CN114412189B - Combined steel beam prestress construction method - Google Patents
Combined steel beam prestress construction method Download PDFInfo
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- CN114412189B CN114412189B CN202210182195.0A CN202210182195A CN114412189B CN 114412189 B CN114412189 B CN 114412189B CN 202210182195 A CN202210182195 A CN 202210182195A CN 114412189 B CN114412189 B CN 114412189B
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- steel beam
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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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
-
- 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
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Mechanical Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
A combined steel girder prestress construction method mainly comprises the following steps: pre-bending the combined steel beam, pouring precast concrete and tensioning the prestressed tendons. The combined steel beam is composed of lower section steel and auxiliary section steel, and the lower section steel and the auxiliary section steel are fixed through bolts, so that the combined steel beam has higher rigidity in the pre-bending process, can greatly reduce the deflection in the midspan in the pre-bending process, and achieves the effects of small deflection and high stress; after the two are bound, the position of the middle shaft moves upwards, the effective pre-compaction area is increased, the concrete prefabrication rate is improved, and the site construction amount is reduced. Besides the most basic double-linear combination mode, the invention also provides a double-arch combination mode and an upper large-lower small combination mode which are respectively used for solving the problems of overlarge deflection caused by large span and lower height of a small steel girder pre-compression area.
Description
Technical Field
The invention belongs to the technical field of buildings, and particularly relates to a combined steel beam prestress construction method.
Background
The steel reinforced concrete structure has good bearing capacity and rigidity, is widely applied to a large-span heavy-load structure, but has general crack resistance, so that a learner proposes a prestressed steel reinforced concrete structure, but the prestress of the steel reinforced concrete is mainly provided by prestress ribs at present, the achievable prestress degree is limited, the prestress loss is serious, the control of the tensioning process is also more strict, and the phenomena of inverted arch cracking and the like are easy to occur. If a single pre-bending beam prestress construction method is adopted, load is directly applied to the section steel, and the auxiliary section steel is not used, the problems of overlarge deflection, small effective pre-bending area and the like caused by small rigidity of the single section steel can be caused, the concrete prefabrication rate is limited, and the site construction quantity is increased.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a combined steel beam prestress construction method, wherein the rigidity of a beam is improved by means of auxiliary steel in the process of applying steel prestress to form a combined steel beam, the middle section and the shaft of the combined steel beam are positioned outside a lower steel beam, compared with a single pre-bent beam, the pre-bent area is larger, the height of precast concrete can be flexibly controlled according to actual needs, a higher prefabrication rate is obtained, and the purpose of reducing the field construction amount is achieved. And there are a variety of combination ways to combine the girder steel: the double-linear type, double-arch type and large-top and small-bottom type steel pre-stressing device is respectively used for solving the problems of limited steel pre-stressing force, large-span construction deflection, difficult pre-stressing tendon construction and the like caused by low pre-stressing region height.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
A combined steel girder prestress construction method comprises the following steps:
s1) combining the auxiliary section steel and the lower section steel to obtain a combined steel beam;
s2) applying downward vertical load, and pre-bending the combined steel girder;
S3) casting precast concrete on the lower section steel;
s4) unloading and dismantling the auxiliary profile steel;
s5) stretching the span prestressed tendons in the precast concrete to obtain the precast composite beam.
In one embodiment, the S1) includes: and fixing the machined auxiliary section steel and the lower section steel by using shear bolts to form the combined steel beam.
In one embodiment, the S2) includes: and applying vertical load on the upper part of the auxiliary steel beam to enable the combined steel beam to generate deflection, wherein the magnitude of the vertical load ensures that the lower section steel and the auxiliary steel beam only generate elastic deformation, and after the vertical load is removed, the deformation of the auxiliary steel beam is completely recovered, so that the combined steel beam can be used as a permanent auxiliary member repeatedly.
In one embodiment, the S3) includes: and pouring precast concrete after the pre-bending load is applied to the combined steel beam and the preset deflection is achieved, and performing steam curing after the pouring is completed, wherein the precast concrete adopts ultra-high performance concrete.
In one embodiment, the S4) includes: unloading after the precast concrete reaches the set strength, and removing the auxiliary section steel after unloading is completed.
In one embodiment, the mid-span prestressed tendons in S5) adopt prestressed steel strands, and a post-tensioning method is adopted for construction, tensioning is carried out from two ends during construction, and two ends of the mid-span prestressed tendons are fixed by an anchor device I after the deformation of the combined steel beam is completely recovered.
In one embodiment, the lower section steel of the adjacent prefabricated combined beam is connected on site, cast-in-place concrete is poured, and after the cast-in-place concrete reaches the set strength, the support prestressed tendons are stretched in the cast-in-place concrete, wherein the support prestressed tendons are extension parts of the midspan prestressed tendons.
