CN109056710B - Hard stratum steel pipe pile and construction method thereof - Google Patents

Hard stratum steel pipe pile and construction method thereof Download PDF

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Publication number
CN109056710B
CN109056710B CN201810973544.4A CN201810973544A CN109056710B CN 109056710 B CN109056710 B CN 109056710B CN 201810973544 A CN201810973544 A CN 201810973544A CN 109056710 B CN109056710 B CN 109056710B
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steel pipe
steel
drilling
concrete
reinforcement cage
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CN109056710A (en
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谢全鸿
雍翔
张效铭
蒙文武
周杰
杨闯
李臣
陈东川
刘瑞斌
漆涛
何煜民
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China Construction First Group Corp Ltd
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China Construction First Group Corp Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds

Abstract

The invention relates to the field of building construction, in particular to a steel pipe pile in a hard stratum and a construction method thereof. The utility model provides a stereoplasm ground steel-pipe pile, during the construction, when the steel pipe sinks to the stereoplasm ground can not further sink, stretch into through the rig and drill, then pour the concrete in drilling and steel pipe, compare in traditional mode, the construction method is simple, not only simplified the construction process by a wide margin, and can highly come to carry out coordinated control to the structural strength and the stability of steel-pipe pile through drilling depth and interior concrete of steel pipe, be convenient for guarantee the stability and the reliability of steel-pipe pile.

Description

Hard stratum steel pipe pile and construction method thereof
Technical Field
The invention relates to the field of building construction, in particular to a hard stratum steel pipe pile and a construction method thereof.
Background
In the technical field of building engineering, when river-crossing and river-crossing engineering is involved, if a river channel does not allow large ship carrying equipment to enter or enter as auxiliary construction equipment, an auxiliary construction channel is usually required to be arranged on the river channel so as to ensure smooth construction.
Present supplementary construction passageway is usually including pontoon, steel trestle and artifical island etc. of building, carries out the selection of corresponding structure to the actual construction condition in the difference, for example, to rivers comparatively torrential, should not choose for use the artifical river course of building island and pontoon structure as supplementary construction passageway, the steel trestle structure just becomes for comparatively common selection.
For the current steel trestle structure, mainly comprising a pier pile and a beam body arranged on the pier pile, the beam body is usually spliced by a plurality of berley pieces, the pier pile is usually a steel pipe pile, in the construction, the steel pipe pile needs to be driven into the soil layer, the length of the steel pipe pile entering the soil layer needs to reach the designed length, but in the actual construction, when the lower part of the steel pipe pile is a hard stratum such as a sand and gravel layer, the steel pipe pile is difficult to be driven continuously, so that the insertion depth of the steel pipe pile is not enough, in order to ensure the reliability of the steel pipe pile support, the current common method is to firstly arrange the steel pipe with larger diameter at the periphery of the designed position of the steel pipe pile, then drill a hole on the sand layer in the steel pipe, then pour concrete in the hole, insert the steel pipe pile into the concrete before the initial setting of the concrete, although the steel pipe pile structure can be more stable, the larger steel pipe needs to be arranged firstly, then, the operations of drilling, concrete pouring and steel pipe pile inserting are carried out in the large steel pipe, on one hand, the construction procedures of installation and dismantling are multiple, the construction cost and the construction period are greatly increased, and on the other hand, the steel pipe pile inserting is carried out in the large steel pipe, the bottom inserting alignment of the steel pipe pile is difficult to accurately ensure, so the construction precision of the steel pipe pile is difficult to control; on the other hand, the steel pipe pile is inserted before the initial setting of the concrete, so that the insertion depth of the steel pipe pile is difficult to control, and the problems of over-deep insertion and the like are easy to occur.
Therefore, at present, a steel pipe pile structure suitable for a sand-gravel layer and other hard strata needs to be designed, construction quality is conveniently guaranteed, and construction cost is reduced.
Disclosure of Invention
The invention aims to: aiming at the problems existing in the prior steel trestle structure, the steel pipe pile structure is suitable for hard strata such as a sand-gravel layer and the like, the construction quality is conveniently ensured, and the construction cost is reduced.
In order to achieve the purpose, the invention adopts the technical scheme that:
the bottom of each steel pipe is abutted against the hard stratum, a drill hole is formed in the hard stratum corresponding to the inner space of each steel pipe, concrete is poured into the drill hole, and the concrete continues to extend upwards after the drill hole is filled with the concrete, so that the part, forming a column, of the concrete is located in each steel pipe.
The utility model provides a stereoplasm ground steel-pipe pile, during the construction, when the steel pipe sinks to the stereoplasm ground can not further sink, stretch into through the rig and drill, then pour the concrete in the drilling, after the concrete is poured and is filled the drilling, continue to pour, make the concrete cylinder part that the sclerosis formed be located the drilling, partly is located the steel pipe, so, the realization is fixed to the steel pipe, compare in traditional mode, the construction mode is simple, not only simplify construction process by a wide margin, and highly coming the structural strength and the stability of steel-pipe pile to carry out coordinated control through the drilling degree of depth and the interior concrete of steel pipe, be convenient for guarantee the stability and the reliability of steel-pipe pile.
Preferably, the lower end of the steel pipe is embedded into the hard texture layer, so that the lower end of the steel pipe and the outer side wall of the lower end part of the steel pipe are attached to the hard texture layer. According to the mode, the lower end part of the steel pipe is embedded into the hard texture layer, and the hard stratum at the lower end part of the steel pipe is step-shaped, so that the hard stratum can play a good supporting role on the lower end and the peripheral side wall of the steel pipe, the structural strength and the stability of the steel pipe pile are further improved on the one hand, the steel pipe is positioned on the other hand, and the steel pipe is prevented from shifting in subsequent construction. Therefore, the construction quality of the steel pipe pile is improved, on the other hand, the hard ground layer at the lower end part also plays a role of a hoop, and the lower end of the steel pipe is prevented from being burst due to overlarge internal pressure, so that the structural stability of the steel pipe pile is further improved.
Preferably, the height of the concrete in the steel pipe is 1/4-1/3 of the length of the steel pipe. The inventors have found that when the concrete in the steel pipe adopts the above height, the steel pipe can be stabilized well.
Preferably, a sealing plate is further arranged at the top of the steel pipe. Through setting up the shrouding, make the steel pipe top level and smooth on the one hand, the convenience reliably supports superstructure, and on the other hand, the shrouding can also prevent that building rubbish and rainwater etc. from falling into the steel pipe, ensures that steel pipe inner wall and inside concrete are not damaged.
Preferably, the closing plate and the steel pipe are fixedly connected in a full-welding mode. So, the shrouding still plays the effect of strengthening the steel pipe top, reduces steel pipe top deformation risk.
Preferably, the outer edge of the sealing plate exceeds the outer wall of the steel pipe to form a flange plate, and a plurality of stiffening plates are arranged between the flange plate and the outer side wall of the steel pipe. Through this kind of mode, the area of further extension shrouding to through setting up the stiffening plate, also improved the reliability of being connected between shrouding and the steel pipe, and improve reliability and stability to superstructure support.
Preferably, a cross brace is connected between the adjacent steel pipes and is made of X-shaped cross sections. Through setting up the bridging, improve the stability of relative position between the steel pipe, also improved the holistic structural stability of steel-pipe pile and reliability.
Preferably, the sections of the cross braces are matched in a non-fixed connection mode. When the steel pipe pile is impacted, for example, when an earthquake occurs, the stress of each steel pipe is different, so in the application, the steel pipes are connected in a relatively flexible mode by adopting a non-fixed connection mode between the profiles of the cross braces, and thus, the support reliability of the steel pipe pile is further improved.
