CN109487681B - Construction method of abrasion-resistant ultrahigh-performance concrete restrained segment spliced pier - Google Patents
Construction method of abrasion-resistant ultrahigh-performance concrete restrained segment spliced pier Download PDFInfo
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- CN109487681B CN109487681B CN201811547474.2A CN201811547474A CN109487681B CN 109487681 B CN109487681 B CN 109487681B CN 201811547474 A CN201811547474 A CN 201811547474A CN 109487681 B CN109487681 B CN 109487681B
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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Abstract
The invention discloses a construction method of an abrasion-resistant ultra-high performance concrete confined segment assembled pier, and belongs to the technical field of bridges. The sleeve adopted in the construction method of the pier is not only a prefabricated side mold of the pier column segment, but also plays a role of the stirrup and the anti-abrasion protective sleeve, and reduces the usage amount of the stirrup and the cost of the template. One end of each pier column segment manufactured by the bottom die is solid, the other end of each pier column segment forms a connecting cavity, when connecting materials are poured into the connecting cavities, the compactness of the connecting materials can be clearly observed, and the connecting quality between the pier column segments, between the pier column segments and the cover beam and between the pier column segments and the cushion cap is improved. The joints among all pier stud segments, the joints between the pier stud segments and the cover beam and the joints between the pier stud segments and the bearing platform are all connected by connecting steel bars and poured ultrahigh-performance concrete connecting materials, the connection of all connecting positions is simple, the connection degree is reliable, and the construction is convenient.
Description
Technical Field
The invention relates to the technical field of bridges, in particular to a construction method of an abrasion-resistant ultra-high performance concrete-constrained segment assembled pier.
Background
For a bridge across the sea and river, the number and the size of the piers are large, and the turnover reuse rate of the steel template is lower due to the severe corrosion of the marine environment; for urban bridges, the construction is not beneficial to modern mechanized construction due to the influence of factors such as large flow of people and vehicles, small construction site and the like. The conventional bridge construction is that the site is blocked in the construction range for on-site formwork erecting and concrete pouring, which seriously affects the original traffic, and meanwhile, the mechanical construction noise is large, and the interference to the surrounding environment is large. The pier is assembled in prefabrication at present adopts grout sleeve and grout bellows as the key structure of section-to-section bar connection, and its common characteristic is: the steel bar of the next section is inserted into the grouting sleeve or the corrugated pipe with narrow aperture, then the high-strength grouting material is poured into the grouting sleeve or the corrugated pipe, after the high-strength grouting material is solidified, the steel bar and the sleeve are connected together, and the steel bar of the adjacent member is connected by the sleeve. The defect is that the steel bar of the later section needs to be inserted into a grouting sleeve or a corrugated pipe with narrow aperture, and the grouting compactness is difficult to check. In addition, in order to reduce the number of the grouting sleeves and the connection of the grouting corrugated pipes, the number of the sections of the pier stud has to be reduced as much as possible, so that the sections of the pier stud are large in size, heavy in weight and inconvenient to transport. A large number of forms are also required to be used in the prefabrication of the pier stud segments.
Disclosure of Invention
The invention aims to provide a construction method of an abrasion-resistant ultra-high performance concrete-constrained segment assembled pier, and the construction method is used for solving the problem that the quality is not easy to ensure in the assembling process of the existing prefabricated segment pier.
The technical scheme for solving the technical problems is as follows:
the utility model provides a pier is assembled to wear-resisting super high performance concrete restraint section, includes: the bearing platform, the multiple sections of pier column sections and the cover beam are sequentially connected from bottom to top;
the top of the bearing platform is provided with a concave connecting groove, and a bearing platform connecting steel bar and a connector are arranged in the concave connecting groove;
the pier column segment comprises a sleeve and a concrete column arranged in the sleeve; the upper end of the concrete column is lower than the upper end of the sleeve, so that a connecting cavity is formed at the upper end of the sleeve, upper-end connecting steel bars and a connecting body are arranged in the connecting cavity, and lower-end connecting steel bars are arranged at the lower end of the concrete column; between two adjacent sections of pier stud sections, the lower end connecting steel bar of the pier stud section positioned above is placed in the connecting cavity of the pier stud section positioned below; the lower end connecting steel bar of the pier stud segment at the bottom end is arranged in the concave connecting groove;
the bottom of bent cap is equipped with bent cap connecting reinforcement, and bent cap connecting reinforcement arranges the connection cavity that is located the pier stud segment on top in.
The sleeve pipe not only is a prefabricated side mould of the pier column section, but also plays a role of a stirrup and an anti-abrasion protective sleeve, and reduces the usage amount of the stirrup and the cost of a template. The pier column sections manufactured by the bottom die have solid one end and form a connecting cavity at the other end, and when connecting materials are poured into the concave connecting grooves of the connecting cavity and the bearing platform to form a connector, the compactness of the connecting materials can be clearly observed, so that the connecting quality between the pier column sections, between the pier column sections and the cover beam and between the pier column sections and the bearing platform is improved.
The junctions between each pier stud segment, between pier stud segment and the bent cap and between pier stud segment and the cushion cap are all connected with the connector by connecting steel bars, the connection of each connection position is simple, and the connection degree is reliable. Because each is connected simply, the connection degree is reliable, can increase the volume and the weight that single section pier stud segment section was reduced to the quantity of pier stud segment, makes things convenient for batch production, transportation and hoist and mount.
Furthermore, the length of the connecting steel bar of the bearing platform and the length of the connecting steel bar at the lower end are both smaller than or equal to the depth of the concave connecting groove; the length of the lower end connecting steel bar, the length of the upper end connecting steel bar and the length of the bent cap connecting steel bar are all smaller than or equal to the depth of the connecting cavity.
