CN109989346B - Bridge large-diameter precast concrete tubular column foundation and construction method thereof - Google Patents
Bridge large-diameter precast concrete tubular column foundation and construction method thereof Download PDFInfo
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- CN109989346B CN109989346B CN201910021408.XA CN201910021408A CN109989346B CN 109989346 B CN109989346 B CN 109989346B CN 201910021408 A CN201910021408 A CN 201910021408A CN 109989346 B CN109989346 B CN 109989346B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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Abstract
The invention discloses a bridge large-diameter precast concrete tubular column foundation, which comprises the following components: the pipe column body comprises a pipe column bottom section, a plurality of standard pipe column sections and a pipe column top section which are sequentially connected from bottom to top, wherein the pipe column body is of a hollow sleeve structure and is vertically positioned in a soil layer, and the bottom of the pipe column body is sealed by bottom sealing concrete; the connecting section is positioned on the soil layer and is of a solid structure, and the lower end of the connecting section is connected with the column top section and the upper end of the connecting section is directly connected with the pier column. The invention also discloses a construction method of the bridge large-diameter precast concrete pipe column foundation, and the assembled construction of the bridge pipe column foundation is completed by prefabricating the large-diameter pipe column and adopting a static pressure method to be matched with small cutter suction dredger equipment on site. The invention does not need a bearing platform after the construction of the tubular column foundation is completed, reduces the cost, shortens the construction period, has high prefabrication assembly degree and has wide application prospect.
Description
Technical Field
The invention relates to the technical field of bridge foundation construction structures. More particularly, the present invention relates to a large-diameter precast concrete tubular foundation for a land bridge and a construction method thereof.
Background
With the rapid development of Chinese economy, the urban transportation demand is rapidly increased, and the urban bridge has wider application in urban construction as the urban congestion can be relieved due to the great improvement of the traffic capacity. The lower structure of the municipal bridge usually adopts a structure form of 'bored pile + bearing platform + pier stud', and the bored pile has the advantages of mechanized operation and convenient construction; the reinforcement cage and the concrete can be processed and distributed in a centralized way, so that the operation is convenient; the construction method has the advantages of high construction speed, mature process, safe and reliable construction process and the like, and is widely applied to bridge foundations at present.
At present, two common construction processes of cast-in-place piles are mainly used. The first method is a slurry dado method, in which piles are formed by in situ hole-forming and concrete-pouring by means of a drilling machine (percussion drill, rotary drill, etc.). The wall is protected by mud for preventing the hole from collapsing during drilling. And (3) removing drilling slag and soil scraps through mud circulation, and clearing holes to remove sediment at the bottom of the holes after reaching the designed depth. The construction process comprises leveling a field, preparing slurry, burying a protective cylinder, installing a drilling machine, positioning, drilling holes, cleaning the holes, checking the holes, installing a reinforcement cage and pouring underwater concrete. At present, large-diameter bored piles are constructed by the process in large-scale projects such as high-rise buildings, bridges and the like, and the diameter of the piles is more than 2.5 m. The second method is a full sleeve construction method, which is mainly characterized in that a full sleeve wall is adopted, slurry and clear holes are not needed in the construction process, the friction between the steel sleeve and the soil layer is reduced by utilizing the shaking of a shaking device, the steel sleeve is pressed in while shaking, and meanwhile, the soil is excavated by utilizing a grab bucket. The general construction process is as follows: leveling a site, installing a drilling machine, constructing a sleeve, drilling holes, installing a reinforcement cage, pouring concrete, drawing the sleeve and checking pile forming quality.
However, the structural form of 'bored piles + bearing platforms + pier columns' of the lower structure of the urban bridge has poor formation deformation adaptability, the appearance influence is serious after pavement settlement, the structural size of the bearing platforms greatly influences the passing space under the bridge, and the problems of large consumption of structural construction materials, low pore-forming speed, long construction period, difficult construction quality control and the like exist in the adoption of the bored piles as the foundation; the construction process of the bored pile also has certain defects, the construction slurry and the drilling slag cause serious pollution to surrounding vegetation soil, surface water and underground water, large construction noise exists in construction, the underwater concrete pouring quality is difficult to ensure, the prefabrication assembly degree is low, and the like.