Preferably, the sealing plate is further provided with a parallel connection, and the parallel connection is connected with each steel pipe of the same steel pipe pile along the transverse bridge direction.
Preferably, the parallel connection comprises at least two I-shaped steels spliced with each other along the transverse bridge direction.
And the supporting platform for supporting the superstructure is formed by connecting each steel pipe of the same steel pipe pile through the arrangement of parallel connection.
Preferably, a reinforcement cage is further arranged in the concrete, the bottom of the reinforcement cage is located in the drill hole, and the top of the reinforcement cage is located in the steel pipe. Through setting up the structural strength that steel reinforcement cage improved concrete column in the steel pipe, further improvement to the reinforced reliability of steel pipe.
Preferably, the reinforcement cage comprises a plurality of stirrups vertically arranged on a main reinforcement and a plurality of hoops arranged on the main reinforcement, wherein the lower end of the main reinforcement is sharp and exceeds the hoops, and the main reinforcement is embedded in a hard texture layer at the bottom of the drilled hole. In the scheme of this application, set up vertical main muscle lower extreme into sharp-pointed form, pack into the drilling back at the steel reinforcement cage, make things convenient for the main muscle lower extreme to insert in the hard texture layer, so, be further improvement in the steel pipe support reliability of concrete column on the one hand to, when concrete placement, still reduced because of the concrete impact leads to the risk that the steel reinforcement cage shifted, further ensured the quality of pouring of concrete column in the steel pipe.
Preferably, the reinforcement cage adopts the reinforcing steel bar with the diameter of 16mm as the main reinforcement and the stirrup, the distance between the main reinforcement is 10cm, and the distance between the stirrups is 20 cm.
Preferably, the concrete is C30 concrete.
The application also discloses a construction method of the hard formation steel pipe pile, which comprises the following steps:
a. hoisting: hoisting the steel pipe to a designed position by using a hoisting device;
b. sinking: hammering the steel pipe by adopting a vibration hammer to insert the steel pipe into the soil layer until the lower end of the steel pipe reaches a hard stratum;
c. drilling: drilling a hard stratum below the inner space of the steel pipe by using drilling equipment, wherein the drilling depth is greater than or equal to the design depth of the steel pipe inserted into the stratum;
d. pouring concrete: and c, pouring concrete into the drilled hole formed in the step c, and continuing pouring after the drilled hole is filled with the concrete, so that the concrete is poured into the steel pipe and reaches the designed height.
By adopting the construction method, on the premise of ensuring that the formed steel pipe pile has good supporting reliability, compared with the traditional steel pipe pile structure, the construction is simplified, the construction cost can be greatly reduced, and the construction period can be greatly shortened; and moreover, the position precision of steel pipe construction can be conveniently ensured, and the construction quality of the steel pipe pile is improved.
Preferably, in the step c, before drilling, the steel pipe is connected to the front end of the cantilever bery beam to ensure that the steel pipe is in a vertical state during drilling. On the one hand, the infusion of the steel pipe is ensured, the construction quality of the steel pipe pile is ensured, on the other hand, the steel pipe is in a vertical state, and when the hole is drilled, the steel pipe can be used as a reference, so that the drilling is conveniently ensured to be vertical.
Preferably, when the hole is drilled to the lower end of the steel pipe, the drilling progress is reduced, and the cement is added to perform wall protection on the stratum side wall at the bottom opening of the steel pipe and then normally drill. When the hole is drilled to the lower end of the steel pipe, the lower end of the steel pipe is a junction of a soil layer and a hard stratum, so that the drilling progress is reduced, the damage to drilling machine equipment caused by stratum mutation is avoided, meanwhile, the detection of the slurry concentration is enhanced, and the wall is protected by heating the slurry, so that on one hand, the friction is reduced, the abrasion of a drill bit is reduced, and on the other hand, the danger of the collapse of the drilled hole is also prevented.
Preferably, a reinforcement cage is further arranged in the drill hole, the bottom of the reinforcement cage is located in the drill hole, the top of the reinforcement cage is located in the steel pipe, in the step d, the reinforcement cage is firstly lifted into the drill hole before concrete is poured, and then the concrete is poured. Through setting up the steel reinforcement cage, improve the structural strength of concrete in the steel pipe, and then improve the structural strength and the stability of steel-pipe pile.
Preferably, in the step d, after the reinforcement cage is placed in the drill hole, the reinforcement cage is hammered by a vibration hammer, so that the lower end part of the reinforcement cage is embedded into the ground below the drill hole. In the stereoplasm stratum of below with the lower tip embedding of steel reinforcement cage, be the structural stability who improves concrete pile in the steel pipe on the one hand, on the other hand, in still having avoided follow-up construction, for example when concrete placement, the steel reinforcement cage because of receiving the risk that the impact shifted, so improves the construction quality of concrete column in the steel pipe.
Preferably, in the step c, after the drilling is completed, the steel pipe is hammered by a vibration hammer so that the lower end portion of the steel pipe is embedded into the hard formation. The lower end part of the steel pipe is embedded into the hard stratum, so that the lower end part of the steel pipe is embedded into the hard texture layer, and the hard stratum at the lower end part of the steel pipe is step-shaped, so that the hard stratum can play a good supporting role on the lower end and the peripheral side wall of the steel pipe, on one hand, the structural strength and the stability of the steel pipe pile are further improved, on the other hand, the steel pipe is positioned, and the steel pipe is prevented from shifting in subsequent construction. On the other hand, the hard ground layer at the lower end part also plays a role of a hoop, and the lower end of the steel pipe is prevented from being burst due to overlarge internal pressure, so that the structural stability of the steel pipe pile is further improved; furthermore, in the drilling process, the drilling machine impacts the hard stratum, and after the drilling is completed, the edge part of the upper layer of the hard stratum is loose due to the impact, so that in the application, after the drilling is completed, the steel pipe is further impacted, the steel pipe further sinks to penetrate through the loose layer of the upper layer of the hard stratum, on one hand, the hard stratum forms a step to support the side wall of the bottom end of the steel pipe, on the other hand, the hard stratum can provide reliable support for the steel pipe in the vertical direction, and therefore the stability and the reliability of the steel pipe pile are further ensured.
More preferably, the depth of the lower end part of the steel pipe embedded into the hard formation is 1/10-1/9 of the drilling depth.
Preferably, the construction method of the steel pipe pile in the hard stratum further comprises the following steps: after the concrete in the steel pipe is poured, measuring the height of the top end of the steel pipe,
when the top end of the steel pipe is lower than the design height, hoisting the steel pipe sections with proper lengths for butt joint to enable the top end of the steel pipe to reach the design height;
and when the top end of the steel pipe is higher than the design height, cutting the top end of the steel pipe to enable the top end of the steel pipe to reach the design height. In the process of this application, the steel pipe strikes the cutting or the welding concatenation that carries out the steel pipe top again after the process finishes, has avoided strikeing the adverse effect that the in-process brought to the concatenation structure, also makes the steel pipe top more level and more smooth simultaneously, avoids the steel pipe top to bring adverse effect for follow-up construction because of strikeing the deformation.
Preferably, in the step e, when the top end of the steel pipe reaches the design height, a sealing plate is arranged at the top end of the steel pipe, then the stiffening plates are fully welded between the flange plates of the sealing plate and the outer side wall of the steel pipe, then the adjacent steel pipes are connected with the cross braces, and then the sealing plate is further provided with the I-shaped steel as the parallel connection.
