KR101585594B1 - Dual-prestressing composite beam and the construction method therewith - Google Patents

Dual-prestressing composite beam and the construction method therewith Download PDF

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Publication number
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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South Korea
Prior art keywords
steel
flange
abdomen
casing block
compressive stress
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KR1020150116610A
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Korean (ko)
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김찬녕
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(주)비티엠이엔씨
김찬녕
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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)
  • Architecture (AREA)
  • 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

[0001] DUAL-PRESTRESSING COMPOSITE BEAM AND THE CONSTRUCTION METHOD THEREWITH [0002]

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 structural girder 10 is a PSC girder, and the tension member of the structural girder is fixed to the tension portion (under the neutral axis) by the pretension method or the like after the tension. Restrictions (strain limitations) Compressive stresses are accumulated in the construction girder compressive section (above the neutral axis) during construction and construction.

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 PC steel material 20 capable of introducing tensile stress into the structural girder compressive portion is buried in the upper portion using a sheath 21, and the upper surface of the structural girder is fixed The nut receiving groove 30 and the hydraulic jack receiving groove 40 are formed so that the end portion of the compressed PC steel 20 is arranged to pass through the fixing nut receiving groove 30 and the hydraulic jack receiving groove 40.

The compressed PC steel material 20 is compressed using the hydraulic jack not shown in the hydraulic jack receiving groove 40 and the compressed PC steel material 20 subjected to the compressive stress is fixed to the fixing plate 50 in the fixing nut receiving groove 30, And fixation nuts.

As the compressive stress applied to the compressive PC steel 20 is restrained, a tensile stress is generated on the upper side of the structural girder 10 by the reaction force, thereby canceling the accumulated compressive stress. Thus, It becomes possible to construct and construct a structural girder.

Although the fixing nut receiving groove 30 and the hydraulic jack receiving groove 40 cause a sectional damage of the structural girder, they are formed because the compressed PC steel 20 can be embedded in the structural girder, So that buckling and twisting do not occur, thereby making it possible to more reliably introduce a tensile stress.

However, in order to use the compressed PC steel 20 to reinforce the existing structural girder, the fixing nut receiving groove 30 and the hydraulic jack receiving groove 40 may be formed on the structural girder or the compressed PC steel 20 may be formed on the existing structural girder 20. [ It is very inefficient and practically impossible.

A structural girder (Patent No. 1356675) using a pressurized fixing system is introduced.

1B, the fixing plate 11 is welded and fixed to the upper surface of the upper flange of the steel plate girder (structural girder) 10, and a compressive stress is introduced into the compressed PC steel 20 by using a hydraulic jack The fixing nuts 30 are fixed to the fixing plate 11.

That is, depending on the structural girder, it can be seen that the compression PC steel material 20 can not be buried in the inside of the structure girder, which means that the compressed PC steel material 20 is installed outside the structure girder have.

However, such a method has a problem that it is very difficult to introduce accurate compressive stress because compressive stress acts on the compressed PC steel 20, so that buckling and twisting act.

1C shows a view of a conventional steel composite beam 80. FIG.

The steel composite beam 80 is formed by forming a lower casing block 82 around the lower flange of the steel beam 81 and by using a tension member 83 embedded in the lower casing block 82, ) To introduce compressive stresses.

At this time, the steel beam 81 is suspended from the casing form 71 as an I-shaped steel beam, and a reinforcing bar 83 and sheath for reinforcing the lower casing block are installed in the casing form.

Thus, the lower casing block is poured and cured in the casing mold 71. Since the weight of the casing form 71 and the lower casing block is burdened by the steel beam 81, a tensile stress due to the weight of the lower casing block 82 is not generated in the lower composite steel beam 80 There will be advantages.

The casing mold 71 is disassembled and the compressive stress is introduced into the lower casing block 82 by inserting the tension member 83 into the sheath and fixing both ends to the end face or the like of the lower casing block 82 .

However, there is a problem in that it is difficult to manufacture and operate the casing form 71. In order to suspend the casing form 71 on the steel beam 81, the steel beam 81 is also suspended on the worktable 90 However, such a work has a problem that workability is inevitably lowered.

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 U-shaped bent portion 62 formed with a wrapped inner space; An injection hole 63 formed in the U-shaped bent portion to fill the injection material 65; And a lower reinforcing bar 64 disposed inside the U-shaped bent portion.

However, the U-shaped bent portion 62 is formed by bending a steel plate separately from the steel beam 61, and is not related to the steel composite beam sectional force, but is merely used as a refractory means. The U- It can be understood that it is merely a refractory means which does not have a direct correlation with the sectional force generated in the different manufacturing and construction processes since it is filled by using the injection hole formed in the bent portion 62.