According to the invention, the lower end connecting steel bars of the pier column sections can be conveniently arranged in the concave connecting grooves or the connecting cavities, and the bent cap connecting steel bars can be conveniently arranged in the connecting cavities, so that all parts can be completely contacted when the pier column is assembled, and the problems of inconvenience in installation or gaps and the like are prevented.
Furthermore, the material of the connector is ultra-high performance concrete or epoxy resin.
The invention adopts ultra-high performance concrete or epoxy resin which can be used as connecting materials to form a connecting body to realize the connection between adjacent components.
The ultra-high performance concrete has ultra-high durability, ultra-high mechanical property, and excellent wear resistance and anti-explosion performance. The compressive strength is 120-180 MPa; the water-to-glue ratio is 0.14-0.27; the tensile strength of the cylinder splitting is 4.5-24 MPa; the maximum aggregate particle size is 0.4-0.6 mm; the porosity is 2-6%; the pore size is 0.000015 mm; the toughness is 250 times larger than that of common concrete; the breaking energy is 10-40 kN.m/m; the elastic modulus is 37-55 GPa; the modulus of rupture (first crack) is 7.5-15 MPa; the ultimate bending strength is 18-35 MPa; the water absorption rate is less than 5 percent; the freeze-thaw resistance is 100% durable; the surface degradation resistance is 0.01 of surface degradation amount; the Poisson ratio is 0.19-0.24; the creep coefficient is 0.2-1.2; the gas content is 2-4%.
When the ultra-high performance concrete is used as the connecting material, the ultra-high performance concrete and the concrete column have better connection degree, so that the height of the connecting body can be reduced.
The construction method of the abrasion-resistant ultra-high performance concrete restrained segment spliced pier is characterized by comprising the following steps of:
(1) manufacturing a bottom die;
drilling steel bar through holes with the diameter larger than that of longitudinal bars on a supporting plate according to the number and the positions of the longitudinal bars of the pier stud steel bar cage, and arranging vertical supporting tubes below the supporting plate to form a bottom die;
(2) manufacturing the pier stud segment, comprising the following steps:
s1: manufacturing a sleeve;
s2: horizontally placing the bottom die, and vertically placing the sleeve on the bottom die;
s3: putting the pier stud reinforcement cage into the sleeve from the upper end of the sleeve, penetrating the longitudinal bar out of the reinforcement through hole, and then putting the longitudinal bar into the lower end of the vertical support pipe to serve as a lower end connecting reinforcement;
s4: pouring concrete into the sleeve from the upper end of the sleeve, and controlling the pouring amount of the concrete, so that the upper surface of the concrete column formed after pouring is lower than the upper ends of the longitudinal ribs, a connecting cavity is formed between the upper surface of the concrete column and the upper end of the sleeve, and the longitudinal ribs exposed in the connecting cavity are upper-end connecting steel bars; after maintenance, removing the bottom die to obtain pier stud segments;
(3) manufacturing a cover beam, embedding a steel bar at the bottom of the cover beam, wherein the part of the steel bar extending out of the bottom of the cover beam is a cover beam connecting steel bar;
(4) manufacturing a bearing platform, arranging a concave connecting groove at the top of the bearing platform, embedding a steel bar at the bottom of the concave connecting groove, and taking the part of the steel bar extending out of the bottom of the concave connecting groove as a bearing platform connecting steel bar;
(5) assembling the pier, namely assembling the bearing platform, the multiple sections of pier column segments and the bent cap in sequence from bottom to top.
According to the invention, before the bridge pier is assembled, the pier column sections, the bearing platform and the capping beam are prepared in advance, so that the field construction amount is reduced, and the bridge construction speed is accelerated. When prefabricating the pier stud segment, adopt the sleeve pipe to pour, the sleeve pipe both is prefabricated side form of pier stud segment and plays stirrup and abrasionproof corrosion protection cover's effect again, spacing and the pouring volume of control concrete through the die block, make sheathed tube one end solid, the other end has the connection cavity, and have naked connecting reinforcement at its both ends, through connecting reinforcement and arrange the connector in connection cavity or concave spread groove in, can connect fast between each adjacent part, except that can observing the connector whether closely knit, can also simplify the connection process, be convenient for last pier of assembling, on-the-spot time has been shortened and construction noise has been reduced.
Further, in the above step S1: the sleeve is made of ultra-high performance concrete; the inner diameter of the sleeve is D; the wall thickness W of the sleeve is more than or equal to 30 mm;
when the volume reinforcement ratio of the pier is 0.5%, the wall thickness W of the sleeve is more than or equal to D/20;
when the volume reinforcement ratio of the pier is 1.0%, the wall thickness W of the sleeve is more than or equal to D/10;
when the volume reinforcement ratio of the pier is between 0.5% and 1.0%, determining the wall thickness W of the sleeve by adopting an interpolation method;
the length L of the sleeve is ≦ 12/(π × (D + W)).
The sleeve made of the ultra-high performance concrete also has the performance of the ultra-high performance concrete, so that the sleeve can be used as a side mold for prefabricating the pier column section and has the functions of stirrups and an anti-abrasion protective sleeve, and the dosage of the stirrups and the cost of the template are reduced. In addition, the ultrahigh-performance concrete and the concrete column can be well bonded, and the integrity of pier column sections is improved.