Preferably, the steel pipe pile comprises a plurality of steel pipes, the steps a and b are carried out one by one, and then a bearing platform for bearing a drilling machine is erected among the steel pipes. In the construction method applied by the self, the bearing platform is arranged between the steel pipes, so that the stability of the steel pipes in the drilling process is further ensured while the drilling construction is facilitated.
Preferably, the bearing platform is built by using Bailey sheets.
The application also discloses a steel trestle,
the utility model provides a steel trestle, includes a plurality of steel-pipe piles and sets up the roof beam body on the steel-pipe pile, the roof beam body is provided with the abutment that is used for supporting the roof beam body along the river bank that the both ends in the same direction as the bridge correspond or on building the island be provided with the support section bar that is used for supporting beam body end of body on the abutment.
According to the steel trestle, the supporting section bars are arranged on the abutment, the stress area of the abutment is increased, the reliability of abutment supporting is further improved, and the height of the support can be adjusted by selecting the section bars with proper sizes, so that the height of a beam body at the abutment is adjusted;
specially, joint strength between the roof beam body and the support section bar is less than the roof beam body receives the impact and appears the intensity of damage, receives the impact force when the roof beam body is great, and the roof beam body breaks away from the section bar, and the overlap joint is on the abutment, so, receives the impact force when the roof beam body is great, has avoided the roof beam body to damage to, when the impact force is very big, the roof beam body overlap joint is on the abutment, provides further buffering by the abutment and supports to ensure workman and structural equipment's safety on the roof beam, reduce construction loss.
Preferably, the support section bar comprises at least two I-shaped steels arranged side by side, the lower side wing plates of the I-shaped steels are fixedly connected with the abutment, and the upper side wing plates of the I-shaped steels are fixedly connected. The I-shaped steel is adopted to form the supporting section bars side by side, the structure is simple, the acquisition is convenient, and the repeated utilization can be realized;
specially, the I-steel structure has the web to support in vertical, and the web is vertical platelike, and when the roof beam body received along the bridge to the load, the web can improve certain elastic deformation space, appears the risk of impact deformation when reducing the roof beam body and receiving along the bridge to assaulting.
Preferably, the beam body is arranged obliquely along the beam body segments at two ends along the bridge direction, a wedge-shaped cushion block is further arranged between the support profile and the beam body, the upper side of the wedge-shaped cushion block is inclined with the beam body, and the lower side of the wedge-shaped cushion block is connected with the support profile. The girder body festival section slope setting at roof beam body both ends is the slope form when the girder body overlap joint is on the abutment, more is favorable to the abutment to form progressively increased holding power to the girder body, provides the buffering support of crescent to this further reduction girder body damages to and ensure workman and structural equipment's on the roof beam safety, reduce construction loss.
Preferably, the soil body below the abutment is covered with an anti-scouring sandbag. The anti-scouring sandbag is arranged, so that the safety of the soil body below the abutment is ensured.
Preferably, the beam body includes a plurality of beam body segments, the beam body segments adopt the concatenation of bailey piece to form, the bailey piece sets up on the tie-up of steel-pipe pile, be provided with on the bailey piece with the connecting beam that the tie-up corresponds, the connecting beam sets up along the horizontal bridge to the pressfitting is in the upside of bailey piece lower chord the connecting beam with still be connected with the montant between the tie-up. The beam body sections are assembled to form the beam body, and the beam body sections are assembled to form the beam body, so that the assembly of the beam body is facilitated.
Preferably, a bridge deck structure is disposed on the beam body segments, the bridge deck structure including a plurality of first distribution beams laid on the beam bodies, and a plurality of second distribution beams laid on the first distribution beams, the first distribution beams being perpendicular to the second distribution beams, the bridge deck structure further including a bridge deck steel plate laid on the second distribution beams. The arrangement of the first and second distribution beams provides reliable support for the superstructure and loads on the one hand, and further enhances the structural strength of the beam body itself on the other hand.
Preferably, the beam body is fixedly connected with the first distribution beam, the first distribution beam is fixedly connected with the second distribution beam, and the second distribution beam is fixedly connected with the bridge deck steel plate.
Preferably, the first distribution beam is arranged on the i-beam along the transverse bridge direction, the lower side wing plate of the first distribution beam is fixedly connected with the beam body, the upper side wing plate of the first distribution beam is fixedly connected with the second distribution beam, the second distribution beam is arranged on the channel steel along the bridge direction, and the web plate of the second distribution beam is vertically arranged.
Preferably, adjacent second distribution beams are spaced apart, and the openings of the second distribution beam channel steel face to the middle of the beam body in the transverse bridge direction. The opening of channel-section steel is towards roof beam body middle part, can effectively avoid in the recess of embedding all notches such as debris.
Preferably, when the design position of the steel pipe pile is a hard ground and the steel pipe is difficult to insert to the design depth, the hard ground steel pipe pile is adopted. The steel trestle of this application adopts foretell stereoplasm ground steel-pipe pile for the steel-pipe pile that forms is reliable and stable, and has simplified construction process by a wide margin, has reduced construction cost.
The application also discloses a construction method of the steel trestle,
a construction method of a steel trestle comprises the following steps:
A. hoisting the steel pipe piles of the first span and the second span: constructing the steel pipe piles at the design positions of the steel pipe piles of the first span and the second span;
B. building a first span and a second span body: building a first span and a second span body on the steel pipe pile formed in the step A;
C. and (3) building a next span beam body: hoisting equipment lifts a next span beam body segment on the built beam body, and installation is carried out after alignment to form a cantilever beam structure;
D. and (3) steel pipe pile construction: c, moving the hoisting equipment to the cantilever beam structure in the step C, and constructing the steel pipe pile;
and D, repeating the steps C and D until the last span body segment is built.
According to the construction method, the hoisting equipment carries out span-by-span construction on the built beam body for the follow-up beam body and the steel pipe pile, the process of building a construction platform in a river channel is avoided, construction is simplified greatly, the construction period is shortened, and the construction cost is reduced.
Preferably, in the steps a and D, when the design position of the steel pipe pile is a hard ground layer and the steel pipe is difficult to insert to the design depth, a construction method of the steel pipe pile in the hard ground layer is adopted.
According to the construction method of the steel trestle, when the design position of the steel pipe pile is a hard stratum, the construction method of the steel pipe pile in the hard stratum is adopted, so that the safety and the reliability of the support of the steel pipe pile are further ensured; moreover, the construction process is greatly simplified, the construction period is shortened, and the construction cost is reduced.
Preferably, the step a further includes bridge abutment construction, and the bridge abutment is constructed before or during the first span and the second span steel pipe piles. Thus, the construction period is further shortened.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. according to the steel pipe pile in the hard stratum, during construction, when a steel pipe sinks to the hard stratum and cannot further sink, the steel pipe is stretched into a drill hole through a drilling machine to be drilled, then concrete is poured into the drill hole, after the drill hole is filled with the concrete, the concrete is continuously poured, so that a part of a concrete cylinder formed by hardening is located in the drill hole, and a part of the concrete cylinder is located in the steel pipe, so that the steel pipe is fixed;
2. according to the construction method of the steel pipe pile in the hard stratum, on the premise that the formed steel pipe pile has good supporting reliability, compared with the traditional steel pipe pile structure, construction is simplified, construction cost can be greatly reduced, and the construction period can be greatly shortened; and moreover, the position precision of steel pipe construction can be conveniently ensured, and the construction quality of the steel pipe pile is improved.