In one embodiment, the combined steel beam is in a double-linear type combined mode, a large-top-down small-size combined mode or a double-arch type combined mode.
In one embodiment, when a small-sized combination mode with a large upper part and a small lower part is adopted, the section height of the lower section steel is higher than that of the auxiliary section steel, and the construction process is completely the same as that of the double-linear combination mode;
when the double-arch combination mode is adopted, the lower section steel and the auxiliary section steel are arch-shaped, the flange parts of the lower section steel and the auxiliary section steel can be perfectly attached, and the bolt holes are matched with each other; when in construction, the upper arch disappears under the action of the pre-bending load, the combined steel beam becomes linear, then the precast concrete is poured, and the stretching of the mid-span pre-stressing tendons is not carried out, so that the final shape is an arch shape.
In one embodiment, the support prestressed tendons are extension parts of the mid-span prestressed tendons, grooves are reserved on cast-in-place concrete, two anchor devices are installed to anchor the support prestressed tendons, and the grooves are filled with concrete after anchoring is completed.
Compared with the prior art, the invention has the beneficial effects that:
1. Has remarkable benefit
Compared with the traditional construction method of the prestressed steel reinforced concrete beam, the construction method has the advantages that on the premise that the material cost is not increased, the construction method is changed, the combined steel beam is firstly subjected to the pre-bending load, the first-stage prestressing force is applied to the concrete by utilizing the elastic shrinkage of the combined steel beam, and then the second-stage prestressing force is applied to the concrete by utilizing the action of the prestressing tendons.
2. Is reasonably stressed
The primary prestress is provided by the restoring force of the profile steel, and because the primary prestress needs to apply a pre-bending load to the profile steel, after the precast concrete is unloaded to a certain strength, the profile steel is restrained by the precast concrete, the initial state can not be restored, and the residual deflection deformation still exists, and at the moment, the residual deflection deformation caused by the primary pre-pressing load is counteracted by the anti-arch effect generated by tensioning the prestress rib, so that the profile steel is restored to the initial geometric state, and the subsequent beam-beam connection and the beam-column connection are facilitated.
3. Excellent performance
Compared with the method of directly applying load to the lower section steel, the method of the invention adopts the combined steel beam prestress construction method, and can solve the problem of overlarge deflection under the primary prestress effect, thereby achieving the effect of small deflection and high stress. Meanwhile, as the position of the neutralization shaft is improved, the lower section steel can be completely positioned in the compression area, the effective pre-compression area is increased, the concrete prefabrication rate is improved, and the site construction amount is reduced. For the double arch combination mode, because the prestressed tendons do not need to be tensioned, the construction process is simpler, the construction speed is higher, the double arch combination mode can be used as a hidden beam in a floor slab, and the clearance is greatly saved.
Drawings
FIG. 1 is a schematic illustration of a double line combined construction process of the present invention.
FIG. 2 is a schematic diagram of the construction process of the combined mode of big top and small bottom of the invention.
FIG. 3 is a schematic illustration of a double arch type composite construction process of the present invention.
FIG. 4 is a schematic diagram of the connection of the various parts of the present invention.
FIG. 5 is a schematic illustration of the tendons in the hogging moment region according to the present invention.
Reference numerals are defined as follows:
A lower section steel 1; auxiliary section steel 2; precast concrete 3; a midspan prestressed tendon 4; an anchor I5; cast-in-place concrete 6; a groove 7; a support prestressed tendon 8; and an anchor II 9.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings and examples.
Referring to fig. 1 to 5, the hybrid prestressed composite beam includes a prefabricated composite beam and cast-in-place concrete 6, the prefabricated composite beam mainly includes a lower section steel 1 and precast concrete 3 poured in the lower section steel 1, mid-span prestressed tendons 4 are stretched in the precast concrete 3, and the lower section steels 1 of adjacent prefabricated composite beams are connected at end portions and have a spacing. Cast-in-place concrete 6 is poured above lower section steel 1 and between adjacent prefabricated composite beams, and midspan prestressed tendons 4 extend and stretch into cast-in-place concrete 6, and the ends are fixed.
In the structure, the midspan prestressed tendons 4 are stretched from two ends of the precast concrete 3 in the pre-bending state of the lower section steel 1, and are fixed by the first anchors 5 at two ends of the lower section steel 1 after the deformation and recovery of the lower section steel 1.
In the invention, the extension part of the midspan prestressed tendon 4 is defined as a support prestressed tendon 8, a groove 7 is arranged above the upper flange of the lower section steel 1 on the cast-in-place concrete 6, the support prestressed tendon 8 stretches in the cast-in-place concrete 6, and the end part of the support prestressed tendon is fixed in the groove 7 by an anchor II 9.