Further, in the above step S2: the joint between the sleeve and the support plate is blocked by silica gel, and a gasket (24) is arranged in the through hole of the steel bar;
in step S3: the longitudinal bar penetrates out of the gasket, a gap between the longitudinal bar and the through hole of the steel bar is blocked by the gasket, and the upper end of the longitudinal bar is not higher than the upper end of the sleeve; in the range of the length L1 of the lower-end connecting steel bar, no stirrup is arranged, the diameter of the longitudinal bar is d, the length L1 of the lower-end connecting steel bar is more than or equal to 10d, and the length of the lower-end connecting steel bar is less than or equal to the depth of the concave connecting groove and the depth of the connecting cavity;
in step S4: and in the range of the length L2 of the upper end connecting steel bar, no stirrup is arranged, the length L2 of the upper end connecting steel bar is more than or equal to 10d, and the length of the upper end connecting steel bar is less than or equal to the depth of the connecting cavity.
According to the invention, silica gel is used as a gap filler, so that concrete can not overflow from a joint between the sleeve and the support plate when the concrete is poured, and the silica gel is easy to remove when the bottom die is removed. And a gasket is adopted to fill up the gap between the lower end connecting steel bar and the steel bar through hole, so that concrete is prevented from entering the vertical supporting pipe.
The length of lower extreme connecting reinforcement and upper end connecting reinforcement all is not less than 10 times the diameter of indulging the muscle, can guarantee the connection effect between each pier stud segment. The lower extreme connecting reinforcement and the upper end connecting reinforcement do not all set up the stirrup, can guarantee when connecting, can be through empty cross form, and easy to assemble can improve the connection effect.
Further, in the step (3), the length L3 of the bent cap connecting steel bar is more than or equal to 10d, and the length of the bent cap connecting steel bar is less than or equal to the depth of the connecting cavity; the length L4 of the bearing platform connecting steel bar is more than or equal to 10d and the length of the bearing platform connecting steel bar is less than or equal to the depth of the concave connecting groove.
The exposed length of the capping beam connecting steel bar and the exposed length of the cushion cap connecting steel bar are both larger than or equal to 10 times the diameter of the longitudinal bar, so that the connecting effect between the pier column section and the capping beam and between the pier column section and the cushion cap can be ensured.
Further, in the above step S3: after the pier stud section is manufactured, selecting a longitudinal bar on the pier stud section, finding out the lower end connecting steel bar and the upper end connecting steel bar of the longitudinal bar, and marking the positions, close to the lower end connecting steel bar and the upper end connecting steel bar, of the outer surface of the sleeve respectively;
in the step (3): after the cover beam is manufactured, selecting a cover beam connecting steel bar on the cover beam, and marking the position, close to the cover beam connecting steel bar, of the outer side of the cover beam;
in the step (4), after the bearing platform is manufactured, a bearing platform connecting steel bar is selected on the bearing platform, and the position of the outer side of the cover beam close to the bearing platform connecting steel bar is marked.
Further, the assembling pier in the step (4) comprises the following steps:
x1: horizontally placing the bearing platform, pouring connecting materials in the concave connecting grooves to form a connecting body, placing the pier column sections on the bearing platform, and placing the lower-end connecting steel bars in the concave connecting grooves;
x2: placing a plurality of pier stud sections in sequence from bottom to top, pouring a connecting material between two adjacent sections of pier stud sections in a connecting cavity of a pier stud section positioned below to form a connecting body, and placing a connecting steel bar at the lower end of the pier stud section positioned above in the connecting cavity of the pier stud section positioned below;
x3: and placing the bent cap on the uppermost section of pier stud segment, and placing the bent cap connecting steel bar in the connecting cavity of the uppermost section of pier stud segment.
The steps of assembling the pier are simple and convenient, the pier column sections and the capping beam can be prefabricated in a factory, the bearing platform is prefabricated on a construction site, and only connecting materials and parts need to be poured and placed during assembling, so that the assembling steps are simplified, the construction time is saved, and the construction period is shortened.
Further, in the step X1: when the pier column sections are placed on the bearing platform, the marks on the pier column sections and the bearing platform are compared, so that the lower end connecting steel bars and the bearing platform connecting steel bars form an empty crossing form;
in step X2: when the pier stud segment positioned above is placed on the pier stud segment positioned below, the marks on the two sections of pier stud segments are compared, so that the lower end connecting steel bars and the upper end connecting steel bars form an empty crossing form;
in step X3: when the bent cap is placed on the uppermost section of pier stud segment, the bent cap connecting steel bars and the upper end connecting steel bars form an empty crossing form by comparing the marks on the bent cap and the uppermost section of pier stud segment.
Further, in the step X1: before placing the pier stud segment on a bearing platform, smearing epoxy resin on the position where the bearing platform is contacted with the sleeve;
in step X2: before the adjacent two sections of pier stud segments are connected, coating epoxy resin on the contact position of the sleeve and the sleeve;
in step X3: before the bent cap is placed on the uppermost section of the pier stud section, epoxy resin is coated at the position where the bent cap is contacted with the sleeve.
The invention can fill and plug the gaps between the sleeve and the bearing platform, between the sleeve and between the sleeve and the capping beam through the epoxy resin, and can also prevent the connecting material from overflowing.
A bridge, comprising: a beam body and the bridge pier; the pier is arranged below the beam body.
The bridge pier manufactured by the construction method of the segment assembled bridge pier can not only increase the quality of the bridge, but also reduce the construction difficulty, accelerate the construction steps and shorten the construction time.
The invention has the following beneficial effects:
(1) according to the invention, the sleeve and the bottom die are adopted to manufacture the pier column sections, when the connecting material is poured into the connecting cavity, the compactness of the connecting material can be clearly observed, and the connecting quality among the pier column sections, between the pier column sections and the cover beam and between the pier column sections and the bearing platform is improved.
