the present utility model.This Outside, if technical characteristic involved in the various embodiments of the utility model disclosed below and technological means each other it Between do not form conflict can be mutually combined.

The foundation ditch concrete support pilework that the utility model scene borehole pours, and belong to armored concrete support pile Add the type of inner supporting structure.As shown in figure 1, the foundation ditch concrete support pilework that the utility model scene borehole pours, bag Include the more concrete support stakes 1 for being provided with vertical nonprestressed reinforcement and a capping beam 2 for being provided with reinforcing bar, every concrete branch The top of fender pile 1 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 utility model scene borehole pours is such as Under：

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.

Preferred embodiment of the present utility model is the foregoing is only, is not limited to the utility model, for ability For the technical staff in domain, the utility model can have various modifications and variations.It is all the utility model spirit and principle within, Any modification, equivalent substitution and improvements made etc., should be included within the scope of protection of the utility model.

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 2 pours, it is characterised in that：It is described pre- The depth of stress reinforcing bar extends downwardly 0.5~1 meter for the inflection point of moment of flexure after the concrete support stake stress of place.

4. 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.

5. the foundation ditch concrete support pilework that the live borehole according to any one of Claims 1 to 4 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.

6. the foundation ditch concrete support pilework that live borehole according to claim 5 pours, it is characterised in that：Prestressing force Reinforcing bar and nonprestressed reinforcement are set along concrete support stake periphery, and on same circle.

7. the foundation ditch concrete support pilework that live borehole according to claim 6 pours, it is characterised in that：Excavate side More deformed bars and nonprestressed reinforcement in semicircle are uniformly arranged along semi arch, and more in the semicircle of no-dig technique side are non-pre- Stress reinforcing bar is also uniformly arranged along semi arch.

8. 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.

9. 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.

10. the foundation ditch concrete support pilework that live borehole according to claim 9 pours, it is characterised in that：It is described The more anchor bars extended downwardly are additionally provided with bearing plate.