Drawings
FIG. 1 is a partial structural view of the lower end of a steel pipe pile in a hard formation;
FIG. 2 is a schematic view of a structure of a steel pipe pile and a beam body
Figure 3 is a structural schematic diagram of another view angle of the steel pipe pile and the beam body,
figure 4 is an enlarged view of a portion of figure 3 at a,
figure 5 is a structural schematic diagram of the steel trestle,
figure 6 is a schematic structural diagram at the bridge abutment of the steel trestle,
figure 7 is an enlarged view of a portion of figure 6 at B,
FIG. 8 is a schematic step diagram of a construction method of a steel trestle,
FIG. 9 is a block diagram showing steps of a construction method of a steel pipe pile in a hard formation,
the labels in the figure are: the method comprises the following steps of 1-steel pipe, 2-hard stratum, 3-soil layer, 4-concrete column, 5-sealing plate, 6-stiffening plate, 7-shear support, 8-parallel connection, 9-steel reinforcement cage, 10-beam body, 11-bridge abutment, 12-support section bar, 13-first distribution beam, 14-second distribution beam and 15-hoisting equipment.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1, as shown in figures 1-9,
the steel pipe pile for the hard stratum comprises at least two steel pipes 1, wherein the bottoms of the steel pipes 1 are abutted against a hard stratum 2, drill holes are formed in the hard stratum 2 corresponding to the inner space of the steel pipes 1, concrete is poured into the drill holes, the concrete continues to extend upwards after the drill holes are filled with the concrete, and the middle of the concrete forming a column body is located in the steel pipes 1.
The stereoplasm stratum steel-pipe pile of this embodiment, during the construction, when steel pipe 1 sinks to stereoplasm stratum 2 can not further sink, stretch into through the rig and drill, then pour the concrete in the drilling, after the concrete is poured and is filled the drilling, continue to pour, make 4 partly in the drilling of the concrete cylinder that the sclerosis formed, partly is located steel pipe 1, so, the realization is fixed to steel pipe 1, compare in traditional mode, the construction method is simple, not only simplify construction process by a wide margin, and can highly come to carry out coordinated control to steel-pipe pile's structural strength and stability through the drilling degree of depth and the interior concrete of steel pipe 1, be convenient for guarantee steel-pipe pile's stability and reliability.
As a further preferable mode, the lower end of the steel pipe 1 is embedded in the hard formation 2, and the lower end of the steel pipe 1 and the outer side walls of the lower end portion are bonded to the hard formation 2. In the mode, the lower end part of the steel pipe 1 is embedded into the hard stratum 2, and the hard stratum 2 at the lower end part of the steel pipe 1 is step-shaped, so that the hard stratum 2 can play a good supporting role on the lower end and the peripheral side wall of the steel pipe 1, the structural strength and the stability of the steel pipe pile are further improved on one hand, the steel pipe 1 is positioned on the other hand, and the steel pipe 1 is prevented from shifting in subsequent construction. Therefore, the construction quality of the steel pipe pile is improved, and on the other hand, the hard ground layer 2 at the lower end part also plays a role of a hoop, so that the lower end of the steel pipe 1 is prevented from being burst due to overlarge internal pressure, and the structural stability of the steel pipe pile is further improved.
More preferably, the height of the concrete in the steel pipe 1 is 1/4 to 1/3 of the length of the steel pipe 1. The inventors have found that when the concrete in the steel duct 1 adopts the above-mentioned height, the steel duct 1 can be stabilized well.
In a further preferred embodiment, a sealing plate 5 is further provided on the top of the steel pipe 1. Through setting up shrouding 5, make 1 top of steel pipe level and smooth on the one hand, the convenience reliably supports superstructure, and on the other hand, shrouding 5 can also prevent that building rubbish and rainwater etc. from falling into steel pipe 1, ensures that 1 inner wall of steel pipe and inside concrete are not damaged.
More preferably, the sealing plate 5 is fixedly connected to the steel pipe 1 by full-length welding. So, shrouding 5 still plays the effect of strengthening the 1 top of steel pipe, reduces 1 top of steel pipe and warp the risk.
As a further preferable mode, the outer edge of the sealing plate 5 exceeds the outer wall of the steel pipe 1 to form a flange plate, and a plurality of stiffening plates 6 are arranged between the flange plate and the outer side wall of the steel pipe 1. Through this kind of mode, the area of further extension shrouding 5 to through setting up stiffening plate 6, also improved the reliability of being connected between shrouding 5 and the steel pipe 1, and improve reliability and stability to superstructure support.
As a further preferable mode, a cross brace 7 is further connected between the adjacent steel pipes 1, and the cross brace 7 is made of cross sections in an X shape. Through setting up bridging 7, improve the stability of relative position between steel pipe 1, also improved the holistic structural stability of steel-pipe pile and reliability.
As a further preferred way, the profiles of the said scissors 7 are fitted with a non-fixed connection. When the steel pipe pile is impacted, for example, during an earthquake, the stress of each steel pipe 1 is different, so in this embodiment, the profiles of the cross braces 7 are connected in a non-fixed manner, and the steel pipes 1 are connected in a relatively flexible manner, so that the support reliability of the steel pipe pile is further improved.
As a further preferable mode, the sealing plate 5 is further provided with a parallel connection 8, and the parallel connection 8 connects the steel pipes 1 of the same steel pipe pile in the transverse bridge direction.
As a further preferable mode, the parallel connection 8 comprises at least two i-shaped steels spliced with each other along the transverse bridge direction.
And the parallel connection 8 is arranged to connect each steel pipe 1 of the same steel pipe pile to form a supporting platform for supporting the superstructure.
As a further preferable mode, a reinforcement cage 9 is further arranged in the concrete, the bottom of the reinforcement cage 9 is located in the drilled hole, and the top of the reinforcement cage 9 is located in the steel pipe 1. Through setting up steel reinforcement cage 9 and improving the structural strength of concrete column in 1 steel pipe, further improvement to the reinforced reliability of 1 steel pipe.
As a further preferable mode, the reinforcement cage 9 includes a plurality of stirrups vertically arranged on the main reinforcement and a plurality of hoops hooped on the main reinforcement, and the lower end of the main reinforcement is sharp and exceeds the hoops, and is embedded in the hard stratum 2 at the bottom of the borehole. In the scheme of this embodiment, set up vertical main muscle lower extreme into sharp-pointed form, pack into drilling at steel reinforcement cage 9 after, make things convenient for main muscle lower extreme to insert in the stereoplasm stratum 2, so, on the one hand is further improvement the support reliability of concrete column in steel pipe 1 to, when concrete placement, still reduced because of the risk that concrete impact leads to steel reinforcement cage 9 to shift, further guaranteed the quality of pouring of concrete column in steel pipe 1.
As a further preferable mode, the reinforcement cage 9 uses reinforcements with a diameter of 16mm as a main reinforcement and a stirrup, the distance between the main reinforcements is 10cm, and the distance between the stirrups is 20 cm.
In a further preferred embodiment, the concrete is C30 concrete.
Example 2, as shown in figures 1-9:
a construction method of a hard stratum steel pipe pile comprises the following steps:
a. hoisting: hoisting the steel pipe 1 to a designed position by using a hoisting device;
b. sinking: hammering the steel pipe 1 by using a vibration hammer to insert the steel pipe 1 into the soil layer until the lower end of the steel pipe 1 reaches the hard stratum 2;
c. drilling: drilling a hard stratum 2 below the inner space of the steel pipe 1 by using drilling equipment, wherein the drilling depth is greater than or equal to the design depth of the steel pipe 1 inserted into the stratum;
d. pouring concrete: and c, pouring concrete into the drilled hole formed in the step c, and continuing pouring after the drilled hole is filled with the concrete, so that the concrete is poured into the steel pipe 1 and reaches the designed height.