(2) The connecting cavity formed on the sleeve is convenient for the reinforcing steel bars at the previous stage to enter the connecting cavity and then connected through the connecting material, so that the original complex procedures of pre-embedding the sleeve, reserving the corrugated pipeline, penetrating the reinforcing steel bars into the sleeve and the corrugated pipeline and the like are omitted, the connection is reliable, the construction is convenient, and the construction speed is accelerated.
(3) The connection length of the steel bars and the height of the cavity ensure the connection between adjacent bridge pier stages and between the bridge pier segments and the capping beam and the bearing platform.
(4) The sleeve has the function of a stirrup, so that the using amount of the stirrup is reduced; the pier also has the function of an anti-abrasion protective sleeve, so that the service life of the pier is prolonged; the thickness of the sleeve provided by the invention can ensure that the sleeve and the stirrup have the same hoop effect.
(5) The invention adopts the ultra-high performance concrete as the connecting material, has stronger connecting performance and can shorten the length of the connecting section.
(6) The invention ensures that the reinforcing steel bars used for connection between adjacent parts form a hollow cross form through the position marks of the reinforcing steel bars, and ensures that the reinforcing steel bars are uniformly distributed in the connecting section, thereby ensuring the connection strength of the connecting section.
(7) The segmental pier columns, the capping beams and the like are prefabricated in a factory, only a small number of segmental connecting operations are needed on site, the prefabricated and assembled degree is high, and the workload of a construction site is small; the pier column, the bent cap and other manufacturing works are completed in a factory, the construction environment is not affected, and the construction speed is accelerated.
(8) The invention has good connecting effect among the pier stud sections, can reduce the volume and the weight of each section of pier stud section by increasing the number of the pier stud sections, and is convenient for hoisting and transporting.
(9) The bridge pier manufactured by the construction method of the segment assembled bridge pier can not only increase the quality of the bridge, but also reduce the construction difficulty, accelerate the construction steps and shorten the construction time.
Drawings
FIG. 1 is a schematic structural view of an abrasion-resistant ultra-high performance concrete-constrained segment-assembled pier of the present invention;
FIG. 2 is a schematic structural view of the platform of the present invention;
fig. 3 is a schematic structural view of a pier stud segment of the present invention;
FIG. 4 is a schematic view of the construction of the capping beam of the present invention;
FIG. 5 is a schematic structural view of the bushing of the present invention;
FIG. 6 is a schematic structural view of a bottom mold according to the present invention;
FIG. 7 is a schematic view of the pier stud reinforcement cage of the present invention;
fig. 8 is a schematic view of the construction of the pier stud segment and the cap of the present invention;
fig. 9 is a schematic view of the connection between the multi-segment pier stud segment and the cap of the present invention;
fig. 10 is a schematic structural view of the bridge pier after the assembly is completed.
In the figure: 10-a sleeve; 11-connecting the cavity; 20-bottom die; 21-a support plate; 22-vertical support tube; 23-through holes of steel bars; 24-a gasket; 30-pier stud reinforcement cage; 31-longitudinal ribs; 32-connecting the lower end with a steel bar; 33-connecting the upper end with a steel bar; 40-pier column segments; 41-concrete columns; 50-a capping beam; 51-capping beam connecting steel bars; 60-a bearing platform; 61-concave connecting grooves; 62-bearing platform connecting steel bars; 70-linker.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
Examples
Referring to fig. 1, an abrasion-resistant ultra-high performance concrete-constrained segment-assembled pier comprises: cushion cap 60, two sections pier stud subsection 40 and the bent cap 50 that from the bottom up connected gradually, two sections pier stud subsection 40 all vertically set up and overlap the setting from top to bottom, and the pier stud subsection 40 that is located the top is placed in on the cushion cap 60, and the bent cap 50 is placed on the pier stud subsection 40 that is located the below. In other embodiments of the present invention, the number of the pier stud segments 40 may also be 1, 3, 4, etc., and when the number is 1, both ends of the pier stud segment 40 are connected with the cap 60 and the cap 50, respectively.
Referring to fig. 2, a cylindrical concave connecting groove 61 is formed at the top of the bearing platform 60, a plurality of bearing platform connecting rebars 62 are disposed in the concave connecting groove 61, and the bearing platform connecting rebars 62 are vertically and uniformly arranged in a circular shape and have a height lower than the top of the bearing platform 60.
Referring to fig. 3, the pier stud segment 40 includes a casing 10 and a concrete column 41. A column of concrete 41 is located in the inner cavity of the casing 10, the upper end of the column of concrete 41 being lower than the upper end of the casing 10, so that a connection cavity 11 is formed at the upper end of the casing 10, the lower end of the column of concrete 41 being flush with the lower end of the casing 10. The upper and lower both ends of concrete column 41 are equipped with upper end coupling bar 33 and lower extreme coupling bar 32 respectively, and upper end coupling bar 33 and lower extreme coupling bar 32 are all vertical to be set up and be circular align to grid, and the quantity of upper end coupling bar 33 and lower extreme coupling bar 32 is unanimous with the quantity of cushion cap coupling bar 62 and the circle that upper end coupling bar 33 and lower extreme coupling bar 32 formed is unanimous with the circle that cushion cap coupling bar 62 formed. The upper connecting bars 33 are located in the connecting cavity 11 at a height lower than the top height of the casing 10. The length of the lower end connecting reinforcement 32 is smaller than the depth of the female connecting groove 61 and the depth of the connecting cavity 11.