Disclosure of Invention
The invention aims to provide a large-diameter precast concrete pipe column foundation of a bridge and a construction method thereof, wherein the large-diameter pipe column is precast, and the static pressure method is adopted on site to be matched with small cutter suction dredger equipment to complete the assembly construction of the bridge foundation, so that a bearing platform is not needed after the construction, the cost is reduced, the construction period is shortened, the prefabrication assembly degree is high, and the large-diameter precast concrete pipe column foundation has wide application prospect.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a bridge large-diameter precast concrete tubular foundation comprising: the pipe column body comprises a pipe column bottom section, a plurality of standard pipe column sections and a pipe column top section which are sequentially connected from bottom to top, wherein the pipe column body is of a hollow sleeve structure and is vertically positioned in a soil layer, and the bottom of the pipe column body is sealed by bottom sealing concrete; the connecting section is positioned on the soil layer and is of a solid structure, and the lower end of the connecting section is connected with the column top section and the upper end of the connecting section is directly connected with the pier column.
Preferably, the diameter of the pipe column body is 2-4 m, the wall thickness is 25-35 cm, and the height of the back cover concrete is 2-5 m.
Preferably, the inner side of the bottom section of the pipe column is provided with a blade foot tread, and the blade foot is coated with a blade foot steel plate.
Preferably, the connection among the pipe column bottom section, the multi-section standard pipe column section and the pipe column top section is welded, flanged bolt connection or mechanical joint connection.
Preferably, the pipe column body is of a concrete structure, and double-layer reinforcing steel bars are arranged in the concrete.
The invention also provides a construction method of the bridge large-diameter precast concrete tubular column foundation, which comprises the following steps:
s1: sinking the bottom section of the pipe column by adopting a non-drainage submerged technology and a static pressure method;
s2: connecting the first section of standard tubular column section with the tubular column bottom section, and sinking the first section of standard tubular column section by adopting a non-drainage underwater sinking process combined with a static pressure method;
s3: sequentially connecting a second section of standard tubular column section on the first section of standard tubular column section, sinking the second section of standard tubular column section by adopting a non-drainage underwater sinking process and a static pressure method, connecting a third section of standard tubular column section on the second section of standard tubular column section, sinking the third section of standard tubular column section by adopting a non-drainage underwater sinking process and a static pressure method, connecting an N section of standard tubular column section on the N-1 section of standard tubular column section, and sinking the N section of standard tubular column section by adopting a non-drainage underwater sinking process and a static pressure method;
s4: connecting the column top section on the N-section standard column section, and sinking the column top section by adopting a non-drainage underwater sinking process combined with a static pressure method;
s5: constructing bottom sealing concrete at the bottom section of the pipe column;
s6: and (5) constructing a connecting section.
Preferably, before step S1, the pipe column body to be constructed is first segmented, then the segmented pipe column bottom section, the segmented standard pipe column section and the segmented pipe column top section are prefabricated in a prefabricating factory, and finally transported to a construction site.
Preferably, the non-drainage underwater sinking process is constructed by cutter suction dredger; the static pressure method is to apply static pressure load on the upper surface of the pipe column; only applying static pressure load under the soft soil layer; and connecting the UHPC section on the pipe column below the bedrock layer, and hammering the UHPC section through a heavy hammer to assist the pipe column to sink.
Preferably, the specific method for constructing the connecting section in the step S6 is as follows: and installing a bottom template on the top section of the pipe column, binding reinforcing steel bars of the connecting section, installing the template of the connecting section, and finally carrying out cast-in-situ construction of the connecting section.
Preferably, in the non-drainage submerged process, a slag discharging pipe is vertically positioned at the center of a pipe column foundation, and a dredging mechanism is arranged at the lower end of the slag discharging pipe and comprises:
the inner ring of the fixing ring is connected to the slag discharging pipe through a plurality of connecting rods, and the fixing ring is exactly and horizontally clamped in the clamping groove at the inner side of the cutting edge foot;
the rotating sleeve is positioned below the fixed ring and sleeved outside the slag discharge pipe, and the rotating sleeve is driven to rotate around the central axis of the slag discharge pipe through the driving mechanism;
the outer dredge drill bits are arranged at equal intervals along the circumference of the deslagging pipe and are connected through a support rod horizontally fixed on the upper part of the rotary sleeve, and the outer dredge drill bits are obliquely arranged downwards far away from the center of the deslagging pipe;
the inner dredge drill bits are a plurality of and are arranged at equal intervals along the circumference of the deslagging pipe, the inner dredge drill bits are connected through a lantern ring fixed at the lower part of the rotary sleeve, and the inner dredge drill bits are also arranged in a manner of being inclined downwards away from the center of the deslagging pipe.