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 steel composite beam 100 of the present invention.

2A and 2B, the dual-prestessing steel composite beam 100 includes a steel beam 110, a lower casing block 120, an upper steel 130, an upper steel constraining material 140, (150).

The steel beam 110 is a built-up steel beam fabricated in an I-shaped section, including an upper flange 111, an abdomen 112, and an end bent lower flange 113.

In particular, it can be seen that the end folded lower flange 113 is formed in the form of a horizontal plate so that both side ends are bent upward.

It can be seen that the inner space S can be formed by the lower portion of the abdomen portion 112 and the end folded lower flange 113. This inner space S can be formed by placing the concrete for the lower casing block 120, This is characterized by the fact that

That is, instead of using a separate steel material, the lower flange itself is used as the end folded lower flange 113, so that the end folded lower flange 113 is formed at the time of initial manufacture of the steel beam, thereby maximizing the convenience of fabrication and processing.

The lower casing block 120 is formed by placing the inner reinforcing bar 121 and the sheath for the tensile member 150 in advance in the internal space S and then filling the concrete for the lower casing block 120 to be buried therein. It is unnecessary to provide a separate mold for forming the lower casing block.

In addition, the end bending lower flange can be used to support the steel beam 110 by using the steel beam support 200 including the upper horizontal support 220 in the steel composite beam production stand, It is not necessary to use the steel beam support 200 because no form is required. As a result, there is an advantage in that the convenience of production and economical efficiency can be sufficiently secured.

Accordingly, since the steel beam 110 is burdened by the self-weight of the lower casing block 120 including the inner reinforcing bars, the sheath, and the concrete for the lower casing block 120 during the steel beam forming process, It is possible to form a stress-free state in which no other stress is generated.

2b, the dual-prestressed steel composite beam 100 is not suspended from the steel beam support 200, but the bottom flange 113 of the end folded lower flange 113 is held in contact with the bottom plate 300, Prestressing steel composite beam 100 to the bottom plate 300, even if the dual-prestressed steel composite beam 100 is anchored to the bottom plate 300, the weight of the lower casing block 120 including the inner reinforcing bars and the sheath is all buried So that it is possible to form a stress-free state in which no stress is generated in the cured lower casing block 120.

2a and 2b, the compressive stress acting on the steel composite beam as the compressive stress is introduced to the lower casing block 120 by the tensile member 150, the compressive stress acting on the steel beam and the weight of the lower casing block 120 In order to overcome the limitation of designing the sectional height and cross-sectional area of the steel beam beam as the compressive stress acting on the steel composite beam due to accumulation of the compressive stress acting on the steel composite beam by the weight of the slab, Lt; RTI ID = 0.0 > tensile < / RTI > stress.

That is, the upper steel such as the structural steel bar is installed so as to pass through the upper steel constraining material 140 formed with the upper surfaces of the steel beam upper flanges being spaced apart from each other, and both ends of the upper steel are compressed using a compression jack not shown. A compressive stress is introduced into the upper steel material. When the upper steel material 140 is fixed to the upper steel material using a fixing device, a tensile stress is generated due to reaction force against the compressive stress introduced into the upper steel material.

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 steel constraining material 140 is made of C-shaped steel or the like so that the upper steel material passes through the abdomen. When the compressive stress is introduced into the upper steel material, the upper steel material constrains the buckling and warping, The composite composite beam 100 and the slab 400 are combined to form a shear connection member.

Therefore, the dual-prestressing steel composite beam 100 of the present invention has an advantage that a shear connection material for slab synthesis is not required to be formed separately.

In addition, the upper steel 130 serves to load the prefiring load on the lower casing block 120 and serves to offset the accumulated compressive stress.

That is, before the concrete for the lower casing block 120 is poured, the upper steel material 130 is tensioned in advance and the both ends are fixed to the upper steel material constraining material 140. When compressive stress is introduced into the upper portion of the steel beam neutral axis , And a tensile stress is generated in the lower part of the neutral beam of the steel beam in the form of a worm.

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 upper steel material 130 is released, and tensile stress is generated in the form of a reaction force, and compressive stress is applied to the lower casing block .

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 lower flange 113 of the dual-prestressing steel composite beam 100 compared to that of FIGS. 2a and 2b.

2b and 2c, the dual-prestessing steel composite beam 100 includes a steel beam 110, a lower casing block 120, an upper steel 130, an upper steel constraining material 140, (150).

The steel beam 110 includes the upper flange 111, the abdomen 112 and the end folded lower flange 113 so that the built-up steel beam fabricated in the I-shaped section is the same.

2A and 2B, the end folded lower flange 113 is formed in a horizontal plate shape so that both side ends thereof are bent upward, but the extension height is formed to be smaller than the height of the cross section of the lower casing block 120, .