The lower end connecting reinforcement 32 of the lower pier stud segment 40 is located in the concave connecting groove 61, the lower end connecting reinforcement 32 and the bearing platform connecting reinforcement 62 are in an empty crossing form, and a connecting body 70 made of ultra-high strength concrete is arranged in the concave connecting groove 61 and used for connecting the lower pier stud segment 40 and the bearing platform 60. The lower extreme connecting reinforcement 32 that is located the pier stud segment 40 of top is arranged in the connecting cavity 11 that is located the pier stud segment 40 of below, and the lower extreme connecting reinforcement 32 that is located the pier stud segment 40 of top and the upper end connecting reinforcement 33 that is located the pier stud segment 40 of below are for empty crossing form, are equipped with the connector 70 of being made by the ultrahigh strength concrete in the connecting cavity 11 of the pier stud segment 40 that is located the below for connect both ends pier stud segment 40.
Referring to fig. 3, a plurality of capping beam connecting reinforcements 51 are disposed at the bottom of the capping beam 50, the capping beam connecting reinforcements 51 are vertically arranged and are uniformly arranged in a circular shape, a circle formed by the capping beam connecting reinforcements 51 is identical to a circle formed by the upper end connecting reinforcements 33, and the length of the capping beam connecting reinforcements 51 is smaller than the depth of the connecting cavity 11. The bent cap connecting steel bars 51 are placed in the connecting cavity 11 of the pier stud segment 40 above, the upper connecting steel bars 33 are in an empty crossing mode, and a connecting body 70 made of ultrahigh-strength concrete is arranged in the connecting cavity 11 and used for connecting the pier stud segment 40 and the bent cap 50.
In this embodiment, the formulation of the ultra-high strength concrete is: 900 parts of 700-sand-containing material, 700 parts of 650-stone-containing material, 420 parts of 380-cement-containing material, 300 parts of 240-steel fiber-containing material, 160 parts of 150-silica powder, 210 parts of 200-water-containing material, 80-90 parts of mineral powder, 80-85 parts of fly ash, 26-32 parts of polycarboxylic acid admixture, 22-25 parts of carbon fiber, 11-12 parts of sodium carbonate powder and 8-10 parts of basalt fiber.
In other embodiments of the present invention, the length of the cap connecting bar 62, the depth of the female connecting groove 61, the length of the lower connecting bar 32, the length of the upper connecting bar 33, the depth of the connecting cavity 11, and the length of the cap connecting bar 51 are all the same, so that the connecting bars do not obstruct the connection of the parts. The connector 70 may also be made of epoxy or the like.
The construction method of the abrasion-resistant ultra-high performance concrete restrained segment spliced pier is characterized by comprising the following steps of:
(1) manufacturing a bottom die 20;
the bottom mold 20 includes a support plate 21 and a vertical support pipe 22. Backup pad 21 is the rectangle steel sheet, and its length of side is all not less than D + W, bores system reinforcing bar through-hole 23 according to pier stud steel reinforcement cage 30's vertical muscle 31 quantity and position in backup pad 21, and reinforcing bar through-hole 23 is greater than 4mm than the diameter of indulging muscle 31 at least. The support plate 21 is fixedly placed on the vertical support tube 22 with the centers coinciding. The outer diameter D1 of the vertical support tube 22 is not more than D + W; the inner diameter D2 of the vertical support tube 22 is more than or equal to D.
(2) Fabricating the pier stud segment 40, comprising the steps of:
s1: the sleeve 10 is manufactured.
The casing 10 is made of ultra high performance concrete, which is a cylinder open at both ends. The inner diameter D of the casing 10 corresponds to the calculated diameter of the pier segment. The wall thickness W of the sleeve 10 is not less than 30mm and the following requirements are to be met:
when the volume reinforcement ratio of the pier is 0.5%, the wall thickness W of the sleeve 10 is more than or equal to D/20;
when the volume reinforcement ratio of the pier is 1.0%, the wall thickness W of the sleeve 10 is more than or equal to D/10;
when the volume reinforcement ratio of the pier is between 0.5% and 1.0%, the wall thickness W of the sleeve 10 is determined by interpolation.
The length L of the sleeve 10 is ≦ 12/(π × (D + W)).
S2: the bottom mold 20 is laid flat, and the sleeve 10 is vertically placed on the bottom mold 20 such that the center of the sleeve 10 coincides with the center of the support tube 22. The joint between the sleeve 10 and the support plate 21 is blocked using a caulking agent made of silicone rubber, and a washer 24 made of rubber is provided in the reinforcing bar through-hole 23, and the middle portion of the washer 24 can receive the longitudinal bar 31 therethrough.
S3: the pier stud reinforcement cage 30 is placed in from the upper end of the sleeve 10, the longitudinal bar 31 penetrates out of the gasket 24, the gasket 24 blocks a gap between the longitudinal bar 31 and the reinforcement through hole 23, the longitudinal bar 31 arranged in the vertical support pipe 22 is the lower-end connecting reinforcement 32, no stirrup is arranged in the range of the length L1 of the lower-end connecting reinforcement 32, and the length L1 of the lower-end connecting reinforcement 32 is more than or equal to 10 d. The upper end of the longitudinal rib 31 is not higher than the upper end of the sleeve 10, and preferably 20mm lower than the upper end of the sleeve 10.
S4: concrete, namely core concrete, is poured into the sleeve 10 from the upper end of the sleeve 10, the upper surface of the poured concrete is lower than the upper end of the longitudinal bar 31, at the moment, the sleeve 10 forms a connecting cavity 11, the upper end part of the longitudinal bar 31 is exposed outside, the exposed longitudinal bar 31 is an upper end connecting steel bar 33, no stirrup is arranged in the range of the length L2 of the upper end connecting steel bar 33, and the length L2 of the upper end connecting steel bar 33 is more than or equal to 10 d. And (5) after the core concrete is cured, removing the bottom die 20 to complete the manufacture of the pier stud segment 40.