By adopting the construction method of the embodiment, on the premise of ensuring that the formed steel pipe pile has good support reliability, compared with the traditional steel pipe pile structure, the construction is simplified, the construction cost can be greatly reduced, and the construction period can be greatly shortened; in addition, the position precision of the steel pipe 1 construction can be conveniently ensured, and the steel pipe pile construction quality is improved.
As a further preferable mode, in the step c, the steel pipe 1 is connected to the front end of the cantilever bery beam before drilling, so that the steel pipe 1 is kept in a vertical state during drilling. On the one hand, the infusion of the steel pipe 1 is ensured, the construction quality of the steel pipe pile is ensured, on the other hand, the steel pipe 1 is in a vertical state, and when drilling is carried out, the steel pipe 1 can be used as a reference, so that the drilling is conveniently ensured to be vertical.
As a further preferable mode, when the hole is drilled to the lower end of the steel pipe 1, the drilling progress is reduced, and the cement is added to perform wall protection on the stratum side wall at the bottom opening of the steel pipe 1, and then the normal drilling is performed. When the hole is drilled to the lower end of the steel pipe 1, the lower end is the junction of the soil layer 3 and the hard stratum 2, so that the drilling progress is reduced, the damage to drilling machine equipment caused by stratum mutation is avoided, meanwhile, the detection of slurry concentration is enhanced, and the wall is protected by heating cement, so that the friction is reduced, the abrasion of a drill bit is reduced, and the danger of the collapse of the drilled hole is also prevented.
As a further preferable mode, a reinforcement cage 9 is further arranged in the drilled hole, the bottom of the reinforcement cage 9 is located in the drilled hole, the top of the reinforcement cage 9 is located in the steel pipe 1, in the step d, before the concrete is poured, the reinforcement cage 9 is firstly hoisted into the drilled hole, and then the concrete is poured. Through setting up steel reinforcement cage 9, improve the structural strength of concrete in 1 steel pipe, and then improve the structural strength and the stability of steel-pipe pile.
As a further preferable mode, in the step d, after the reinforcement cage 9 is placed in the borehole, the reinforcement cage 9 is hammered by a vibration hammer, so that the lower end part of the reinforcement cage 9 is embedded in the stratum below the borehole. With the lower tip embedding of steel reinforcement cage 9 in the stereoplasm stratum 2 of below, be the structural stability who improves the concrete pile in steel pipe 1 on the one hand, on the other hand, in still having avoided follow-up construction, for example when concrete placement, steel reinforcement cage 9 because of receiving the risk that the impact shifted, so improve the construction quality of concrete column in steel pipe 1.
In a further preferred embodiment, in the step c, after the drilling is completed, the steel pipe 1 is hammered with a vibration hammer so that the lower end portion of the steel pipe 1 is embedded in the hard formation 2. The lower end part of the steel pipe 1 is embedded into the hard stratum 2, so that the lower end part of the steel pipe 1 is embedded into the hard stratum 2, the hard stratum 2 at the lower end part of the steel pipe 1 is step-shaped, the hard stratum 2 can well support the lower end and the peripheral side wall of the steel pipe 1, on one hand, the structural strength and stability of the steel pipe pile are further improved, on the other hand, the steel pipe 1 is positioned, and the steel pipe 1 is prevented from shifting in subsequent construction. On the other hand, the hard ground layer 2 at the lower end part also plays a role of a hoop, and the lower end of the steel pipe 1 is prevented from being burst due to overlarge internal pressure, so that the structural stability of the steel pipe pile is further improved; furthermore, in the drilling process, the drilling machine impacts the hard stratum 2, and after the drilling is completed, the edge part of the upper layer of the hard stratum 2 is loosened due to the impact, so in the embodiment, after the drilling is completed, the steel pipe 1 is further impacted, the steel pipe 1 further sinks to penetrate through the loose layer of the upper layer part of the hard stratum 2, on one hand, the hard stratum 2 forms a step to support the side wall of the bottom end of the steel pipe 1, on the other hand, the hard stratum 2 can provide reliable support for the steel pipe 1 in the vertical direction, and thus, the stability and reliability of the steel pipe pile are further ensured.
Further preferably, the depth of the lower end portion of the steel pipe 1 inserted into the hard formation 2 is 1/10 to 1/9 times the depth of the drilled hole.
As a further preferable mode, the construction method of the steel pipe pile in the hard ground further includes step e, constructing the top end of the steel pipe 1: after the concrete in the steel pipe 1 is poured, measuring the height of the top end of the steel pipe 1,
when the top end of the steel pipe 1 is lower than the design height, hoisting sections of the steel pipe 1 with proper length for butt joint, and enabling the top end of the steel pipe 1 to reach the design height;
and when the top end of the steel pipe 1 is higher than the design height, cutting the top end of the steel pipe 1 to enable the top end of the steel pipe 1 to reach the design height. In the process of this embodiment, 1 steel pipe strikes the cutting or the welding concatenation that carries out 1 top of steel pipe after the process finishes, has avoided strikeing the adverse effect that the in-process brought to the concatenation structure, also makes 1 top of steel pipe more level and more smooth simultaneously, avoids 1 top of steel pipe to bring adverse effect for follow-up construction because of strikeing the deformation.
As a further preferable mode, in the step e, when the top end of the steel pipe 1 reaches the designed height, a sealing plate 5 is arranged at the top end of the steel pipe 1, then a stiffening plate 6 is fully welded between the flange plate of the sealing plate 5 and the outer side wall of the steel pipe 1, a shear brace 7 is further connected between adjacent steel pipes 1, and then an i-steel is further arranged on the sealing plate 5 as a parallel connection 8.
As a further preferable mode, the steel pipe pile comprises a plurality of steel pipes 1, steps a and b are carried out one by one, and then a bearing platform for bearing a drilling machine is erected between the steel pipes 1. In the construction method applied by the self, the bearing platform is arranged between the steel pipes 1, so that the stability of the steel pipes 1 in the drilling process is further ensured while the drilling construction is facilitated.
As a further preferable mode, the bearing platform is built by using a beret.
Example 3, as shown in figures 1-9,
the utility model provides a steel trestle, includes a plurality of steel-pipe piles and sets up roof beam body 10 on the steel-pipe pile, roof beam body 10 is provided with the abutment 11 that is used for supporting roof beam body 10 along the river bank that the both ends in the bridge direction correspond or on building the island be provided with the support section bar 12 that is used for supporting roof beam body 10 tip on the abutment 11.
In the steel trestle of the embodiment, the supporting section bar 12 is arranged on the abutment 11, so that the stress area of the abutment 11 is increased, the supporting reliability of the abutment 11 is further improved, and the height of the support can be adjusted by selecting a section bar with a proper size, so that the height of the beam body 10 at the abutment 11 is adjusted;
particularly, the connection strength between the beam body 10 and the supporting section bar 12 is less than the strength of the beam body 10 damaged by impact, when the beam body 10 is greatly impacted, the beam body 10 is separated from the section bar and is lapped on the bridge abutment 11, so that when the beam body 10 is greatly impacted, the damage of the beam body 10 is avoided, and when the impact force is particularly large, the beam body 10 is lapped on the bridge abutment 11, and further buffering support is provided by the bridge abutment 11, so that the safety of workers and structural equipment on the beam is ensured, and the construction loss is reduced.
As a further preferable mode, the supporting section 12 includes at least two i-beams arranged side by side, the lower side wing plates of the i-beams are fixedly connected with the abutment 11, and the upper side wing plates of the i-beams are fixedly connected with each other. The I-shaped steel is adopted to form the supporting section bars 12 side by side, so that the structure is simple, the acquisition is convenient, and the repeated utilization can be realized;
particularly, the I-shaped steel structure is vertically supported by webs, the webs are vertical plate-shaped, when the beam body 10 is subjected to load along the bridge direction, the webs can improve a certain elastic deformation space, and the risk of impact deformation when the beam body 10 is impacted along the bridge direction is reduced.
