CN111173193B - Prestressed laminated beam and construction method - Google Patents
Prestressed laminated beam and construction method Download PDFInfo
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- CN111173193B CN111173193B CN202010096685.XA CN202010096685A CN111173193B CN 111173193 B CN111173193 B CN 111173193B CN 202010096685 A CN202010096685 A CN 202010096685A CN 111173193 B CN111173193 B CN 111173193B
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- 238000010276 construction Methods 0.000 title claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 71
- 238000011065 in-situ storage Methods 0.000 claims abstract description 45
- 230000002787 reinforcement Effects 0.000 claims abstract description 30
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 29
- 230000002708 enhancing effect Effects 0.000 claims abstract description 3
- 239000002131 composite material Substances 0.000 claims description 30
- 238000010008 shearing Methods 0.000 claims description 11
- 238000005266 casting Methods 0.000 claims description 10
- 238000000034 method Methods 0.000 claims description 5
- 239000011178 precast concrete Substances 0.000 claims description 3
- 238000009417 prefabrication Methods 0.000 claims description 2
- 238000009435 building construction Methods 0.000 abstract description 7
- 229910000831 Steel Inorganic materials 0.000 description 24
- 239000010959 steel Substances 0.000 description 24
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 238000009415 formwork Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 1
- 239000004574 high-performance concrete Substances 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G13/00—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills
- E04G13/04—Falsework, forms, or shutterings for particular parts of buildings, e.g. stairs, steps, cornices, balconies foundations, sills for lintels, beams, or transoms to be encased separately; Special tying or clamping means therefor
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The application discloses a prestress superposed beam and a construction method, and relates to the technical field of building construction. The prestress superposed beam comprises a prefabricated shell, a prefabricated supporting component, a reinforcing component and cast-in-place concrete; the prefabricated shell is formed with a cast-in-situ space; the prefabricated support component is arranged in the cast-in-situ space and connected with the prefabricated shell; the reinforcement component is connected with the prefabricated support component; the cast-in-place concrete is filled in the cast-in-place space; the reinforcing component is used for fixing the prefabricated supporting component and enhancing the connection strength of the cast-in-place concrete and the prefabricated shell. The prestress superposed beam is applied to an assembled concrete structure, and can improve the overall performance of the assembled concrete structure, so that the prestress superposed beam is suitable for building construction with higher requirements on bearing capacity.
Description
Technical Field
The application relates to the technical field of building construction, in particular to a prestressed laminated beam and a construction method.
Background
The fabricated concrete structure is a structural form commonly used in building construction, and adopts prefabricated components as main stress components, and the prefabricated components are assembled to form the concrete structure.
The whole performance of the existing fabricated concrete structure is poor.
Disclosure of Invention
The application provides a prestress superposed beam and a construction method, wherein the prestress superposed beam is applied to an assembled concrete structure, and can improve the overall performance of the assembled concrete structure, so that the prestress superposed beam is suitable for building construction with higher requirements on bearing capacity.
In a first aspect, a prestressed composite beam is provided, the prestressed composite beam comprising a prefabricated shell, a prefabricated support assembly, a reinforcing assembly and cast-in-place concrete; the prefabricated shell is formed with a cast-in-situ space; the prefabricated support component is arranged in the cast-in-situ space and connected with the prefabricated shell; the reinforcement component is connected with the prefabricated support component; the cast-in-place concrete is filled in the cast-in-place space; the reinforcing component is used for fixing the prefabricated supporting component and enhancing the connection strength of the cast-in-place concrete and the prefabricated shell.
According to the technical scheme, after the prestress superposed beam adopts the reinforcing component, the connection strength of cast-in-place concrete and the prefabricated shell can be enhanced, so that the overall stress performance of the prestress superposed beam is improved.
With reference to the first aspect, in a first possible implementation manner of the first aspect of the present application, the prefabricated support assembly includes a structural frame, a support frame, and a template; the structure frame body is connected to the inner wall of the prefabricated shell body and forms a prefabricated structure shape, the supporting frame body is connected to the bottom of the prefabricated shell body and is positioned in the structure frame body, and the template is connected to the upper end of the supporting frame body and encloses a beam column cast-in-situ cavity.