The invention at least comprises the following beneficial effects:
(1) The large-diameter precast concrete tubular column structure adopts a form without a bearing platform, is directly connected with the pier column, has strong adaptability to stratum settlement deformation, and has large under-bridge passing space;
(2) The prefabricated concrete pipe column foundation has large diameter, the side friction resistance stressed area is increased, the side friction resistance and the end resistance can be fully exerted, the vertical bearing capacity load of the foundation is improved, and meanwhile, the stability of the pipe column foundation is increased;
(3) Double-layer steel bars are arranged on the large-diameter pipe column foundation, so that the concrete strength is improved, the horizontal bearing capacity is high, and the bending resistance is high;
(4) The pipe column is prefabricated in a factory, the quality of the pipe column is guaranteed, maintenance time is not needed in site construction after foundation construction, the construction period can be shortened, and the prefabrication assembly degree is high;
(5) The weight of the loading block is intuitively controllable in the process of sinking the pipe column under static pressure, so that the vertical bearing performance of the pipe column foundation can be preliminarily judged through the construction static pressure load and the pile pressing coefficient, and the construction quality and the bearing performance of the pipe column foundation are ensured;
(6) The construction process of the precast concrete pipe column does not need slurry wall protection, the noise is low, and the construction process is environment-friendly;
(7) The precast concrete pipe column adopts a hollow thin-wall structure, saves steel and cement, has lower manufacturing cost, obvious economic benefit and social benefit and wide application prospect.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic diagram of the construction of a column foundation of the present invention;
FIG. 2 is a drawing of a sinking construction of a bottom section of a pipe string of the present invention;
FIG. 3 is a drawing of a standard pipe string section of the present invention in a sinking configuration;
FIG. 4 is a drawing of a sinking construction of a top section of the pipe string of the present invention;
FIG. 5 is a construction view of the back cover concrete of the present invention;
figure 6 is a construction drawing of a connection section of the present invention,
FIG. 7 is a schematic view of the construction of the dredger of the present invention.
Reference numerals illustrate:
1. the bottom section of the pipe column, 2, the standard pipe column section, 3, the top section of the pipe column, 4, a cutting edge steel plate, 5, bottom sealing concrete, 6, a connecting section, 7, a pier column, 8, a capping beam, 9, a bedrock layer, 10, a sandy soil layer, 11, a soft soil layer, 12, a dredging mechanism, 13, a slag discharging pipe, 121, a fixing ring, 122, a supporting rod, 123, an outer dredging drill, 124 and an inner dredging drill.
Detailed Description
The present invention is described in further detail below with reference to the drawings to enable those skilled in the art to practice the invention by referring to the description.
It should be noted that the experimental methods described in the following embodiments, unless otherwise specified, are all conventional methods, and the reagents and materials, unless otherwise specified, are all commercially available; in the description of the present invention, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus are not to be construed as limiting the present invention.
As shown in fig. 1, the present invention provides a bridge large-diameter precast concrete tubular foundation comprising: the pipe column body comprises a pipe column bottom section 1, a plurality of standard pipe column sections 2 and a pipe column top section 3 which are sequentially connected from bottom to top, wherein the pipe column body is of a hollow sleeve structure and is vertically positioned in a soil layer, and the bottom of the pipe column body is sealed through bottom sealing concrete 5; the connecting section 6 is positioned on the soil layer and is of a solid structure, and the lower end of the connecting section 6 is connected with the column top section 3 and the upper end of the connecting section is directly connected with the pier column 7.
