KR101585594B1 - Dual-prestressing composite beam and the construction method therewith - Google Patents
Dual-prestressing composite beam and the construction method therewith Download PDFInfo
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- KR101585594B1 KR101585594B1 KR1020150116610A KR20150116610A KR101585594B1 KR 101585594 B1 KR101585594 B1 KR 101585594B1 KR 1020150116610 A KR1020150116610 A KR 1020150116610A KR 20150116610 A KR20150116610 A KR 20150116610A KR 101585594 B1 KR101585594 B1 KR 101585594B1
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- steel
- flange
- abdomen
- casing block
- compressive stress
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
-
- 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
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
-
- 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
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
-
- 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
-
- 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
- E01D2101/28—Concrete reinforced prestressed
- E01D2101/285—Composite prestressed concrete-metal
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- Engineering & Computer Science (AREA)
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
A dual-prestressed steel composite beam capable of optimizing the cross-section using an upper steel material in using a steel beam as a self-weight of a lower casing block formed in a lower flange of a steel beam while using the steel as a girder for a long span, Wherein the dual-prestressed steel composite beam comprises a lower casing block integrated in the lower flange of the bend and an upper compression steel disposed on the upper surface of the steel beam.
Description
The present invention relates to a dual-prestressed steel composite beam and a method of construction thereof. More specifically, a dual-prestressed steel composite beam capable of optimizing the cross-section by using the upper steel material in the use of the lower casing block formed in the lower flange of the steel beam as a long-span girder while maintaining the non- And a method of constructing the same.
FIG. 1A is a view showing the construction of a structural girder by a kind of dual-prestressing method. In other words, it can be seen that the
If the compressive stress exceeds the permissible compressive stress of the structural girder (the allowable compressive stress of the concrete in the case of the PSC girder), there arises a problem due to compression cracks and the like.
In order to compensate for the accumulated compressive stress, a compressive
The compressed
As the compressive stress applied to the
Although the fixing
However, in order to use the
A structural girder (Patent No. 1356675) using a pressurized fixing system is introduced.
1B, the
That is, depending on the structural girder, it can be seen that the compression
However, such a method has a problem that it is very difficult to introduce accurate compressive stress because compressive stress acts on the
1C shows a view of a conventional
The steel
At this time, the
Thus, the lower casing block is poured and cured in the
The
However, there is a problem in that it is difficult to manufacture and operate the
In addition, the present invention relates to a refractory structure system reinforced with a composite lower flange as shown in FIG. 1d, wherein the system is a composite beam refractory structure system using a steel frame and concrete, wherein the lower flange of the exposed steel beam (61) A
However, the U-shaped
The present invention relates to a non-stressed steel composite beam including a steel beam and a lower casing block which are manufactured so as to maintain a lower casing block in a stress-free state during a manufacturing process, The present invention also provides a dual-prestressed steel composite beam capable of producing a non-stressed steel composite beam more quickly and economically, and a method of constructing the same.
In addition, on the upper surface of the non-stressed steel composite beam, an upper steel material for canceling the compressive stress of the upper portion of the neutral axis accumulated during the manufacturing and construction process is installed, A dual-prestressed steel composite beam capable of providing an optimum section of a non-stressed steel composite beam by providing an upper steel constraining material and a method of construction thereof.
The present invention also provides a dual-prestressed steel composite beam capable of constructing a long-span steel composite beam by operating the prestressing load introduction effect using the upper steel material, To be a technical challenge.
According to an aspect of the present invention,
First, in a steel composite beam including a steel beam having an I-shaped section and an upper casing block formed around the lower flange, the upper flange, the abdomen, and the lower flange, An internal space in which the casing block can be accommodated is formed to serve as a mold.
That is, the lower flange itself is U-shaped so that the weight of the concrete can be transmitted only by the steel beam even if the concrete for the lower casing block is laid in the inner space.
Second, compressive stress is introduced into the cased lower casing block by a tensile material. This compressive stress generates compressive stress on the entire cross section of the steel composite beam, and compressive stress is accumulated by its own weight in the course of the steel composite beam, The compressive stress is also accumulated in the slab concrete pouring and curing process.
Since the cumulative compressive stress may ultimately affect the cross-sectional size of the steel beam, the present invention is characterized in that the upper steel is installed on the upper surface of the steel composite beam so as to pass through the upper steel constraining member, The accumulated compressive stress can be canceled by fixing the rear end portion so as to optimize the cross section of the steel composite beam.
Second, when the upper steel material is fixed to the upper compression restraining material after the tensile force rather than the compression force, a tensile stress is generated in the lower part of the neutral axis of the steel beam in the form of a reaction force. In other words, it plays a role of introducing preloading load (kind of load) in advance. When the concrete is laid in the inner space of the U-shaped lower flange and the cement is released in the cured state, tensile stress is generated and the accumulated compressive stress is canceled. In addition, It is possible to have the effect of additionally introducing a compressive stress separately from the compressive stress caused by the tensile material.