According to the technical scheme, the structural frame body, the supporting frame body and the templates are prefabricated in factories and connected to form the beam column cast-in-situ cavity, the main body beam column shell part of the whole prestress superposed beam can be formed only by casting in the beam column cast-in-situ cavity at a construction site, and the construction efficiency is greatly improved.
With reference to the first possible implementation manner of the first aspect, in a second possible implementation manner of the first aspect of the present application, the reinforcement component includes a tie bar; the lacing wire is connected with the template to fix the beam column cast-in-situ cavity, and the lacing wire is connected with the structural frame body to strengthen the connection strength of cast-in-situ concrete and the prefabricated shell.
According to the technical scheme, the tie bars play a role of fixing templates when the beam column cast-in-situ cavity is manufactured, and after the beam column cast-in-situ cavity is cast, the tie bars can strengthen the connection integrity of precast shell concrete and concrete in the cast-in-situ cavity, so that the integral connection strength of the prestressed superposed beam is improved.
With reference to the first possible implementation manner of the first aspect, in a third possible implementation manner of the first aspect of the present application, the reinforcement assembly further includes a first reinforcement member; the first reinforcing piece is connected to the template and positioned outside the beam column cast-in-situ cavity so as to fix the beam column cast-in-situ cavity and strengthen the strength of the beam column formed by casting the beam column cast-in-situ cavity.
According to the technical scheme, the first reinforcing piece is used for fixing the template from the side direction when the beam column cast-in-situ cavity is manufactured, and can strengthen the strength of the left side and the right side of the main body beam column shell formed after the beam column cast-in-situ cavity is poured, so that the integral strength of the prestressed laminated beam can be ensured when the prestressed laminated beam is hoisted and transported, and the prestressed laminated beam is prevented from being damaged in the hoisting and transportation process.
With reference to the first possible implementation manner of the first aspect, in a fourth possible implementation manner of the first aspect of the present application, the reinforcement assembly further includes a shear connector; the shearing-resistant connecting piece is connected to the upper end of the supporting frame body and is positioned in the beam column cast-in-situ cavity.
According to the technical scheme, the shearing-resistant connecting piece is used for connecting the support frame body and the cast-in-place concrete, so that the cast-in-place concrete and the support frame body are prevented from sliding and separating under a high load, and the overall stress performance of the prestress superposed beam is improved.
With reference to the first possible implementation manner of the first aspect, in a fifth possible implementation manner of the first aspect of the present application, the prefabricated support assembly further includes a prestressing member; the prestressing force piece sets up in the structure framework and is close to the bottom of prefabricated casing.
According to the technical scheme, the prestress piece is stretched according to construction requirements, so that prestress can be formed after the integral pouring frame of the prestress superposed beam is manufactured, the gap between the poured concrete and the tensile strain of the steel bars is made up, and the integral stress performance of the prestress superposed beam after pouring is improved.
With reference to the first possible implementation manner of the first aspect, in a sixth possible implementation manner of the first aspect of the present application, a pouring port is formed at a top of the prefabricated housing, and a top end of the structural frame body is located outside the pouring port.
According to the technical scheme, the top end of the structural frame body is located outside the pouring opening, so that after pouring, the upper end portion of the structural frame body is poured into a cast-in-place concrete structure, the lower end portion of the structural frame body is a combined structure of poured cast-in-place concrete and precast shell concrete, and the overall performance of the whole prestress superposed beam is improved.
With reference to the sixth possible implementation manner of the first aspect, in a seventh possible implementation manner of the first aspect of the present application, the prefabricated support assembly further includes a second reinforcement; the top end of the structural frame body and the bottom end of the structural frame body are connected with second reinforcing pieces.
Above-mentioned technical scheme, the second reinforcement is used for improving the stress performance of cast in situ concrete structure on top to and improve the stress performance of the combined structure of pouring cast in situ concrete and prefabricated shell concrete of bottom, thereby improve the connection wholeness of prestressing force coincide roof beam.