As a further preferable mode, the beam body segments at two ends of the beam body 10 along the bridge direction are arranged in an inclined manner, a wedge-shaped cushion block is further arranged between the support profile 12 and the beam body 10, the upper side of the wedge-shaped cushion block is in an inclined shape matched with the beam body 10, and the lower side of the wedge-shaped cushion block is connected with the support profile 12. The beam body segments at the two ends of the beam body 10 are obliquely arranged, and are inclined when the beam body 10 is lapped on the bridge abutment 11, so that the bridge abutment 11 can form gradually-increased supporting force on the beam body 10, gradually-increased buffer support is provided, the damage to the beam body 10 is further reduced, the safety of workers and structural equipment on the beam is ensured, and the construction loss is reduced.
As a further preferred mode, the soil body below the abutment 11 is covered with an anti-scouring sandbag. The anti-scouring sandbags are arranged, so that the safety of the soil body below the abutment 11 is ensured.
As a further preferred mode, the beam 10 includes a plurality of beam segments, the beam segments are formed by splicing bailey pieces, the bailey pieces are arranged on the parallel connection 8 of the steel pipe pile, a connecting cross beam corresponding to the parallel connection 8 is arranged on the bailey pieces, the connecting cross beam is arranged along the transverse bridge direction and is pressed on the upper side of the lower chord of the bailey piece, and a vertical rod is further connected between the connecting cross beam and the parallel connection 8. The bailey pieces are assembled to form the beam body sections, and the beam body sections are assembled to form the beam body 10, so that the beam body 10 is convenient to assemble.
As a further preferred way, a bridge deck structure is arranged on the beam body segments, the bridge deck structure comprising a plurality of first distribution beams 13 laid on the beam body 10, and a plurality of second distribution beams 14 arranged on the first distribution beams 13, the first distribution beams 13 being perpendicular to the second distribution beams 14, the bridge deck structure further comprising a bridge deck steel plate laid on the second distribution beams 14. The arrangement of the first and second distributor beams 13, 14 provides on the one hand a reliable support of the superstructure and the loads and on the other hand a further reinforcement of the structural strength of the beam body 10 itself.
As a further preferred mode, the beam body 10 and the first distribution beam 13, the first distribution beam 13 and the second distribution beam 14, and the second distribution beam 14 and the bridge deck steel plate are fixedly connected.
As a further preferred mode, the first distribution beam 13 is an i-beam disposed along the transverse bridge direction, the lower flange of the first distribution beam 13 is fixedly connected to the beam body 10, the upper flange of the first distribution beam 13 is fixedly connected to the second distribution beam 14, the second distribution beam 14 is a channel disposed along the bridge direction, and the web of the second distribution beam 14 is disposed vertically.
As a further preferred mode, adjacent second distribution beams 14 are spaced apart, and the channel steel of the second distribution beams 14 is opened towards the middle of the beam body 10 in the transverse bridge direction. The opening of channel-section steel is towards roof beam body 10 middle part, can effectively avoid in the recess of all notches of embedding such as debris.
In a further preferred embodiment, a hard ground steel pipe pile is used when the steel pipe pile is designed at a position of the hard ground 2 and the steel pipe 1 is difficult to be inserted to the designed depth. The steel trestle of this embodiment adopts foretell hard stratum steel-pipe pile for the steel-pipe pile that forms is reliable and stable, and has simplified construction process by a wide margin, has reduced construction cost.
The hard stratum steel pipe pile comprises at least two steel pipes 1, the bottoms of the steel pipes 1 are abutted against a hard stratum 2, drill holes are formed in the hard stratum 2 corresponding to the inner space of the steel pipes 1, concrete is poured into the drill holes, the concrete continues to extend upwards after the drill holes are filled with the concrete, and the part, forming a column body, of the concrete is located in the steel pipes 1.
The stereoplasm stratum steel-pipe pile of this embodiment, during the construction, when steel pipe 1 sinks to stereoplasm stratum 2 can not further sink, stretch into through the rig and drill, then pour the concrete in the drilling, after the concrete is poured and is filled the drilling, continue to pour, make 4 partly in the drilling of the concrete cylinder that the sclerosis formed, partly is located steel pipe 1, so, the realization is fixed to steel pipe 1, compare in traditional mode, the construction method is simple, not only simplify construction process by a wide margin, and can highly come to carry out coordinated control to steel-pipe pile's structural strength and stability through the drilling degree of depth and the interior concrete of steel pipe 1, be convenient for guarantee steel-pipe pile's stability and reliability.
As a further preferable mode, the lower end of the steel pipe 1 is embedded in the hard formation 2, and the lower end of the steel pipe 1 and the outer side walls of the lower end portion are bonded to the hard formation 2. In the mode, the lower end part of the steel pipe 1 is embedded into the hard stratum 2, and the hard stratum 2 at the lower end part of the steel pipe 1 is step-shaped, so that the hard stratum 2 can play a good supporting role on the lower end and the peripheral side wall of the steel pipe 1, the structural strength and the stability of the steel pipe pile are further improved on one hand, the steel pipe 1 is positioned on the other hand, and the steel pipe 1 is prevented from shifting in subsequent construction. Therefore, the construction quality of the steel pipe pile is improved, and on the other hand, the hard ground layer 2 at the lower end part also plays a role of a hoop, so that the lower end of the steel pipe 1 is prevented from being burst due to overlarge internal pressure, and the structural stability of the steel pipe pile is further improved.
More preferably, the height of the concrete in the steel pipe 1 is 1/4 to 1/3 of the length of the steel pipe 1. The inventors have found that when the concrete in the steel duct 1 adopts the above-mentioned height, the steel duct 1 can be stabilized well.
In a further preferred embodiment, a sealing plate 5 is further provided on the top of the steel pipe 1. Through setting up shrouding 5, make 1 top of steel pipe level and smooth on the one hand, the convenience reliably supports superstructure, and on the other hand, shrouding 5 can also prevent that building rubbish and rainwater etc. from falling into steel pipe 1, ensures that 1 inner wall of steel pipe and inside concrete are not damaged.
More preferably, the sealing plate 5 is fixedly connected to the steel pipe 1 by full-length welding. So, shrouding 5 still plays the effect of strengthening the 1 top of steel pipe, reduces 1 top of steel pipe and warp the risk.
As a further preferable mode, the outer edge of the sealing plate 5 exceeds the outer wall of the steel pipe 1 to form a flange plate, and a plurality of stiffening plates 6 are arranged between the flange plate and the outer side wall of the steel pipe 1. Through this kind of mode, the area of further extension shrouding 5 to through setting up stiffening plate 6, also improved the reliability of being connected between shrouding 5 and the steel pipe 1, and improve reliability and stability to superstructure support.
As a further preferable mode, a cross brace 7 is further connected between the adjacent steel pipes 1, and the cross brace 7 is made of cross sections in an X shape. Through setting up bridging 7, improve the stability of relative position between steel pipe 1, also improved the holistic structural stability of steel-pipe pile and reliability.
As a further preferred way, the profiles of the said scissors 7 are fitted with a non-fixed connection. When the steel pipe pile is impacted, for example, during an earthquake, the stress of each steel pipe 1 is different, so in this embodiment, the profiles of the cross braces 7 are connected in a non-fixed manner, and the steel pipes 1 are connected in a relatively flexible manner, so that the support reliability of the steel pipe pile is further improved.