In the above technical scheme, the existing tubular column foundation is a multi-pile cap structure, a plurality of concrete cast-in-situ piles are connected with pier columns 7 through caps, the pier columns 7 are connected with capping beams 8 again, in addition, the diameter of the existing cast-in-situ concrete cast-in-situ pile is generally below 2.5m, and the performance required to bear load cannot be achieved in certain construction, so that the multi-pile cap structure needs caps as connection. The invention adopts the structure form of the large-diameter precast concrete pipe column, the pipe column body is divided into a plurality of sections, the pipe column bottom section 1, the multi-section standard pipe column section 2 and the pipe column top section 3 are prefabricated in advance, and the on-site assembly can not only achieve assembly type construction and improve the on-site construction efficiency, but also realize the direct connection of the pier column 7, adopts the form without a bearing platform, expands the passing space under the bridge deck, and in addition, the pipe column body adopts a hollow thin-wall structure, thereby greatly saving the consumption of steel and cement, reducing the cost and having obvious economic benefit. The connecting section 6 is of a solid cast-in-place concrete structure, adopts a UHPC structure and is used for connecting the pipe column body and the pier column 7 on the upper part.
In another technical scheme, the diameter of the pipe column body is 2-4 m, the wall thickness is 25-35 cm, and the height of the back cover concrete 5 is 2-5 m. The diameter and the wall thickness of the pipe column body are reasonably set according to the bearing capacity requirement, and the height of the back cover concrete 5 is reasonably arranged according to specific soil conditions.
In another technical scheme, a cutting edge with a cutting edge tread is arranged on the inner side of the pipe column bottom section 1, and the cutting edge is coated with a cutting edge steel plate 4. The pipe column bottom section 1 is provided with a blade foot, a horizontal supporting surface is arranged below the blade foot and is a blade foot tread, more than the blade foot tread is a blade foot inclined surface, and the blade foot inclined surfaces are all arranged on the inner side of the prefabricated pipe column bottom section 1, and meanwhile, the blade foot is reinforced by a blade foot steel plate 4 to prevent the blade foot tread from being damaged.
In another technical scheme, the connection among the tubular column bottom section 1, the multi-section standard tubular column section 2 and the tubular column top section 3 adopts welding, flange bolt connection or mechanical joint connection. The adopted connecting structure needs to ensure the pile body quality, ensure the structural integrity, the shearing resistance and the like to meet the design requirements. In addition, the mechanical joint can be a tooth-on type joint, a buckle type joint, a grouting sleeve joint, a threaded joint, an I-shaped joint and the like.
In another technical scheme, the tubular column body is of a concrete structure, and double-layer reinforcing steel bars are arranged in the concrete. The pipe column body is prefabricated in a segment-by-segment matching mode in a prefabrication processing plant, double-layer steel bars are arranged in each segment of concrete, the concrete strength is improved, and the horizontal bearing capacity and the bending strength of the pipe column segment are improved.
As shown in fig. 2 to 6, the construction method of the bridge large-diameter precast concrete tubular column foundation comprises the following steps:
s1: sinking the bottom section 1 of the pipe column by adopting a non-drainage submerged technology and a static pressure method; the pipe column bottom section 1 adopts a non-drainage underwater sinking process, and the soft soil layer is mainly loaded with static pressure and matched with cutter suction dredger equipment, so that the sinking process of the pipe column bottom section 1 is stable and balanced; when the sinking process of the pipe column is inclined, dredging and adjusting through cutter suction equipment; controlling the water level in the pipe column in the excavation process, and keeping the water level inside and outside the pipe column to meet the design requirement; when the sinking of the tubular pile bottom section 1 is blocked, the mud digging management in the pile is reinforced according to the actual situation, meanwhile, the water level difference inside and outside the pile is adjusted, and after the tubular pile bottom section 1 is sunk to the designated elevation, the static pressure load is removed;
s2: connecting the first section of standard tubular column section 2 with the tubular column bottom section 1, and sinking the first section of standard tubular column section 2 by adopting a non-drainage submerged process in combination with a static pressure method; when the pipe column bottom section 1 is sunk to the designed height, a first section of standard pipe column section 2 is hoisted on site and is structurally connected with the pipe column bottom section 1; after the pipe column section is connected up, loading static pressure on the first section of standard pipe column section 2 continuously;