With reference to the first possible implementation manner of the first aspect, in an eighth possible implementation manner of the first aspect of the present application, the prefabricated structure is in an inverted T shape.
According to the technical scheme, the prefabricated structure is inverted T-shaped, so that the prestress superposed beam formed by final pouring is an I-shaped beam, the weight is light, the material and the labor and the time are saved, the flange furthest from the centroid of the I-shaped beam is adopted to resist bending moment, the web plate of the I-shaped beam is mainly used for resisting shearing force, and the bearing capacity is better.
In a second aspect, a construction method of a prestressed composite beam is provided, where the prestressed composite beam is the prestressed composite beam in the first aspect or any one of possible implementation manners of the first aspect; the construction method comprises the following steps:
prefabricating a prefabricating shell;
the prefabricated support assembly is assembled with the prefabricated housing,
the prefabricated support assembly comprises a structural frame body, a support frame body, a template, a prestress piece and a second reinforcement piece, wherein the structural frame body is connected to the inner wall of the prefabricated shell and forms a prefabricated structural shape;
the reinforcement assembly is assembled with the prefabricated support assembly,
the reinforcing component comprises a shearing-resistant connecting piece, a lacing wire and a first reinforcing piece, wherein the shearing-resistant connecting piece is connected to the upper end of the supporting frame body and is positioned in the beam column cast-in-situ cavity, the lacing wire is connected to the template, the lacing wire is connected to the structural frame body, and the first reinforcing piece is connected to the template;
stretching the prestress piece to form prestress;
casting the lower part of the structural frame, the second reinforcing piece positioned at the bottom end of the structural frame, the lower part of the prestressed piece and the supporting frame by precast concrete with the strength higher than that of cast-in-place concrete;
the two ends of the supporting frame body are in transitional connection with a column in site construction;
and filling cast-in-place concrete into the cast-in-place space.
According to the technical scheme, the prestressed composite beam can be manufactured and constructed on site with high efficiency, the construction is convenient, the construction quality is high, and the cost is lower.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered limiting the scope, and that other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic illustration of a prestressed composite girder in an alternative embodiment of the present application when not poured;
FIG. 2 is a schematic illustration of a prestressed composite girder after casting a prefabricated shell according to an alternative embodiment of the present application;
FIG. 3 is a schematic view of the structure of a prestressed composite girder after completing cast-in-place concrete filling in an alternative embodiment of the present application;
FIG. 4 is a schematic cross-sectional view of a prestressed composite girder after casting of a prefabricated shell according to an alternative embodiment of the present application;
FIG. 5 is a cross-sectional view taken along line A-A of FIG. 4;
FIG. 6 is a schematic cross-sectional view of a prestressed composite girder after completing cast-in-place concrete filling in an alternative embodiment of the present application;
fig. 7 is a sectional view taken along line B-B in fig. 6.
Icon: 1-prefabricating a shell; 2-cast-in-place concrete; 3-a support frame; 4-a first longitudinal rib; 5-a structural frame; 6-a second longitudinal rib; 7-templates; 8-prestressing; 9-a first stiffener; 10-a shear connector; 11-lacing wire.
Detailed Description
For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, which are generally described and illustrated in the figures herein, may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present application, as provided in the accompanying drawings, is not intended to limit the scope of the application, as claimed, but is merely representative of selected embodiments of the application. All other embodiments, which can be made by one of ordinary skill in the art based on the embodiments herein without making any inventive effort, are intended to be within the scope of the present application.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the present application, it should be noted that, the azimuth or positional relationship indicated by the terms "inner", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, or the azimuth or positional relationship that is commonly put when the product of the application is used, are merely for convenience of describing the present application and simplifying the description, and do not indicate or imply that the device or element to be referred to must have a specific azimuth, be configured and operated in a specific azimuth, and therefore should not be construed as limiting the present application. Furthermore, the terms "first," "second," and the like, are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
In the description of the present application, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; the two components can be mechanically connected, can be directly connected or can be indirectly connected through an intermediate medium, and can be communicated with each other. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art in a specific context.