This is because it is necessary to minimize the amount of steel for forming the lower flange 113 and to minimize the dual-prestessing steel composite beam 100. [

It can be seen that the internal space S can be formed by the lower portion of the abdomen 112 and the end folded lower flange 113. Such an internal space S can be formed by placing the lower casing block 120 However, it can be seen that the inner space is formed to be small compared to the case of FIG. 2A only.

The inner casing S is also provided with a sheath for the inner reinforcing bar 121 and the tensile member 150 and the concrete for the lower casing block 120 is buried in the inner space S to form the lower casing block 120 As a result, it is unnecessary to separately provide a mold for forming the lower casing block.

2C, the height of the cross section of the lower casing block is greater than the height of the end folded lower flange 113, so that the steel composite beam manufacturing stand is constructed so that the steel composite beam forming stand includes the both side vertical supports 210 and the upper horizontal supports 220 It can be seen that the support beam 200 is used and the auxiliary beam 230 is further used in the steel beam support 200 and the beam is supported on the upper surface of the upper flange of the beam 110. [

Accordingly, since the weight of the lower casing block 120 including the inner reinforcing bars and the sheath is made to bear the weight of the steel beams in the process of fabricating the steel beams, the cured lower casing block 120 is formed in a stress- .

2d, the dual-prestressed steel composite beam 100 is not suspended from the steel beam support 200, but the bottom flange 113 of the end folded lower flange 113 is held in contact with the bottom plate 300, Prestressing steel composite beam 100 to the bottom plate 300, even if the dual-prestressed steel composite beam 100 is anchored to the bottom plate 300, the weight of the lower casing block 120 including the inner reinforcing bars and the sheath is all buried So that it is possible to form a stress-free state in which no stress is generated in the cured lower casing block 120.

2A and 2B, it can be seen that the auxiliary side mold 230 is further used in the bottom plate 300. [

The upper steel 130 is also subjected to compressive stress acting on the steel composite beam as the compressive stress is introduced into the lower casing block 120 by the tension member 150 and the compressive stress acting on the steel composite beam due to the self weight of the steel beam and the lower casing block. In order to overcome the limitation of designing the sectional height and cross-sectional area of the steel beam beam as the compressive stress acting on the steel composite beam is accumulated due to the self weight of the slab, the cumulative compressive stress is compensated by the tensile stress .

The upper steel constraining material 140 also allows the upper steel material to pass through the abdomen using a C-shaped steel member or the like. The upper steel constraining material 140 serves to prevent buckling and warping when compressive stress is introduced into the upper steel material, The dual-prestressing steel composite beam 100 and the slab 400 serve as shear connectors.

Therefore, the dual-prestressing steel composite beam 100 of the present invention has an advantage that a shear connection material for slab synthesis is not required to be formed separately.

Further, the upper steel member 130 may serve to load the prestressing load on the lower casing block 120 and also serve to offset the accumulated compressive stress.

[Dual-Prestressed Steel Composite Beam 100 With Upper casing block 160 formed]

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 steel composite beam 100 of the present invention includes a lower casing block 120, an abdomen portion 112, and an upper flange 111 which are integrally combined with the end folded lower flange 113, The upper casing block 160 may be further formed around the upper casing block 160.

The upper casing 130 and the upper portion of the upper steel constraining member 140 are embedded to effectively support the slab bottom while restraining the upper steel constraining member 140 provided with the upper steel 130. [ .

As shown in FIG. 3, the upper casing block 160 is coupled to the upper flange 111 by means of an upper casing block mold 240 so as to be formed into a conical shape with an upper light- And the upper casing block formwork 240 is disposed around the upper flange. After concrete is laid, the upper casing block 160 is further formed by demolding when it is cured.

This upper casing block 160 may be formed continuously over the upper flange extension length of the dual-prestressed steel composite beam 100.

Although the weight of the dual-prestressing steel composite beam 100 having the upper casing block 160 is increased, the resistance cross section of the accumulated compressive stress is increased. Therefore, when the amount of the upper steel material is limited, This is a favorable form for

[Dual-Prestressed Steel Composite Beam 100 with Strain (150) Dispersed)

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 tension member 150 of the present invention is inserted into the sheath arranged to penetrate the lower casing block 120 in the longitudinal direction, and is fixed at the end face of the lower casing block 120 after the tension by the post tension method.

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 fixing hole 170 welded and fixed to the abdomen of a steel beam, and a part of the tension member is fixedly fixed to the fixed fixing hole 170.