s3: sequentially connecting a second section of standard tubular column section 2 on the first section of standard tubular column section 2, sinking the second section of standard tubular column section 2 by adopting an un-draining underwater sinking process and a static pressure method, connecting a third section of standard tubular column section 2 on the second section of standard tubular column section 2, sinking the third section of standard tubular column section 2 by adopting an un-draining underwater sinking process and a static pressure method, connecting an N section of standard tubular column section 2 on the N-1 standard tubular column section 2, and sinking the N section of standard tubular column section 2 by adopting an un-draining underwater sinking process and a static pressure method;
s4: connecting a tubular column top section 3 on the Nth standard tubular column section 2, and sinking the tubular column top section 3 by adopting a non-drainage submerged process in combination with a static pressure method; the connection and sinking process of the multi-section standard pipe column section 2 and the pipe column top section 3 are consistent with that of the pipe column bottom section 1, and the partial sand at the front section of the pipe column foundation is excavated by mainly utilizing cutter suction dredger to reduce the friction resistance and end resistance of the sinking side of the pipe column, and the stable sinking of the pipe column sections is ensured by the self weight and static pressure load of the pipe column, such as the sand layer 10 and the soft soil layer 11 shown in fig. 2 and 3; after the pipe column bottom section 1 enters the rock layer, as shown in the bedrock layer 9 of fig. 4, a heavy hammer is adopted to perform auxiliary sinking, so that the design elevation and penetration requirements are met; in order to prevent the top of the pipe column from being damaged by hammering, a special UHPC section is connected to the top of the pipe column, and the pipe pile is removed after the pipe pile is completed;
s5: constructing bottom sealing concrete 5 on the bottom section 1 of the pipe column; as shown in fig. 5, after the elevation of the pipe column bottom meets the design requirement, removing the cutter-suction device at the pipe column bottom; and installing a concrete pouring guide pipe, pouring the bottom sealing concrete 5 of the tubular column foundation, and improving the end resistance of the tubular column foundation.
S6: constructing a connecting section 6, as shown in fig. 6, installing a bottom template on the tubular column top section 3, binding reinforcing steel bars of the connecting section 6, installing the template of the connecting section 6, and finally carrying out cast-in-situ construction on the connecting section 6; the foundation and the bottom template under the connecting section 6 of the pier stud 7 are installed through the embedded bolts, the bottom template is not required to be recovered, the steel bars of the connecting section 6 on the top section 3 of the pipe column are arranged and formed according to the design requirement, and the steel bars of the connecting section 6 are bound; installing a connecting section 6 template, and pouring concrete of the connecting section 6 of the tubular column body and the pier column 7; and after the construction of the connecting section 6 of the pipe column body and the pier column 7 is completed, the pipe column body and the pier column 7 enter the bridge pier column 7 and the capping beam 8 for construction.
In the technical scheme, firstly, positioning and mounting of the first section of the tubular column bottom section 1 of the precast concrete tubular column are carried out, after the tubular column bottom section 1 is sunk in place, connection and mounting and sinking of the standard tubular column section 2 are carried out, finally, the precast tubular pile top section 3 is constructed, sinking construction of all sections of the tubular column can be carried out by adopting a static pressure process, a cutter suction dredge technology is matched, and a hammering method is matched and adopted to assist sinking through mounting of a special UHPC tubular column section when necessary. According to the construction method, the large-diameter pile foundation adopts the hollow cylindrical structure, so that the side friction resistance and end resistance characteristics of the large-diameter pile foundation can be fully exerted; the large-diameter prefabricated pipe column adopts an assembly type construction process, so that the construction is convenient and quick, and the efficacy is high; the pile forming process does not need slurry wall protection, has low noise, and has the advantages of short construction period, time and material saving, high operation efficiency, environment protection and the like. The construction method is suitable for construction of the large-diameter tubular column foundation of the urban bridge.
In another technical scheme, before step S1, the pipe column body to be constructed is firstly segmented, then the segmented pipe column bottom section 1, the segmented standard pipe column section 2 and the pipe column top section 3 are prefabricated in a prefabrication factory, and finally the pipe column is transported to a construction site.