And (3) manufacturing the multi-section pier stud section 40 according to the method in the step (2).
(3) The pier stud segment 40 is marked.
A longitudinal bar 31 is selected on the pier stud segment 40, a lower end connecting bar 32 and an upper end connecting bar 33 of the longitudinal bar 31 are found, and the positions of the outer surface of the casing 10, which are close to the lower end connecting bar 32 and the upper end connecting bar 33, are marked by paint and the like.
(4) Fabricating the capping beam 50 and marking the capping beam 50.
The capping beam 50 is fabricated according to a conventional method, and the capping beam coupling bar 51 is previously buried at a position coupled to the pier stud segment 40. The exposed length L3 of the bent cap connecting steel bar 51 is more than or equal to 10d, and the exposed length L3 of the bent cap connecting steel bar 51 is less than or equal to the depth of the connecting cavity 11. A capping beam connecting bar 51 is selected on the capping beam 50, and a position adjacent to the capping beam connecting bar 51 on the outer side of the capping beam 50 is marked with paint or the like.
(5) A production platform 60 and a marking platform 60.
The bearing platform 60 is manufactured according to the conventional method on the construction site, the cylindrical concave connecting groove 61 is arranged at the top of the bearing platform 60, the diameter of the concave connecting groove 61 is consistent with that of the sleeve 10, and the depth of the concave connecting groove 61 is not less than the length L1 of the lower connecting steel bar 32. The bearing platform connecting steel bars 62 are pre-buried in the concave connecting grooves 61, and the length L4 of the bearing platform connecting steel bars 62 exposed in the concave connecting grooves 61 is more than or equal to 10 d. A cap connecting bar 62 is selected on the cap 60, and the position of the outer side of the cap beam 50 near this cap connecting bar 62 is marked with paint or the like.
(6) The connection of the abutment 60 to the pier stud segment 40.
Flatly placing the bearing platform 60, pouring a connecting material 70 made of ultra-high performance concrete in the concave connecting groove 61, coating epoxy resin at the position where the bearing platform 60 is in contact with the sleeve 10, placing the pier column segment 40 on the bearing platform 60, placing the lower end connecting steel bar 32 in the concave connecting groove 61, enabling the lower end connecting steel bar 32 and the bearing platform connecting steel bar 62 to form an empty cross form through comparison of marks, and finally maintaining.
(7) The connection between adjacent pier stud segments 40.
Epoxy resin is smeared at the position where the sleeve 10 is in contact with the sleeve 10, the multiple sections of pier stud segments 40 are sequentially placed from bottom to top, the connecting material 70 made of ultra-high-performance concrete is poured in the connecting cavity 11 of the next section of pier stud segment 40, the lower end connecting steel bars 32 of the previous section of pier stud segment 40 are placed in the connecting cavity 11 of the next section of pier stud segment 40, and the lower end connecting steel bars 32 and the upper end connecting steel bars 33 form an empty crossing form through mark comparison. After the lower two pier stud segments 40 are maintained and connected, the upper two pier stud segments 40 are connected.
(8) The connection between the pier stud segment 40 and the capping beam 50.
And (3) coating epoxy resin on the contact position of the bent cap 50 and the sleeve 10, placing the bent cap 50 on the uppermost section of the pier stud segment 40, placing the bent cap connecting steel bar 51 in the connecting cavity 11 of the uppermost section of the pier stud segment 40, enabling the bent cap connecting steel bar 51 and the upper end connecting steel bar 33 of the uppermost section of the pier stud segment 40 to form an empty crossing form through mark comparison, and finally maintaining to finish the construction of the pier.
A bridge includes a girder (not shown) and a pier constructed in the above-described method. The pier is arranged below the beam body and used for supporting the beam body.
The working principle is as follows: utilize excellent bonding anchoring performance of connecting material such as ultra high performance concrete, turn into the pulling force of the muscle that indulges of last pier stud segment and the adhesive force of connecting material, rethread connecting material and the bonding of the muscle that indulges of next pier stud segment, with the muscle pulling force transmission that indulges of last segment to the muscle that indulges of next segment to the transmission of muscle pulling force is indulged to the prefabricated pier stud segment of realization, has reduced the length that adjacent segment indulged the muscle linkage segment moreover. By utilizing the advantages of high tensile strength and large elastic modulus of connecting materials such as ultra-high performance concrete and the like, the sleeve restrains the core concrete, so that the core concrete is under the action of lateral hoop force, and the function of constraining the concrete by the hoops is achieved; the sleeve also acts as an abrasive protective sheath. The vertical ribs of the adjacent sections are enabled to form an empty crossing form by marking the positions of the vertical ribs of the adjacent sections, so that the thickness of the vertical rib bonding anchoring layer is ensured, and the assembled bridge pier can achieve the mechanical property of the integral cast-in-place bridge pier with the same size.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (11)
1. The building method of the abrasion-resistant ultrahigh-performance concrete-constrained segment assembled pier is characterized by comprising the following steps of: the bearing platform (60), the multiple sections of pier column sections (40) and the cover beam (50) are sequentially connected from bottom to top;
the top of the bearing platform (60) is provided with a concave connecting groove (61), and a bearing platform connecting steel bar (62) and a connecting body (70) are arranged in the concave connecting groove (61);