As shown in FIG. 4, the fixing fixture 170 has a sheath that passes through the abdomen and fixes an end portion of a portion of the tension member to the bent flange, thereby minimizing the height of the lower casing block cross- So that it is possible to minimize the weight of the composite beam 100.

For this purpose, a plurality of vertical holes 172 passing through the bent flange 171 may be formed, and a stranded wire may be bent in a vertical hole formed in the bent flanges to be inserted and fixed therein. A method may be used in which a vertical bar 173 is inserted into the vertical hole 172 and a stranded wire is bent and fixed to the vertical bar 172.

[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 lower flange 113 is large, and in Figs. 5B and 5C, the extension height of the end bending lower flange 113 is The case of FIGS. 2c and 2d is shown.

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 steel composite beam 100 is used as a girder.

5A and 5B, after the dual-prestressing steel composite beam 100 manufactured to form the upper casing block 160 is mounted on an unillustrated bridge substructure, the top surface of the upper casing block 160 Thereby forming a slab 400 on the slab 400.

The upper end of the upper steel material constraining member 140 protruding from the upper surface of the upper casing block 160 may be formed of a composite material with the slab, As shown in FIG.

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 steel composite beam 100.

5b shows that a dual-prestressed steel composite beam 100 is used that minimizes the size of the upper casing block. This is due to the fact that the upper casing block The upper end of the upper steel constraining material 140 protruding from the upper surface of the slab 160 is formed to have a forming height serving as a shear connection material for synthesis with the slab.

Next, referring to Figs. 5C and 5D,

A dual-prestressed steel composite beam 100 without an upper casing block is mounted on a bridge substructure not shown, and a slab 400 is formed on an upper surface of the upper flange.

The upper end of the upper steel constraining material 140 protruding from the upper surface of the upper flange may be formed as a shear connection member for synthesizing the slab with the slab. It is the same that they are made to act.

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 steel composite beam 100.

Alternatively, instead of the concrete beam, both ends of the steel beam may be connected to the abdomen of the dual-prestressing steel composite beam 100 by means of bolts and nuts.

5d, the dual-prestressing steel composite beam 100, which is not formed with the upper casing block, is used, and the upper casing block is combined with the precast slab so that the upper steel constraining material, the upper flange and the upper end of the abdomen are embedded in the slab And it is possible to connect the precast slabs to each other.

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 steel beam 110 including an upper flange and an end folded lower flange integrally formed with the abdomen and having an inner space S formed by the end folded lower flange 113 and the lower end of the abdomen 112;
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. A steel beam 110 including an upper flange and an end folded lower flange integrally formed with the abdomen and having an inner space S formed by the end folded lower flange 113 and the lower end of the abdomen 112;
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. 3. The method according to claim 1 or 2,
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 method according to claim 1,
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. 3. The method of claim 2,
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. delete The method according to claim 1,
Wherein the abdomen of the steel beam (110) is wrapped using sheathing concrete. The method according to claim 1,
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. 9. The method of claim 8,
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). (a) fabricating a steel beam 110 including an upper flange, an end folded lower flange integrally formed with the abdomen, wherein the inner space S is formed by the end folded lower flange 113 and the lower end of the abdomen 112, A lower casing block 120 is formed so that compressive stress is introduced by a tensile material 150 disposed therein as concrete integrated and cured in the inner space S, and a lower casing block 120 is formed on the upper surface of the steel beam upper flange, The upper steel constraining material 140 is fixed so as to allow the steel material to pass therethrough so as to allow the steel material to pass therethrough, compressive stress is introduced through the upper steel constraining material through the upper steel constraining material, and tensile stress Providing a dual-prestressed steel composite beam (100) fabricated comprising: providing an upper steel (130) to generate a dual-prestressed steel composite beam (100); And
(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. (a) fabricating a steel beam 110 including an upper flange, an end folded lower flange integrally formed with the abdomen, wherein the inner space S is formed by the end folded lower flange 113 and the lower end of the abdomen 112, And an upper steel constraining material 140 is installed on the upper surface of the steel beam upper flange so as to be spaced apart and fixed so as to allow the upper steel material to pass therethrough; A tensile stress is applied to the upper steel material through the upper steel material constraining member and the steel material is fixed to the upper steel material constraining material to generate compressive stress and tensile stress is applied to the lower part of the neutral axis of the steel material beam A tensile stress is generated in the lower portion of the neutral axis, and the compressive stress is introduced into the inner space S of the steel beam generated by the tensile stress generated by the tensile stress generated in the lower portion of the neutral axis, And a step of causing a compressive stress to be introduced into the lower casing block 120 by a pulling force generated by a tensile stress generated by releasing the fixing state of the upper steel member 130. The dual-prestressing steel composite beam 100 ); And
(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. delete The method according to claim 10 or 11,
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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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
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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
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