In the technical scheme, the lengths of all the sections of the tubular column body are reasonably divided through checking the bending resistance of the structure, and the joint of all the sections is avoided from being the point with the maximum bending moment. Prefabricating the segments in a prefabrication process plant, and then transporting the segments to a construction site for assembly construction. Before construction, field leveling is carried out on a pipe column foundation construction area, paying-off is measured, and the accurate position of the prefabricated pipe column is determined. After the prefabrication of the tubular column bottom section 1 is completed, the tubular column bottom section is transported to the site, lifted to a design position through equipment, accurately positioned in measurement, and the plane position and the perpendicularity of the tubular column are ensured to meet the design requirements. And installing cutter suction type dredger, wherein the cutter suction type dredger is installed at the lower part of the tubular column bottom section 1, the soil at the bottom of the prefabricated tubular column is excavated, the resistance of the tubular column end is reduced, and the drilling slag at the bottom of the tubular column is discharged out of the hole through the cutter suction type dredger.
In another technical scheme, the non-drainage underwater sinking process is constructed by cutter suction dredger equipment; the static pressure method is to apply static pressure load on the upper surface of the pipe column; only static pressure load is applied under soft soil layers such as sandy soil layer 10 and soft soil layer 11; and connecting a UHPC section on the pipe column below the bedrock layer 9, and hammering the UHPC section through a heavy hammer to assist the pipe column to sink.
In another technical solution, as shown in fig. 7, in the non-drainage submerged process, a slag discharging pipe 13 is vertically located at the center of a pipe column foundation, and a dredge mechanism 12 is disposed at the lower end of the slag discharging pipe 13, and includes: the inner ring of the fixed ring 121 is connected to the slag discharging pipe 13 through a plurality of connecting rods, and the fixed ring 121 is just and horizontally clamped in a clamping groove at the inner side of the cutting edge foot; a rotating sleeve which is positioned below the fixed ring 121 and sleeved outside the slag discharging pipe 13, and the rotating sleeve is driven to rotate around the central axis of the slag discharging pipe 13 by a driving mechanism; the outer dredge drill bits 123 are arranged at equal intervals along the circumferential direction of the deslagging pipe 13, the outer dredge drill bits 123 are connected through a supporting rod 122 horizontally fixed on the upper part of the rotary sleeve, and the outer dredge drill bits 123 are obliquely arranged downwards far away from the center of the deslagging pipe 13; the inner dredge bits 124 are multiple and uniformly arranged at intervals along the circumference of the deslagging pipe 13, the inner dredge bits 124 are connected through a lantern ring fixed at the lower part of the rotating sleeve, and the inner dredge bits 124 are also obliquely arranged downwards away from the center of the deslagging pipe 13.
In the above technical solution, the equipment is optimally integrated by combining the dredge 12 and the slag discharge pipe 13. The fixing ring 121 can be clamped in the clamping groove on the inner side of the blade foot, so that the position of the slag discharging pipe 13 is stable, the mud is conveniently and stably dredged and discharged, and two or more fixing rings 121 can be arranged as required; the rotary sleeve can be driven to rotate by being connected with a driving mechanism on the ground of a construction site, so that the outer dredge bit 123 and the inner dredge bit 124 are driven to rotate, and dredge is realized; the combination of the outer and inner dredge bits 123 and 124 achieves sufficient dredging and improves dredging efficiency, and in addition, the inclined acute angle of the inner dredge bit 124 with the vertical direction is smaller than that of the outer dredge bit 123 with the vertical direction, the inner dredge bit 124 mainly digs downwards, and the outer dredge bit 123 expands outwards to dig.