Thirdly, the upper steel constraining material can prevent buckling or warping during compression or tension of the upper tensile material, so that the accumulated compressive stress due to the upper tension material and the additional compressive stress in the lower casing block can be canceled more effectively.
Also, since the upper steel-bound constraining material serves as a shear connection member when constructing the slab, it is not necessary to use a separate shear connection material such as a stud, thereby reducing the manufacturing cost of the steel composite beam.
The steel composite beam according to the present invention can be designed to have an optimum cross section for a bridge having a long diameter, thereby enabling a more efficient and economical bridge construction. In addition, it is very easy to control the quality of the upper steel during compression or tensioning, thus enabling more efficient and economical bridge construction.
In addition, the upper steel confining material can prevent buckling and twisting of the upper steel as well as acting as a shear joint in the synthesis with the slab, and can compensate the cumulative compressive stress in the steel beam composite beam, So that it is possible to provide a more efficient and economical dual-prestressing steel composite beam and a construction method thereof.
FIG. 1A is a view showing the production of a PSC girder by a conventional dual-
1B is a structural diagram of a reinforcement device provided on a structural girder which is a conventional steel plate girder;
Fig. 1C is a production construction diagram of a conventional steel composite beam,
1D is a structural cross-sectional view of a conventional steel composite beam for refractory,
FIGS. 2A, 2B, 2C, and 2D are diagrams showing the construction of a dual-prestressed steel composite beam according to the present invention,
FIG. 3 is a cross-sectional view of an upper casing block of a dual-prestressed steel composite beam according to the present invention,
FIG. 4 is a layout diagram of a dual-prestressed steel composite beam according to the present invention,
5a, 5b, 5c, and 5d are cross-sectional views of a bridge constructed by a dual-prestressed steel composite beam construction method.
Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings, which will be readily apparent to those skilled in the art. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and similar parts are denoted by like reference characters throughout the specification.
Throughout the specification, when an element is referred to as "comprising ", it means that it can include other elements as well, without excluding other elements unless specifically stated otherwise.
[Dual-Prestressed Steel Composite Beam (100)]
FIGS. 2A, 2B, 2C, and 2D are diagrams illustrating the construction of a dual-prestessing
2A and 2B, the dual-prestessing
The
In particular, it can be seen that the end folded
It can be seen that the inner space S can be formed by the lower portion of the
That is, instead of using a separate steel material, the lower flange itself is used as the end folded
The
In addition, the end bending lower flange can be used to support the
Accordingly, since the
2b, the dual-prestressed
2a and 2b, the compressive stress acting on the steel composite beam as the compressive stress is introduced to the
That is, the upper steel such as the structural steel bar is installed so as to pass through the upper
Accordingly, the tensile stress serves to cancel the cumulative compressive stress, so that the steel beam of the present invention enables the production of a steel beam optimized by the compressive stress introduced into the lower casing block and the tensile stress introduced into the upper steel, Is called a dual-prestessing steel composite beam (100).
In this case, the upper
Therefore, the dual-prestressing
In addition, the
That is, before the concrete for the
This tensile stress plays a role of applying a prestressing load in the form of a vertical load to the steel beam in advance.
Accordingly, when the concrete for forming the lower casing block is cured, the fixing state of the
That is, in addition to the compressive stress caused by the tensile material, additional compressive stress can be introduced into the lower casing block, thereby enabling the tensile material to be disposed more efficiently and economically.
2b and 2c, there is a difference in the length of the upper extension of the end bending
2b and 2c, the dual-prestessing
The
2A and 2B, the end folded
This is because it is necessary to minimize the amount of steel for forming the
It can be seen that the internal space S can be formed by the lower portion of the abdomen 112 and the end folded
The inner casing S is also provided with a sheath for the inner reinforcing
2C, the height of the cross section of the lower casing block is greater than the height of the end folded
Accordingly, since the weight of the
2d, the dual-prestressed
2A and 2B, it can be seen that the
The
The upper
Therefore, the dual-prestressing
Further, the
[Dual-Prestressed
3 is a cross-sectional view of an upper casing block of a dual-prestressed steel composite beam according to the present invention.
That is, the dual-prestessing
The
As shown in FIG. 3, the
This
Although the weight of the dual-prestressing
[Dual-Prestressed
FIG. 4 is a view illustrating a tension material arrangement of a dual-prestressed steel composite beam according to the present invention.
As described above, the
A fixing device is required for such fixing. When a stranded wire is used as a tension member, the space occupied by the fixing device is not small, and the height of the cross section of the lower casing block is not large.