the pier stud segment (40) comprises a sleeve (10) and a concrete column (41) arranged in the sleeve (10); the upper end of the concrete column (41) is lower than the upper end of the sleeve (10), so that a connecting cavity (11) is formed at the upper end of the sleeve (10), an upper end connecting steel bar (33) and a connecting body (70) are arranged in the connecting cavity (11), and a lower end connecting steel bar (32) is arranged at the lower end of the concrete column (41); between two adjacent sections of pier stud sections (40), the lower end connecting steel bar (32) of the pier stud section (40) positioned above is arranged in the connecting cavity (11) of the pier stud section (40) positioned below; the lower end connecting steel bar (32) of the pier column section (40) at the bottom end is placed in the concave connecting groove (61);
the bottom of the bent cap (50) is provided with a bent cap connecting steel bar (51), and the bent cap connecting steel bar (51) is arranged in a connecting cavity (11) of the pier column section (40) at the top end;
the construction method of the abrasion-resistant ultrahigh-performance concrete restrained segment spliced pier comprises the following steps:
(1) manufacturing a bottom die (20);
drilling steel bar through holes (23) with the diameter larger than that of the longitudinal bars (31) on the support plate (21) according to the number and the positions of the longitudinal bars (31) of the pier stud steel bar cage (30), and arranging vertical support pipes (22) below the support plate (21) to manufacture a bottom die (20);
(2) fabricating a pier stud segment (40) comprising the steps of:
s1: manufacturing a sleeve (10);
s2: flatly placing the bottom die (20), and vertically placing the sleeve (10) on the bottom die (20);
s3: putting the pier stud reinforcement cage (30) into the sleeve (10) from the upper end, penetrating the longitudinal bar (31) out of the reinforcement through hole (23), and then putting the longitudinal bar (31) into the vertical support pipe (22) from the lower end as a lower end connecting reinforcement (32);
s4: pouring concrete into the sleeve (10) from the upper end of the sleeve (10), controlling the pouring amount of the concrete, enabling the upper surface of a concrete column (41) formed after pouring to be lower than the upper end of the longitudinal rib (31), forming a connecting cavity (11) between the upper surface of the concrete column (41) and the upper end of the sleeve (10), and enabling the longitudinal rib (31) exposed in the connecting cavity (11) to serve as an upper end connecting steel bar (33); after maintenance, the bottom die (20) is removed to prepare pier stud segments (40);
(3) manufacturing a cover beam (50), embedding reinforcing steel bars at the bottom of the cover beam (50), wherein the part of the reinforcing steel bars extending out of the bottom of the cover beam (50) is cover beam connecting reinforcing steel bars (51);
(4) manufacturing a bearing platform (60), arranging a concave connecting groove (61) at the top of the bearing platform (60), burying reinforcing steel bars at the bottom of the concave connecting groove (61), and taking the part of the reinforcing steel bars extending out of the bottom of the concave connecting groove (61) as bearing platform connecting reinforcing steel bars (62);
(5) assembling the pier, namely assembling the bearing platform (60), the multiple sections of pier stud sections (40) and the bent cap (50) from bottom to top in sequence.
2. The construction method of the abrasion-resistant ultra-high performance concrete-constrained segment-fabricated pier of claim 1, wherein the length of the cap connecting bar (62) and the length of the lower end connecting bar (32) are both less than or equal to the depth of the concave connecting groove (61); the length of lower extreme connecting reinforcement (32), the length of upper end connecting reinforcement (33) and the length of bent cap connecting reinforcement (51) all are less than or equal to connect the degree of depth of cavity (11).
3. The method for constructing the abrasion-resistant ultra-high performance concrete-constrained segment-assembled pier as claimed in claim 1, wherein the connecting body (70) is made of ultra-high performance concrete or epoxy resin.
4. The method for constructing an abrasion-resistant ultra-high performance concrete-constrained segment-fabricated pier as claimed in claim 1, wherein in step S1: the sleeve (10) is made of ultra-high performance concrete; the inner diameter of the sleeve (10) is D; the wall thickness W of the sleeve (10) is more than or equal to 30 mm;
when the volume reinforcement ratio of the pier is 0.5%, the wall thickness W of the sleeve (10) is more than or equal to D/20;
when the volume reinforcement ratio of the pier is 1.0%, the wall thickness W of the sleeve (10) is more than or equal to D/10;
when the volume reinforcement ratio of the pier is between 0.5% and 1.0%, determining the wall thickness W of the sleeve (10) by adopting an interpolation method;
the length L of the sleeve (10) is ≦ 12/(π x (D + W)).
5. The method for constructing an abrasion-resistant ultra-high performance concrete-constrained segment-fabricated pier as claimed in claim 4, wherein in step S2: the joint between the sleeve (10) and the support plate (21) is blocked by silica gel, and a gasket (24) is arranged in the through hole (23) of the steel bar;
in step S3: the longitudinal ribs (31) penetrate out of the gaskets (24), gaps between the longitudinal ribs (31) and the steel bar through holes (23) are blocked through the gaskets (24), and the upper ends of the longitudinal ribs (31) are not higher than the upper ends of the sleeves (10); in the range of the length L1 of the lower-end connecting steel bar (32), no stirrup is arranged, the diameter of the longitudinal bar (31) is d, the length L1 of the lower-end connecting steel bar (32) is more than or equal to 10d, and the length of the lower-end connecting steel bar (32) is less than or equal to the depth of the concave connecting groove (61) and the depth of the connecting cavity (11);
in step S4: in the range of the length L2 of the upper end connecting steel bar (33), no stirrup is arranged, the length L2 of the upper end connecting steel bar (33) is more than or equal to 10d, and the length of the upper end connecting steel bar (33) is less than or equal to the depth of the connecting cavity (11).