In this application, unless expressly stated or limited otherwise, a first feature may include first and second features directly contacting each other above or below a second feature, and may include first and second features not directly contacting each other but contacting each other through another feature therebetween. Moreover, the first feature being above, over, and on the second feature includes the first feature being directly above and obliquely above the second feature, or simply indicating that the first feature is higher in level than the second feature. The first feature being below, beneath, and beneath the second feature includes the first feature being directly below and obliquely below the second feature, or simply indicates that the first feature is less level than the second feature.
It should be noted that, in the case of no conflict, the embodiments and features in the embodiments may be combined with each other.
The prefabricated component part in the current assembled concrete structure adopts conventional shaped steel and reinforcing steel to pass through welded fastening to become the steel reinforcement cage of pouring usefulness in the prefabrication process, and hidden danger such as connection slippage appears easily in the steel reinforcement cage when pouring, because the structural instability of steel reinforcement cage, the assembled concrete structure shock resistance who forms after pouring is accomplished is relatively poor, and the wholeness can be poor, damages easily in the transportation.
An alternative embodiment of the application provides a prestressing force coincide roof beam, and prestressing force coincide Liang Zaizhi is when making whole pouring frame, is connected with the reinforcement assembly on prefabricated supporting component in order to fix prefabricated supporting component to make the whole pouring frame who builds the formation more firm, make the cast in situ concrete 2 in the prestressing force coincide roof beam that pours the formation higher with prefabricated shell 1's joint strength. After the prestress superposed beam is applied to the assembled concrete structure, the integral performance of the assembled concrete structure can be improved, so that the prestress superposed beam is suitable for building construction with higher requirements on bearing capacity.
Referring to fig. 1 to 7, fig. 1 illustrates a specific structure of a prestressed composite girder provided in an alternative embodiment of the present application when not poured, and fig. 2 illustrates a specific structure of a prestressed composite girder provided in an alternative embodiment of the present application after pouring of a prefabricated shell 1 is completed; FIG. 3 shows a concrete structure of a prestressed composite girder according to an alternative embodiment of the present application after filling of cast-in-place concrete 2 is completed; fig. 4 shows a cross-sectional structure of a prestressed composite girder according to an alternative embodiment of the present application after casting of a prefabricated shell 1 is completed; FIG. 5 is a cross-sectional view taken along line A-A of FIG. 4; FIG. 6 illustrates a cross-sectional structure of a prestressed composite girder according to an alternative embodiment of the present application after completion of cast-in-place concrete 2 filling; fig. 7 is a sectional view taken along line B-B in fig. 6.
The prestress superposed beam comprises a prefabricated shell 1, a prefabricated supporting component, a reinforcing component and cast-in-place concrete 2. Wherein the reinforcement assembly comprises a tie bar 11, a first reinforcement member 9 and a shear connector 10; the prefabricated support assembly comprises a structural frame 5, a support frame 3, a formwork 7, a second reinforcement and a prestressing 8.
Please refer to fig. 2, fig. 3, fig. 5 and fig. 7 simultaneously. The prefabricated shell 1 is of a long straight structure, and the cross section of the prefabricated shell 1 in the vertical direction is in an inverted T-shaped shape. The prefabricated shell 1 is prefabricated by concrete with higher strength so as to improve the cracking resistance, durability and fire resistance of the prefabricated shell 1. The prefabricated shell 1 is formed with a cast-in-situ space (not shown in the figure), and a pouring opening (not shown in the figure) communicated with the cast-in-situ space is formed at the top of the prefabricated shell 1.
Please continue to refer to fig. 1 and 5. The structural frame 5 adopts a closed stirrup-band structure in the present embodiment. A plurality of structural frames 5 are equidistantly arranged along the length direction of the prefabricated shell 1, and the structural frames 5 are positioned in the cast-in-situ space and perpendicular to the length direction of the prefabricated shell 1. The bottom shell of the prefabricated shell 1 is buried in the lower end of the structural frame body 5, the shell wall of the prefabricated shell 1 is buried in the side end of the structural frame body 5, and the top end of the structural frame body 5 is suspended outside the pouring port, so that an I-shaped prefabricated structural shape is formed, and the cross section of the structural frame body 5 in the vertical direction is approximately I-shaped. The structural frame 5 has a larger vertical-to-horizontal ratio dimension, thereby forming the main body support beam column frame of the prestressed composite beam.