In combination with the design condition of a municipal viaduct foundation of the Wuhan, when the pipe column foundation of the invention has the same overall performance as the cast-in-situ bored concrete pile, such as bearing capacity, the concrete dosage is compared with the following table:
under the general geological condition, when the pipe column foundation has the same overall performance as the cast-in-situ bored concrete pile, such as bearing capacity, and the like, the prefabricated pipe column foundation has larger diameter, so that the single excavation amount is increased, but the on-site construction does not need to carry out foundation pouring and maintenance construction, and the construction efficiency is greatly improved.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (7)
1. The construction method of the bridge large-diameter precast concrete tubular column foundation is characterized by comprising the following steps of: the pipe column body comprises a pipe column bottom section, a plurality of standard pipe column sections and a pipe column top section which are sequentially connected from bottom to top, wherein the pipe column body is of a hollow sleeve structure and is vertically positioned in a soil layer, and the bottom of the pipe column body is sealed by bottom sealing concrete; the connecting section is positioned on the soil layer and is of a solid structure, and the lower end of the connecting section is connected with the top section of the column, and the upper end of the connecting section is directly connected with the pier column; the diameter of the pipe column body is 2-4 m, the wall thickness is 25-35 cm, and the height of the back cover concrete is 2-5 m; the pipe column body is of a concrete structure, and double-layer reinforcing steel bars are arranged in the concrete;
the construction method of the bridge large-diameter precast concrete tubular column foundation comprises the following steps:
s1: sinking the bottom section of the pipe column by adopting a non-drainage submerged technology and a static pressure method;
s2: connecting the first section of standard tubular column section with the tubular column bottom section, and sinking the first section of standard tubular column section by adopting a non-drainage underwater sinking process combined with a static pressure method;
s3: sequentially connecting a second section of standard tubular column section on the first section of standard tubular column section, sinking the second section of standard tubular column section by adopting a non-drainage underwater sinking process and a static pressure method, connecting a third section of standard tubular column section on the second section of standard tubular column section, sinking the third section of standard tubular column section by adopting a non-drainage underwater sinking process and a static pressure method, connecting an N section of standard tubular column section on the N-1 section of standard tubular column section, and sinking the N section of standard tubular column section by adopting a non-drainage underwater sinking process and a static pressure method;
s4: connecting the column top section on the N-section standard column section, and sinking the column top section by adopting a non-drainage underwater sinking process combined with a static pressure method;
s5: constructing bottom sealing concrete at the bottom section of the pipe column;
s6: and (5) constructing a connecting section.
2. The construction method of a bridge large-diameter precast concrete tubular column foundation according to claim 1, wherein prior to step S1, the tubular column body to be constructed is segmented, then the segmented tubular column bottom section, the segmented multi-section standard tubular column section and the tubular column top section are prefabricated in a prefabrication factory, and finally transported to a construction site.
3. The construction method of the bridge large-diameter precast concrete tubular column foundation according to claim 1, wherein the non-drainage submerged process is construction by cutter suction dredger; the static pressure method is to apply static pressure load on the upper surface of the pipe column; only applying static pressure load under the soft soil layer; and connecting the UHPC section on the pipe column below the bedrock layer, and hammering the UHPC section through a heavy hammer to assist the pipe column to sink.
4. The construction method of the bridge large-diameter precast concrete tubular column foundation according to claim 1, wherein the concrete method of the construction connection section in the step S6 is as follows: and installing a bottom template on the top section of the pipe column, binding reinforcing steel bars of the connecting section, installing the template of the connecting section, and finally carrying out cast-in-situ construction of the connecting section.
5. The construction method of a bridge large-diameter precast concrete tubular foundation according to claim 1, wherein in the non-drainage submerged process, a slag discharging pipe is vertically positioned at the center of the tubular foundation, and a dredging mechanism is arranged at the lower end of the slag discharging pipe, and comprises:
the inner ring of the fixing ring is connected to the slag discharging pipe through a plurality of connecting rods, and the fixing ring is exactly and horizontally clamped in the clamping groove at the inner side of the cutting edge foot;
the rotating sleeve is positioned below the fixed ring and sleeved outside the slag discharge pipe, and the rotating sleeve is driven to rotate around the central axis of the slag discharge pipe through the driving mechanism;
the outer dredge drill bits are arranged at equal intervals along the circumference of the deslagging pipe and are connected through a support rod horizontally fixed on the upper part of the rotary sleeve, and the outer dredge drill bits are obliquely arranged downwards far away from the center of the deslagging pipe;
the inner dredge drill bits are a plurality of and are arranged at equal intervals along the circumference of the deslagging pipe, the inner dredge drill bits are connected through a lantern ring fixed at the lower part of the rotary sleeve, and the inner dredge drill bits are also arranged in a manner of being inclined downwards away from the center of the deslagging pipe.
6. The construction method of the bridge large-diameter precast concrete pipe column foundation according to claim 1, wherein the inner side of the pipe column bottom section is provided with a blade foot tread, and the blade foot is coated with a blade foot steel plate.
7. The method for constructing a large-diameter precast concrete tubular column foundation for a bridge according to claim 1, wherein the connection among the tubular column bottom section, the multi-section standard tubular column section and the tubular column top section is by welding, flange bolting or mechanical joint connection.
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