The invention relates to a combined steel beam prestress construction method, which comprises a prefabricated part construction and a site construction, wherein the prefabricated part construction mainly comprises the steps of preparing prefabricated combined beams, and the site construction mainly comprises the steps of connecting all the prefabricated combined beams into a whole.
As shown in fig. 1, the preparation of the prefabricated composite beam includes the steps of:
S1) combining the auxiliary section steel 2 with the lower section steel 1 to obtain a combined steel beam.
For example, the formed auxiliary section steel 2 and the lower section steel 1 may be stacked up and down (flange level, web vertical), and then fixed by means of shear bolts or the like to form a composite steel beam.
In this embodiment, the auxiliary section steel 2 and the lower section steel 1 have the same cross section, and a double-linear type composite steel beam is obtained.
S2) applying downward vertical load and pre-bending the combined steel beam.
For example, a vertical load can be applied to the upper part of the auxiliary section steel 2 to cause the combined steel beam to generate deflection, wherein the magnitude of the vertical load is required to ensure that the lower section steel 1 and the auxiliary section steel 2 only elastically deform. And, after the vertical load is removed, the deformation of the auxiliary section steel 2 can be completely recovered, and the auxiliary section steel can be repeatedly used as a permanent auxiliary member.
S3) pouring precast concrete 3 on the lower section steel 1.
For example, after the vertical load is applied to the combined steel beam to pre-bend the combined steel beam and reach the set deflection, pouring of the precast concrete 3 is performed, and steam curing is performed after the pouring is completed, wherein the precast concrete 3 can be ultra-high performance concrete.
The precast concrete 3 may be poured specifically on the lower flange of the lower section steel 1, the lower portion of the web, and the lower portion of the lower flange.
S4) unloading and dismantling the auxiliary section steel 2.
For example, the prefabricated concrete 3 is unloaded after reaching the set strength, and the auxiliary section steel 2 is dismantled after unloading is completed.
S5) stretching the span prestressed tendons 4 in the precast concrete 3 to obtain the precast composite beam.
The mid-span prestressed tendons 4 are constructed by adopting a prestressed steel strand and a post-tensioning method, tensioning is carried out from two ends during construction, and the two ends of the mid-span prestressed tendons 4 are fixed by using an anchor 5 outside the precast concrete 3 after the deformation of the lower section steel 1 is completely recovered.
In the pre-bending process, the combined steel beam has higher rigidity, so that the mid-span deflection in the pre-bending process can be greatly reduced, and the effect of small deflection and high stress is achieved; after the two are bound, the position of the middle shaft moves upwards, the effective pre-compaction area is increased, the concrete prefabrication rate is improved, and the site construction amount is reduced.
Optionally, the combined steel beam can be in a large-top and small-bottom combined mode or a double-arch combined mode.
Specifically, as shown in fig. 2, when the combination mode of large upper part and small lower part is adopted, the section height of the lower section steel 1 is higher than that of the auxiliary section steel 2, the construction process is completely the same as that of the double-linear combination mode, and the combination mode can solve the problem of lower height of the precompressed area of the small steel beam.
As shown in fig. 3, when the double-arch combination mode is adopted, the lower section steel 1 and the auxiliary section steel 2 are arch-shaped, the flange parts of the lower section steel and the auxiliary section steel can be perfectly attached, and the bolt holes are matched with each other; when in construction, the upper arch disappears under the action of the pre-bending load, the combined steel beam becomes linear, then the precast concrete 3 is poured, the stretching of the mid-span pre-stressing tendons 4 is not carried out, the obtained final form is arch-shaped, and the problem of overlarge deflection caused by large span can be solved by the combined mode.
As shown in fig. 4 and 5, during site construction, the lower section steel 1 of the adjacent prefabricated composite beams is connected, then cast-in-place concrete 6 is poured, after the cast-in-place concrete 6 reaches a set strength, the support prestressed tendons 8 are stretched and anchored by the second anchors 9.
N p1 and N p2 in the figure represent the first stage prestressing and the second stage prestressing, respectively. The primary prestress is provided by the restoring force of the section steel, and is the compressive stress generated by the contraction of the section steel on the concrete after unloading; the second-stage prestress is provided by the prestress rib, and can be divided into two parts, wherein one part is applied in the preparation stage of the prefabricated composite beam, and the other part is applied after the cast-in-place concrete 6 reaches the design strength.
The cast-in-place concrete 6 can be poured on the upper flange of the lower section steel 1, the upper part of the web plate and the upper part of the upper flange.