In the embodiment of the present application, the second reinforcement includes a first longitudinal rib 4 and a second longitudinal rib 6, and both the first longitudinal rib 4 and the second longitudinal rib 6 are disposed in the structural frame 5 and extend along the length direction of the prefabricated shell 1. Wherein, the bottom region of structure framework 5 has a plurality of first longitudinal bars 4 along vertical direction ligature, and the top region of structure framework 5 has a plurality of second longitudinal bars 6 along vertical direction ligature. The first longitudinal ribs 4 and the second longitudinal ribs 6 are used for improving the stress performance of the cast-in-place concrete 2 structure at the top end and the stress performance of the combined structure of the cast-in-place concrete 2 at the bottom end and the precast shell 1 concrete, so that the connection integrity of the prestressed composite beam is improved.
In the embodiment of the present application, the supporting frame 3 is an i-shaped steel, and it should be noted that, in other alternative embodiments, the supporting frame 3 may also be an H-shaped steel or a honeycomb steel. The lower wing end of the I-shaped steel is connected to the bottom of the structural frame body 5, the upper wing end of the I-shaped steel is located in the structural frame body 5, and the I-shaped steel extends along the length direction of the prefabricated shell body 1.
In the present embodiment, the form 7 is a profiled steel sheet. The profiled steel sheet is tightly attached to the shell wall of the prefabricated shell 1 and welded to the upper flange of the I-shaped steel, and the profiled steel sheet, the I-shaped steel and the structural frame 5 jointly enclose a beam column cast-in-situ cavity (not shown in the figure). And pouring the cast-in-situ cavity of the beam column at the construction site to form the main body beam column shell part of the whole prestress superposed beam.
The lacing wires 11 are perpendicular to the profiled steel sheet, the profiled steel sheet is fixed, and two ends of the lacing wires 11 are welded on the structural frame body 5 to form a stable beam column cast-in-situ cavity. After the beam column cast-in-situ cavity is poured, the tie bars 11 can strengthen the connection integrity of the precast shell 1 concrete and the concrete in the cast-in-situ cavity, and the integral connection strength of the prestressed superposed beam is improved.
In the present embodiment, the first reinforcement 9 is a lumbar muscle. Referring to fig. 1 and 3 together, the first reinforcement 9 extends along the length direction of the prefabricated housing 1, and the first reinforcement 9 is welded to the outer side wall of the form 7. When the beam column cast-in-situ cavity is manufactured, the first reinforcing piece 9 can fix the template 7 from the side face direction, and can strengthen the strength of the left side and the right side of the main body beam column shell formed after the beam column cast-in-situ cavity is cast, so that the integral strength of the prestressed laminated beam can be ensured when the prestressed laminated beam is hoisted and transported, and the prestressed laminated beam is prevented from being damaged in the hoisting and transportation process.
In the present embodiment, the shear connector 10 is a shear pin. The upper flange of the I-shaped steel is welded with a shear pin along the length direction of the prefabricated shell 1. Referring to fig. 7, after cast-in-place concrete 2 is poured into the cast-in-place cavity of the beam column, the shear connector 10 can connect the i-shaped steel and the cast-in-place concrete 2, so as to prevent the cast-in-place concrete 2 and the i-shaped steel from sliding and separating under a large load, thereby improving the overall stress performance of the prestressed composite beam after being poured.
In the present embodiment, the pre-stressing element 8 is a pre-stressed steel strand. The pre-stressing element 8 extends in the longitudinal direction of the pre-stressing housing 1, the pre-stressing element 8 being adjacent to the lower end of the supporting frame 3. The prestress piece 8 stretches according to construction requirements, prestress can be formed after the integral pouring framework of the prestress superposed beam is manufactured, the gap between the poured concrete and the tensile strain of the steel bars is made up, and the integral stress performance of the prestress superposed beam after pouring is improved.