As a further preferable mode, the sealing plate 5 is further provided with a parallel connection 8, and the parallel connection 8 connects the steel pipes 1 of the same steel pipe pile in the transverse bridge direction.
As a further preferable mode, the parallel connection 8 comprises at least two i-shaped steels spliced with each other along the transverse bridge direction.
And the parallel connection 8 is arranged to connect each steel pipe 1 of the same steel pipe pile to form a supporting platform for supporting the superstructure.
As a further preferable mode, a reinforcement cage 9 is further arranged in the concrete, the bottom of the reinforcement cage 9 is located in the drilled hole, and the top of the reinforcement cage 9 is located in the steel pipe 1. Through setting up steel reinforcement cage 9 and improving the structural strength of concrete column in 1 steel pipe, further improvement to the reinforced reliability of 1 steel pipe.
As a further preferable mode, the reinforcement cage 9 includes a plurality of stirrups vertically arranged on the main reinforcement and a plurality of hoops hooped on the main reinforcement, and the lower end of the main reinforcement is sharp and exceeds the hoops, and is embedded in the hard stratum 2 at the bottom of the borehole. In the scheme of this embodiment, set up vertical main muscle lower extreme into sharp-pointed form, pack into drilling at steel reinforcement cage 9 after, make things convenient for main muscle lower extreme to insert in the stereoplasm stratum 2, so, on the one hand is further improvement the support reliability of concrete column in steel pipe 1 to, when concrete placement, still reduced because of the risk that concrete impact leads to steel reinforcement cage 9 to shift, further guaranteed the quality of pouring of concrete column in steel pipe 1.
As a further preferable mode, the reinforcement cage 9 uses reinforcements with a diameter of 16mm as a main reinforcement and a stirrup, the distance between the main reinforcements is 10cm, and the distance between the stirrups is 20 cm.
In a further preferred embodiment, the concrete is C30 concrete
Example 4, as shown in figures 1-9:
a construction method of a steel trestle comprises the following steps:
A. hoisting the steel pipe piles of the first span and the second span: constructing the steel pipe piles at the design positions of the steel pipe piles of the first span and the second span;
B. building a first span and a second span body 10: building a first span and a second span body 10 on the steel pipe pile formed in the step A;
C. and (3) building the next span beam body 10: the hoisting equipment 15 hoists the next span beam body segment on the built beam body 10, and the next span beam body segment is installed after alignment to form a cantilever beam structure;
D. and (3) steel pipe pile construction: c, moving the hoisting equipment 15 to the cantilever beam structure in the step C, and constructing the steel pipe pile;
and D, repeating the steps C and D until the last span body segment is built.
According to the construction method, the hoisting equipment 15 carries out span-by-span construction on the constructed beam 10 for the follow-up beam 10 and the steel pipe pile, so that the process of constructing a construction platform in a river channel is avoided, the construction is greatly simplified, the construction period is shortened, and the construction cost is reduced.
In a further preferred embodiment, in the steps a and D, when the steel pipe pile is designed at the hard ground layer 2 and the steel pipe 1 is difficult to be inserted to the designed depth, a construction method of the hard ground steel pipe pile is adopted.
According to the construction method of the steel trestle, when the design position of the steel pipe pile is the hard stratum 2, the construction method of the steel pipe pile in the hard stratum is adopted, so that the safety and the reliability of the support of the steel pipe pile are further ensured; moreover, the construction process is greatly simplified, the construction period is shortened, and the construction cost is reduced.
The construction method of the hard stratum steel pipe pile comprises the following steps:
a. hoisting: hoisting the steel pipe 1 to a designed position by using a hoisting device;
b. sinking: hammering the steel pipe 1 by using a vibration hammer to insert the steel pipe 1 into the soil layer until the lower end of the steel pipe 1 reaches the hard stratum 2;
c. drilling: drilling a hard stratum 2 below the inner space of the steel pipe 1 by using drilling equipment, wherein the drilling depth is greater than or equal to the design depth of the steel pipe 1 inserted into the stratum;
d. pouring concrete: and c, pouring concrete into the drilled hole formed in the step c, and continuing pouring after the drilled hole is filled with the concrete, so that the concrete is poured into the steel pipe 1 and reaches the designed height.
By adopting the construction method of the embodiment, on the premise of ensuring that the formed steel pipe pile has good support reliability, compared with the traditional steel pipe pile structure, the construction is simplified, the construction cost can be greatly reduced, and the construction period can be greatly shortened; in addition, the position precision of the steel pipe 1 construction can be conveniently ensured, and the steel pipe pile construction quality is improved.
As a further preferable mode, in the step c, the steel pipe 1 is connected to the front end of the cantilever bery beam before drilling, so that the steel pipe 1 is kept in a vertical state during drilling. On the one hand, the infusion of the steel pipe 1 is ensured, the construction quality of the steel pipe pile is ensured, on the other hand, the steel pipe 1 is in a vertical state, and when drilling is carried out, the steel pipe 1 can be used as a reference, so that the drilling is conveniently ensured to be vertical.
As a further preferable mode, when the hole is drilled to the lower end of the steel pipe 1, the drilling progress is reduced, and the cement is added to perform wall protection on the stratum side wall at the bottom opening of the steel pipe 1, and then the normal drilling is performed. When the hole is drilled to the lower end of the steel pipe 1, the lower end is the junction of the soil layer 3 and the hard stratum 2, so that the drilling progress is reduced, the damage to drilling machine equipment caused by stratum mutation is avoided, meanwhile, the detection of slurry concentration is enhanced, and the wall is protected by heating cement, so that the friction is reduced, the abrasion of a drill bit is reduced, and the danger of the collapse of the drilled hole is also prevented.
As a further preferable mode, a reinforcement cage 9 is further arranged in the drilled hole, the bottom of the reinforcement cage 9 is located in the drilled hole, the top of the reinforcement cage 9 is located in the steel pipe 1, in the step d, before the concrete is poured, the reinforcement cage 9 is firstly hoisted into the drilled hole, and then the concrete is poured. Through setting up steel reinforcement cage 9, improve the structural strength of concrete in 1 steel pipe, and then improve the structural strength and the stability of steel-pipe pile.
As a further preferable mode, in the step d, after the reinforcement cage 9 is placed in the borehole, the reinforcement cage 9 is hammered by a vibration hammer, so that the lower end part of the reinforcement cage 9 is embedded in the stratum below the borehole. With the lower tip embedding of steel reinforcement cage 9 in the stereoplasm stratum 2 of below, be the structural stability who improves the concrete pile in steel pipe 1 on the one hand, on the other hand, in still having avoided follow-up construction, for example when concrete placement, steel reinforcement cage 9 because of receiving the risk that the impact shifted, so improve the construction quality of concrete column in steel pipe 1.
In a further preferred embodiment, in the step c, after the drilling is completed, the steel pipe 1 is hammered with a vibration hammer so that the lower end portion of the steel pipe 1 is embedded in the hard formation 2. The lower end part of the steel pipe 1 is embedded into the hard stratum 2, so that the lower end part of the steel pipe 1 is embedded into the hard stratum 2, the hard stratum 2 at the lower end part of the steel pipe 1 is step-shaped, the hard stratum 2 can well support the lower end and the peripheral side wall of the steel pipe 1, on one hand, the structural strength and stability of the steel pipe pile are further improved, on the other hand, the steel pipe 1 is positioned, and the steel pipe 1 is prevented from shifting in subsequent construction. On the other hand, the hard ground layer 2 at the lower end part also plays a role of a hoop, and the lower end of the steel pipe 1 is prevented from being burst due to overlarge internal pressure, so that the structural stability of the steel pipe pile is further improved; furthermore, in the drilling process, the drilling machine impacts the hard stratum 2, and after the drilling is completed, the edge part of the upper layer of the hard stratum 2 is loosened due to the impact, so in the embodiment, after the drilling is completed, the steel pipe 1 is further impacted, the steel pipe 1 further sinks to penetrate through the loose layer of the upper layer part of the hard stratum 2, on one hand, the hard stratum 2 forms a step to support the side wall of the bottom end of the steel pipe 1, on the other hand, the hard stratum 2 can provide reliable support for the steel pipe 1 in the vertical direction, and thus, the stability and reliability of the steel pipe pile are further ensured.