Specifically, a groove 7 is reserved on the cast-in-place concrete 6, the second anchor 9 is installed to anchor the support prestressed tendons 8, and the groove 7 is filled with concrete after the anchoring is completed.
Claims (8)
1. The combined steel beam prestress construction method is characterized by comprising the following steps of:
s1) combining the auxiliary section steel (2) with the lower section steel (1) to obtain a combined steel beam;
S2) applying downward vertical load, and pre-bending the combined steel girder;
S3) casting precast concrete (3) on the lower section steel (1);
s4) unloading and dismantling the auxiliary profile steel (2);
S5) stretching the span prestressed tendons (4) in the precast concrete (3) to obtain a precast composite beam; the method comprises the steps that a prestressed steel strand is adopted for the mid-span prestressed tendons (4), a post-tensioning method is adopted for construction, tensioning is carried out from two ends during construction, and the two ends of the mid-span prestressed tendons (4) are fixed by an anchor device I (5) when the deformation of a combined steel beam is completely recovered;
in the field, connecting lower section steel (1) of adjacent prefabricated composite beams, pouring cast-in-place concrete (6), and tensioning support prestressed tendons (8) after the cast-in-place concrete (6) reaches set strength, wherein the support prestressed tendons (8) are extension parts of the midspan prestressed tendons (4).
2. The method for constructing the combined steel beam prestress according to claim 1, wherein the S1) comprises: and fixing the machined auxiliary section steel (2) and the lower section steel (1) by using shear bolts to form the combined steel beam.
3. The method of constructing a composite steel girder according to claim 1, wherein S2) comprises: and applying vertical load on the upper part of the auxiliary section steel (2) to enable the combined steel beam to generate deflection, wherein the magnitude of the vertical load ensures that the lower section steel (1) and the auxiliary section steel (2) only generate elastic deformation, and after the vertical load is removed, the deformation of the auxiliary section steel (2) is completely recovered, so that the combined steel beam can be used as a permanent auxiliary member repeatedly.
4. The method of constructing a composite steel girder prestress according to claim 1, wherein S3) comprises: and pouring precast concrete (3) after the pre-bending load is applied to the combined steel beam and the preset deflection is achieved, and performing steam curing after the pouring is finished, wherein the precast concrete (3) adopts ultra-high performance concrete.
5. The method of constructing a composite steel girder prestress according to claim 1, wherein S4) comprises: unloading after the precast concrete (3) reaches the set strength, and dismantling the auxiliary section steel (2) after unloading is completed.
6. The method for constructing the combined steel beam prestress according to claim 1, wherein the combined steel beam is in a double-linear type combined mode, a large-top-small-bottom combined mode or a double-arch type combined mode.
7. The combined steel beam prestress construction method of claim 6, wherein when a large-up-down small-sized combination mode is adopted, the section height of the lower section steel (1) is higher than that of the auxiliary section steel (2), and the construction process is completely the same as that of a double-linear combination mode;
When the double-arch combination mode is adopted, the lower section steel (1) and the auxiliary section steel (2) are arch-shaped, the flange parts of the lower section steel and the auxiliary section steel can be perfectly attached, and the bolt holes are matched with each other; when in construction, the upper arch disappears under the action of the pre-bending load, the combined steel beam becomes linear, then the precast concrete (3) is poured, and the stretching of the mid-span prestressed tendons (4) is not carried out, so that the final form is arch.
8. The combined steel beam prestress construction method according to claim 1, characterized in that the support prestress rib (8) is an extension part of the midspan prestress rib (4), a groove (7) is reserved on the cast-in-place concrete (6) to install an anchor II (9) for anchoring the support prestress rib (8), and the groove (7) is filled with concrete after anchoring is completed.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210182195.0A CN114412189B (en) | 2022-02-25 | 2022-02-25 | Combined steel beam prestress construction method |
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| KR20190127016A (en) * | 2018-05-03 | 2019-11-13 | 하창준 | Construction method of multi preflex composite girder |
| CN113684969A (en) * | 2021-09-30 | 2021-11-23 | 西安建筑科技大学 | Prefabricated prestressed high-performance concrete composite beam based on dry connection and construction method |
| CN217268348U (en) * | 2022-02-25 | 2022-08-23 | 西安建筑科技大学 | Hybrid prestressed composite beam |
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2022
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| JPS6466369A (en) * | 1987-09-08 | 1989-03-13 | Fujita Corp | Method of assembly construction of beam reinforcement in steel-frame reinforced concrete construction |
| FR2627526A1 (en) * | 1988-02-19 | 1989-08-25 | Roret Jean | Method for making mixed concrete metal structure - has metal I=beam supporting tensioning members and concrete slab supporting compression member with top covered in at least two zones |
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