After pouring, the prestress superposed beam is formed into an I-shaped shape, wherein the upper end part of the structural frame body 5 is poured into a cast-in-place concrete 2 structure, the lower end part of the structural frame body 5 is a combined structure of the poured cast-in-place concrete 2 and the precast shell 1 concrete, and the overall performance of the whole prestress superposed beam is improved. The strength of the concrete adopted by the cast-in-place concrete 2 is lower than that of the concrete adopted by the prefabricated shell 1, and the concrete adopted by the cast-in-place concrete 2 can be recycled concrete or common concrete. The final casting forms the prestress superposed beam which is an I-shaped beam, has light weight, saves materials, labor and time, adopts the flange of the I-shaped beam furthest from the centroid to resist bending moment, mainly uses the web plate of the I-shaped beam to resist shearing force, and has better bearing capacity. The assembled concrete structure using the prestressed composite beam can be applied to building construction with higher requirements on bearing capacity.
An optional embodiment of the present application further provides a construction method of the prestressed composite girder, the construction method including the following steps:
(1) Prefabricated shell 1 is prefabricated in factory;
(2) In a factory, assembling a prefabricated support assembly and a prefabricated shell 1, wherein the prefabricated support assembly comprises a structural frame body 5, a support frame body 3, a template 7, a prestress piece 8 and a second reinforcing piece, the structural frame body 5 is connected to the inner wall of the prefabricated shell 1 and forms a prefabricated structural shape, the support frame body 3 is connected to the bottom of the prefabricated shell 1 and is positioned in the structural frame body 5, the template 7 is connected to the upper end of the support frame body 3 and surrounds a beam column cast-in-situ cavity, the prestress piece 8 is arranged in the structural frame body 5 and is close to the bottom of the prefabricated shell 1, and the top end of the structural frame body 5 and the bottom end of the structural frame body 5 are both connected with the second reinforcing piece;
(3) Assembling a reinforcing component and a prefabricated supporting component, wherein the reinforcing component comprises a shearing-resistant connecting piece 10, a lacing wire 11 and a first reinforcing piece 9, the shearing-resistant connecting piece 10 is connected to the upper end of the supporting frame body 3 and is positioned in a beam column cast-in-situ cavity, the lacing wire 11 is connected to the template 7, the lacing wire 11 is connected to the structural frame body 5, and the first reinforcing piece 9 is connected to the template 7;
(4) Stretching the prestress piece 8 to form prestress;
(5) Casting the lower part of the structural frame 5, the second reinforcing piece positioned at the bottom end of the structural frame 5, the lower part of the prestress piece 8 and the supporting frame 3 by using precast concrete with the strength higher than that of the cast-in-place concrete 2;
(5) In the field, the two ends of the supporting frame body 3 are in transitional connection with a column in the field construction, and the column can be a steel column, a combined column or a concrete column;
(6) And filling cast-in-place concrete 2 into the cast-in-place space.
The construction method is used for constructing the prestressed superposed beam, binding of reinforcing steel bars, formwork supporting, formwork removing and temporary support under the erected beam are not needed on site, the site construction of the prestressed superposed beam can be efficiently carried out, the construction is convenient, the construction quality is high, the prestressed superposed beam only adopts high-performance concrete at the part of the prefabricated shell 1, the consumption of the reinforcing steel bars is reduced, the concrete cost is reduced, and the overall cost is lower. The prestress superposed beam adopts the reinforcing component to fix the prefabricated supporting component, so that the connection strength of the cast-in-place concrete 2 and the prefabricated shell 1 is further enhanced, and the prestress superposed beam can be applied to complex building structures such as heavy loads and the like.
The foregoing description is only of the preferred embodiments of the present application and is not intended to limit the same, but rather, various modifications and variations may be made by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application should be included in the protection scope of the present application.