6. The construction method of the abrasion-resistant ultrahigh-performance concrete-constrained segment-assembled pier as claimed in claim 1, wherein in the step (3), the length L3 of the capping beam connecting steel bar (51) is more than or equal to 10d, and the length of the capping beam connecting steel bar (51) is less than or equal to the depth of the connecting cavity (11); the length L4 of the bearing platform connecting steel bar (62) is more than or equal to 10d, and the length of the bearing platform connecting steel bar (62) is less than or equal to the depth of the concave connecting groove (61).
7. The method for constructing an abrasion-resistant ultra-high performance concrete-constrained segment-fabricated pier according to any one of claims 1 to 6, wherein in step S3: after the pier stud segment (40) is manufactured, selecting a longitudinal bar (31) on the pier stud segment (40), finding out a lower end connecting steel bar (32) and an upper end connecting steel bar (33) of the longitudinal bar (31), and marking positions, close to the lower end connecting steel bar (32) and the upper end connecting steel bar (33), of the outer surface of the sleeve (10) respectively;
in the step (3): after the bent cap (50) is manufactured, selecting a bent cap connecting steel bar (51) on the bent cap (50), and marking the position, close to the bent cap connecting steel bar (51), of the outer side of the bent cap (50);
in the step (4), after the bearing platform (60) is manufactured, one bearing platform connecting steel bar (62) is selected from the bearing platform (60), and the position of the outer side of the cover beam (50) close to the bearing platform connecting steel bar (62) is marked.
8. The method for constructing the abrasion-resistant ultra-high performance concrete-constrained segment-assembled pier as claimed in claim 7, wherein in the step (4), the assembling of the pier comprises the following steps:
x1: flatly placing the bearing platform (60), pouring connecting materials in the concave connecting grooves (61) to form connecting bodies (70), placing the pier stud segments (40) on the bearing platform (60), and placing the connecting reinforcing steel bars (32) at the lower ends in the concave connecting grooves (61);
x2: placing a plurality of pier stud sections (40) in sequence from bottom to top, pouring connecting materials in a connecting cavity (11) of the pier stud section (40) positioned below between two adjacent sections of pier stud sections (40) to form a connecting body (70), and placing a connecting steel bar (32) at the lower end of the pier stud section (40) positioned above in the connecting cavity (11) of the pier stud section (40) positioned below;
x3: the bent cap (50) is placed on the uppermost pier stud section (40), and the bent cap connecting steel bar (51) is placed in the connecting cavity (11) of the uppermost pier stud section (40).
9. The method for constructing an abrasion-resistant ultra-high performance concrete-constrained segment-fabricated pier according to claim 8, wherein in step X1: when the pier stud segment (40) is placed on the bearing platform (60), the marks on the pier stud segment (40) and the bearing platform (60) are compared, so that the lower end connecting steel bars (32) and the bearing platform connecting steel bars (62) form an empty crossing form;
in step X2: when the pier stud segment (40) positioned above is placed on the pier stud segment (40) positioned below, the lower end connecting steel bars (32) and the upper end connecting steel bars (33) form an empty crossing form by comparing the marks on the two sections of pier stud segments (40);
in step X3: when the bent cap (50) is placed on the uppermost pier stud section (40), the bent cap connecting steel bars (51) and the upper end connecting steel bars (33) form an empty crossing form by comparing the marks on the bent cap (50) and the uppermost pier stud section (40).
10. The method for constructing an abrasion-resistant ultra-high performance concrete-constrained segment-fabricated pier according to claim 9, wherein in step X1: before the pier stud segment (40) is placed on the bearing platform (60), smearing epoxy resin on the position where the bearing platform (60) is in contact with the sleeve (10);
in step X2: before the two adjacent pier stud sections (40) are connected, epoxy resin is coated at the position where the sleeve (10) is in contact with the sleeve (10);
in step X3: before the capping beam (50) is placed on the uppermost section of the pier stud section (40), epoxy resin is coated at the position where the capping beam (50) is contacted with the sleeve (10).
11. A bridge, comprising: a beam and the pier of any one of claims 1 to 10; the bridge pier is arranged below the beam body.
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| CN110863424B (en) * | 2019-12-04 | 2021-12-10 | 长安大学 | Vertical tenon and horizontal anchor splicing structure of pier and capping beam and construction method |
| CN111254809A (en) * | 2019-12-12 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Prefabricated pier stud and prefabricated bent cap quick connect structure |
| CN111501536A (en) * | 2020-04-14 | 2020-08-07 | 中铁二十四局集团江苏工程有限公司 | Anti-seismic high-speed rail bridge support and construction method thereof |
| CA3173174A1 (en) * | 2020-05-21 | 2021-11-25 | Blaine Miller | Bridge support system |
| CN112609562A (en) * | 2020-11-18 | 2021-04-06 | 四川交投建设工程股份有限公司 | Assembled bridge substructure and construction method thereof |
| CN113585318A (en) * | 2021-08-12 | 2021-11-02 | 上海应用技术大学 | Prefabricated assembled hollow formwork connecting structure and construction method thereof |
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| CN107794837A (en) * | 2016-08-31 | 2018-03-13 | 南京理工大学 | Suitable for the prefabricated assembled bridge pier and its construction method of middle meizoseismal area |
| KR101945598B1 (en) * | 2016-11-21 | 2019-04-18 | 현대건설주식회사 | Bonding apparatus and constructuction method of between the precase pier cap and bridge pier for fast construction of connecting set bridge |
| CN108660910A (en) * | 2017-03-31 | 2018-10-16 | 比亚迪股份有限公司 | Precast pier, track support component and its manufacture installation method |
| CN108797320A (en) * | 2018-07-25 | 2018-11-13 | 重庆大学 | A kind of the UHPC pipes-concrete prefabricated assembling combination bridge pier and its construction method of spigot-and-socket joint |
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