Accordingly, the present invention is installed in a dead anchorage type using a fixed
As shown in FIG. 4, the fixing
For this purpose, a plurality of
[Dual-Prestressed Steel Composite Beam Construction Method]
FIGS. 5A, 5B, 5C and 5D illustrate cross-sectional views of a bridge constructed by a dual-prestressed steel composite beam construction method.
Basically, Figs. 5A and 5B show the case of Fig. 2A in which the extension length of the end bending
The dual-prestressed steel composite beam construction method according to the present invention may be regarded as a final girder bridge construction method. In the girder bridge construction, the dual-prestressed
5A and 5B, after the dual-prestressing
The upper end of the upper steel
Also, the dual-prestressed steel composite beams 100 spaced apart in the transverse direction can be constrained laterally by the concrete beams. So that the concrete beam 310 also has the effect of covering the exposed steel beam abdomen of the dual-prestressed
5b shows that a dual-prestressed
Next, referring to Figs. 5C and 5D,
A dual-prestressed
The upper end of the upper
Also, the dual-prestressed steel composite beams 100 spaced apart in the transverse direction can be constrained laterally by the concrete beams. So that the concrete beam 310 also has the effect of covering the exposed steel beam abdomen of the dual-prestressed
Alternatively, instead of the concrete beam, both ends of the steel beam may be connected to the abdomen of the dual-prestressing
5d, the dual-prestressing
In this case, since the upper flange and the abdomen partially take over the function of the upper steel constraining material, the size of the upper flange and the abdomen can be minimized, and the slab is not required to be separately constructed.
It will be understood by those skilled in the art that the foregoing description of the present invention is for illustrative purposes only and that those of ordinary skill in the art can readily understand that various changes and modifications may be made without departing from the spirit or essential characteristics of the present invention. will be. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.
The scope of the present invention is defined by the appended claims rather than the detailed description and all changes or modifications derived from the meaning and scope of the claims and their equivalents are to be construed as being included within the scope of the present invention do.
100: dual-prestressed steel composite beam
110: steel beam 111: upper flange
112: abdomen 113: end bending lower flange
120: lower casing block 121: inner reinforcing bar
130: upper steel member 140: upper steel member
150; Tension material 160: Upper casing block
170: fixed anchorage 200: steel beam support
210: Both side vertical supports 220: Upper horizontal supports
230: auxiliary side mold 240: upper casing block mold
300: bottom plate 400: slab
Claims (13)
A lower casing block 120 into which the compressive stress is introduced by the tension member 150 disposed therein, as concrete integrated and cured in the inner space S;
An upper steel constraining material 140 spaced apart from the upper surface of the steel beam upper flange so as to allow the upper steel material to pass therethrough; And
And an upper steel member (130) fixed to the upper steel constraining member in a state where the upper steel member is constrained through the upper steel constraining member to generate a tensile stress in the form of a reaction force,
So that the accumulated compressive stress in the fabrication and construction process is canceled by the tensile stress by the upper steel,
The upper casing block 160 is further formed on the upper flange 111 of the steel beam around the upper end of the abdomen and the upper flange so that the upper casing block 160 is joined to the upper steel 130 and the upper steel constraining material 140 And restrains the upper steel constraining material (140) with the upper steel material (130) while supporting the lower surface of the slab with the lower end portion being embedded.
An upper steel constraining material 140 spaced apart from the upper surface of the steel beam upper flange so as to allow the upper steel material to pass therethrough;
And a tensile stress is applied to the upper steel material through the upper steel material constrained through the upper steel material so that a compressive stress is generated and a tensile stress is generated in the lower part of the neutral axis of the steel material beam 130); And
A compressive stress is introduced by a tensile member 150 disposed inside and a tensile stress is applied to the fixed upper steel member 130 by the tensile stress generated in the lower portion of the neutral shaft by being poured into the inner space S of the generated steel beam, And a lower casing block 120 into which a tensile stress is generated and a compressive stress is further introduced by the force due to the tensile stress,
So that the accumulated compressive stress in the fabrication and construction process is canceled by the tensile stress by the upper steel,
The upper casing block 160 is further formed on the upper flange 111 of the steel beam around the upper end of the abdomen and the upper flange so that the upper casing block 160 is joined to the upper steel 130 and the upper steel constraining material 140 And restrains the upper steel constraining material (140) with the upper steel material (130) while supporting the lower surface of the slab with the lower end portion being embedded.
The lower end flange 113 of the steel beam 110 is formed to be equal to or lower than the sectional height of the lower casing block 120, The lower casing block (120), which is formed lower than the cross sectional height, is completed using the secondary side mold (230).