Claims (7)
1. A prestressed composite girder, comprising:
the prefabricated shell is provided with a cast-in-situ space;
the prefabricated support component is arranged in the cast-in-situ space and connected with the prefabricated shell;
a reinforcement assembly connected to the prefabricated support assembly; and
cast-in-place concrete filled in the cast-in-place space;
the reinforcement component is used for fixing the prefabricated support component and enhancing the connection strength of the cast-in-place concrete and the prefabricated shell;
the prefabricated support assembly comprises a structural frame body, a support frame body and a template;
the structure frame body is connected to the inner wall of the prefabricated shell and forms a prefabricated structure shape, the support frame body is connected to the bottom of the prefabricated shell and is positioned in the structure frame body, and the template is connected to the upper end of the support frame body and encloses a beam column cast-in-situ cavity;
the reinforcing component comprises lacing wires;
the lacing wire is connected with the template to fix the beam column cast-in-situ cavity, and the lacing wire is connected with the structural frame to strengthen the connection strength of the cast-in-situ concrete and the prefabricated shell; the reinforcement assembly further includes a first reinforcement;
the first reinforcing piece is connected to the template and is positioned outside the beam column cast-in-situ cavity so as to fix the beam column cast-in-situ cavity and strengthen the strength of the beam column formed by casting the beam column cast-in-situ cavity.
2. The prestressed composite girder of claim 1, wherein:
the reinforcement assembly further includes a shear connector;
the shearing connection piece is connected to the upper end of the support frame body and is positioned in the beam column cast-in-situ cavity.
3. The prestressed composite girder of claim 1, wherein:
the prefabricated support assembly further comprises a prestressing element;
the prestress piece is arranged in the structural frame body and is close to the bottom of the prefabricated shell.
4. The prestressed composite girder of claim 1, wherein:
the top of prefabricated casing is formed with the pouring mouth, the top of structure framework is located pour mouthful outside.
5. The prestressed composite girder of claim 4, wherein:
the prefabricated support assembly further includes a second reinforcement;
the top end of the structural frame body and the bottom end of the structural frame body are connected with the second reinforcing piece.
6. The prestressed composite girder of claim 1, wherein:
the prefabricated structure is in an inverted T shape.
7. A method of constructing a prestressed composite girder, wherein the prestressed composite girder is the prestressed composite girder according to any one of claims 1 to 6, the method comprising the steps of:
prefabricating the prefabrication shell;
assembling the prefabricated support assembly with the prefabricated housing,
the prefabricated support assembly comprises a structural frame body, a support frame body, a template, a prestress piece and a second reinforcement piece, wherein the structural frame body is connected to the inner wall of the prefabricated shell body and forms a prefabricated structural shape, the support frame body is connected to the bottom of the prefabricated shell body and is positioned in the structural frame body, the template is connected to the upper end of the support frame body and surrounds the upper end of the support frame body to form a beam column cast-in-situ cavity, the prestress piece is arranged in the structural frame body and is close to the bottom of the prefabricated shell body, and the top end of the structural frame body and the bottom end of the structural frame body are both connected with the second reinforcement piece;
assembling the reinforcement assembly with the prefabricated support assembly,
the reinforcing component comprises a shearing-resistant connecting piece, a lacing wire and a first reinforcing piece, wherein the shearing-resistant connecting piece is connected to the upper end of the supporting frame body and is positioned in the beam column cast-in-situ cavity, the lacing wire is connected to the template, the lacing wire is connected to the structural frame body, and the first reinforcing piece is connected to the template;
tensioning the prestress piece to form prestress;
casting the lower part of the structural frame, the second reinforcing piece positioned at the bottom end of the structural frame, the lower part of the prestressed piece and the supporting frame by precast concrete with the strength higher than that of the cast-in-place concrete;
the two ends of the supporting frame body are in transitional connection with a column in site construction;
and filling the cast-in-place concrete into the cast-in-place space.
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| CN111794438B (en) * | 2020-07-10 | 2021-03-23 | 无锡市亨利富建设发展有限公司 | Weight-reducing reinforced composite beam |
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| CN211666085U (en) * | 2020-02-17 | 2020-10-13 | 西安建筑科技大学 | Prestressed superposed beam |
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