Further preferably, the depth of the lower end portion of the steel pipe 1 inserted into the hard formation 2 is 1/10 to 1/9 times the depth of the drilled hole.
In a further preferred embodiment, the method for constructing a steel pipe pile in a hard ground 2 further comprises the steps of e, constructing the top end of the steel pipe 1: after the concrete in the steel pipe 1 is poured, measuring the height of the top end of the steel pipe 1,
when the top end of the steel pipe 1 is lower than the design height, hoisting sections of the steel pipe 1 with proper length for butt joint, and enabling the top end of the steel pipe 1 to reach the design height;
and when the top end of the steel pipe 1 is higher than the design height, cutting the top end of the steel pipe 1 to enable the top end of the steel pipe 1 to reach the design height. In the process of this embodiment, 1 steel pipe strikes the cutting or the welding concatenation that carries out 1 top of steel pipe after the process finishes, has avoided strikeing the adverse effect that the in-process brought to the concatenation structure, also makes 1 top of steel pipe more level and more smooth simultaneously, avoids 1 top of steel pipe to bring adverse effect for follow-up construction because of strikeing the deformation.
As a further preferable mode, in the step e, when the top end of the steel pipe 1 reaches the designed height, a sealing plate 5 is arranged at the top end of the steel pipe 1, then a stiffening plate 6 is fully welded between the flange plate of the sealing plate 5 and the outer side wall of the steel pipe 1, a shear brace 7 is further connected between adjacent steel pipes 1, and then an i-steel is further arranged on the sealing plate 5 as a parallel connection 8.
As a further preferable mode, the steel pipe pile comprises a plurality of steel pipes 1, steps a and b are carried out one by one, and then a bearing platform for bearing a drilling machine is erected between the steel pipes 1. In the construction method applied by the self, the bearing platform is arranged between the steel pipes 1, so that the stability of the steel pipes 1 in the drilling process is further ensured while the drilling construction is facilitated.
As a further preferred mode, the bearing platform is built by adopting a bailey sheet
As a further preferable mode, the step a further includes constructing the abutment 11, and the abutment 11 is constructed before or during the first-span and second-span steel pipe piles. Thus, the construction period is further shortened.
The above embodiments are only used for illustrating the invention and not for limiting the technical solutions described in the invention, and although the present invention has been described in detail in the present specification with reference to the above embodiments, the present invention is not limited to the above embodiments, and therefore, any modification or equivalent replacement of the present invention is made; all such modifications and variations are intended to be included herein within the scope of this disclosure and the appended claims.

Claims (10)

1. A hard stratum steel pipe pile is characterized in that: including two piece at least steel pipes, adopt the vibratory hammer hammering steel pipe, make the steel pipe insert the soil layer, until the steel pipe lower extreme to the stereoplasm ground, steel pipe bottom and stereoplasm ground looks butt, be provided with the drilling on the stereoplasm ground that steel pipe inner space corresponds, after the drilling finishes, adopt the vibratory hammer hammering steel pipe again, make the lower tip of steel pipe imbed in the stereoplasm ground, make the lower extreme of steel pipe and the lateral wall of lower tip with the stereoplasm ground laminates mutually, the stereoplasm ground of steel pipe lower tip is the step form, the concrete has been poured in the drilling, concrete pouring is full continues upwards extending after the drilling, makes its part that the concrete formed the cylinder is located in the steel pipe still be provided with the steel reinforcement cage in the concrete, the steel reinforcement cage bottom part is located in the drilling, the top is located in the steel pipe.
2. The hard formation steel pipe pile according to claim 1, characterized in that: the steel reinforcement cage includes that a plurality of vertical settings are in main muscle and a plurality of hoop in stirrup on the main muscle, main muscle lower extreme is sharp-pointed form and surpasss the hoop, the steel reinforcement cage is placed in the drilling after, adopts the vibratory hammer hammering steel reinforcement cage, makes the lower tip embedding of steel reinforcement cage is in the stratum of drilling below.
3. The hard formation steel pipe pile according to claim 1 or 2, characterized in that: and a sealing plate is also arranged at the top of the steel pipe.
4. The hard formation steel pipe pile according to claim 3, characterized in that: the outer edge of the sealing plate exceeds the outer wall of the steel pipe to form a flange plate, and a plurality of stiffening plates are arranged between the flange plate and the outer side wall of the steel pipe.
5. The hard formation steel pipe pile according to claim 4, characterized in that: and the sealing plate is also provided with a parallel connection which is connected with each steel pipe of the same steel pipe pile along the transverse bridge direction.
6. A construction method of a hard stratum steel pipe pile is characterized by comprising the following steps: the method comprises the following steps:
a. hoisting: hoisting the steel pipe to a designed position by using a hoisting device;
b. sinking: hammering the steel pipe by adopting a vibration hammer to insert the steel pipe into the soil layer until the lower end of the steel pipe reaches a hard stratum;
c. drilling: c, drilling a hard stratum below the inner space of the steel pipe by using drilling equipment, wherein the drilling depth is greater than or equal to the design depth of the steel pipe inserted into the stratum, in the step c, after the drilling is finished, hammering the steel pipe by using a vibration hammer to enable the lower end part of the steel pipe to be embedded into the hard stratum, and the hard stratum at the lower end part of the steel pipe is step-shaped;
d. pouring concrete: and c, pouring concrete into the drilled hole formed in the step c, and continuing pouring after the drilled hole is filled with the concrete, so that the concrete is poured into the steel pipe and reaches the designed height.
7. The construction method according to claim 6, wherein: and c, before drilling, connecting the steel pipe with the front end of the cantilever bailey beam to ensure that the steel pipe is in a vertical state during drilling.
8. The construction method according to claim 6, wherein: and when the hole is drilled to the lower end of the steel pipe, the drilling progress is reduced, and the cement is added to perform wall protection on the stratum side wall at the bottom opening of the steel pipe and then normally drill.
9. The construction method according to claim 6, wherein: and c, a reinforcement cage is further arranged in the drill hole, the bottom of the reinforcement cage is located in the drill hole, the top of the reinforcement cage is located in the steel pipe, the reinforcement cage is lifted to the interior of the drill hole before concrete pouring, then concrete pouring is carried out, and in the step d, the reinforcement cage is hammered by a vibrating hammer after being placed in the drill hole, so that the lower end part of the reinforcement cage is embedded into the stratum below the drill hole.
10. The construction method according to any one of claims 6 to 8, characterized in that: and step e, steel pipe top construction: after concrete in the steel pipe is poured, measuring the height of the top end of the steel pipe, and when the top end of the steel pipe is lower than the design height, hoisting the steel pipe sections with proper lengths for butt joint to enable the top end of the steel pipe to reach the design height; when the top end of the steel pipe is higher than the design height, the top end of the steel pipe is cut to enable the top end of the steel pipe to reach the design height, and after the steel pipe impact process is finished, the top end of the steel pipe is cut or welded and spliced.
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