The upper steel constraining member 140 includes C-shaped steel and allows the upper steel material to pass through the abdomen so as to prevent buckling and warping when compressive stress is introduced into the upper steel material, The steel material 130 is a dual-prestressing steel composite material which is produced by introducing compressive stress at both ends by using a compression jack to fix the both ends to the upper steel constraining material so that tensile stress is generated on the steel composite beam neutral axis in the form of reaction force beam.
The upper steel constraining member 140 includes C-shaped steel and allows the upper steel material to pass through the abdomen so as to prevent buckling and warping when compressive stress is introduced into the upper steel material, The steel material 130 introduces tensile stress at both ends using a tensile jack to fix both ends to the upper steel constraining material so that compressive stress is generated in the form of reaction forces.
Wherein the abdomen of the steel beam (110) is wrapped using sheathing concrete.
A part of the tension member 150 disposed inside the lower casing block 120 is fixedly fixed to a fixed fixing hole 170 provided on the abdomen of the steel beam and the fixed fixing hole 170 is formed as a steel member so that the sheath passes through the abdomen And a dual-prestressed steel composite beam that allows the ends of some of the tensions to be fixedly fixed to the bent flanges.
A plurality of vertical holes are formed in the bent flanges of the fixed fixing holes, a bent strand is inserted in the vertical holes formed in the bent flanges, and the strands are fixedly fixed to the fixed fixing holes,
A dual-prestressed steel composite beam with a vertical rod (173) inserted into the vertical hole (172) and a stranded wire bent and fixed to the vertical rod (172).
(b) forming a slab (400) on the dual-prestressed steel composite beam (100)
In the step (b), the slab 400 is formed by pouring slab concrete, and the upper end of the upper steel constraining material 140 protruding from the upper surface of the steel beam serves as a shear connection member for synthesis with the slab. Prestressed steel composite beam construction method.
(b) forming a slab (400) on the dual-prestressed steel composite beam (100)
In the step (b), the slab 400 is formed by pouring slab concrete, and the upper end of the upper steel constraining material 140 protruding from the upper surface of the steel beam serves as a shear connection member for synthesis with the slab. Prestressed steel composite beam construction method.
After the step of installing the upper steel material 130 in the step (a), the upper casing block 160 is further formed on the upper flange 111 of the steel beam around the upper end of the abdomen and the upper flange,
In the step (b), the slab 400 is formed by pouring slab concrete, and the upper end of the upper steel-bound material 140 protruded from the upper surface of the upper casing block 160 serves as a shear connection material for synthesis with the slab Wherein the dual-prestressed steel composite beam construction method comprises:
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Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR101709221B1 (en) * | 2016-05-03 | 2017-02-22 | 주식회사 후레씨네코리아 | Steel composite girder for bridge and method thereof |
KR101717624B1 (en) * | 2016-08-24 | 2017-03-23 | 주식회사 더빔 | Steel and concrete composite beam without under flange and the construction method therefor |
KR101771911B1 (en) * | 2017-06-08 | 2017-08-28 | 주식회사 운정 | Costruction method of presressed segment streel composite girder with load-locking structure |
KR102209530B1 (en) * | 2020-04-20 | 2021-01-29 | (주)우리컨스텍 | Manufacturing Method Prestressed Composite Girder using Self Reaction Bed And Rahmen Bridge |
KR20230082061A (en) | 2021-11-12 | 2023-06-08 | 주식회사 포스코 | Composite girder and manufacturing method thereof |
Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR101103556B1 (en) * | 2011-09-08 | 2012-01-09 | 주식회사 하이드로코리아 | Composite beam making method and bridge construction method using tendon for tensile force to steel beam |
-
2015
- 2015-08-19 KR KR1020150116610A patent/KR101585594B1/en active IP Right Grant
Patent Citations (1)
Publication number | Priority date | Publication date | Assignee | Title |
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KR101103556B1 (en) * | 2011-09-08 | 2012-01-09 | 주식회사 하이드로코리아 | Composite beam making method and bridge construction method using tendon for tensile force to steel beam |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
KR101709221B1 (en) * | 2016-05-03 | 2017-02-22 | 주식회사 후레씨네코리아 | Steel composite girder for bridge and method thereof |
KR101717624B1 (en) * | 2016-08-24 | 2017-03-23 | 주식회사 더빔 | Steel and concrete composite beam without under flange and the construction method therefor |
KR101771911B1 (en) * | 2017-06-08 | 2017-08-28 | 주식회사 운정 | Costruction method of presressed segment streel composite girder with load-locking structure |
KR102209530B1 (en) * | 2020-04-20 | 2021-01-29 | (주)우리컨스텍 | Manufacturing Method Prestressed Composite Girder using Self Reaction Bed And Rahmen Bridge |
KR20230082061A (en) | 2021-11-12 | 2023-06-08 | 주식회사 포스코 | Composite girder and manufacturing method thereof |
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