WO2009142369A1 - Hybrid steel composite girder construction method - Google Patents

Hybrid steel composite girder construction method Download PDF

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Publication number
WO2009142369A1
WO2009142369A1 PCT/KR2008/006470 KR2008006470W WO2009142369A1 WO 2009142369 A1 WO2009142369 A1 WO 2009142369A1 KR 2008006470 W KR2008006470 W KR 2008006470W WO 2009142369 A1 WO2009142369 A1 WO 2009142369A1
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WIPO (PCT)
Prior art keywords
girder
psc
steel
moment region
coupling
Prior art date
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PCT/KR2008/006470
Other languages
French (fr)
Inventor
Yun Keun No
Geun Hwa Papk
Kyung Beom No
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Woo Kyoung Construction Co., Ltd.
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Publication of WO2009142369A1 publication Critical patent/WO2009142369A1/en

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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
    • 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

Definitions

  • the present invention relates to a method of constructing a hybrid steel composite girder, and in particular, to a method of constructing a hybrid steel composite girder in a hybrid steel composite building structure or bridge mixing a concrete girder and a steel girder.
  • the hybrid steel composite building structure or bridge is constructed by a method of using the steel girder for both of positive and negative moment regions to cover the concrete or adding the prestressed (PS) steel.
  • the present invention is directed to a method of constructing a hybrid steel composite girder, which uses a PSC girder for a negative moment region and a steel girder for a positive moment region, and couples the positive moment region with the negative moment region by means of a steel composite girder composed of a shear connector and a PS tendon for coupling the positive moment region with the negative moment region, so that a structural building or bridge can be constructed at a low cot and a high efficiency.
  • An aspect of the invention is to provide a method of constructing a hybrid steel composite girder, which manufactures a PSC girder for a negative moment region and a steel girder for a positive moment region to be coupled to the PSC girder of the negative moment region, and couples the positive moment region with the negative moment region by means of a steel composite girder composed of a shear connector and a PS tendon for coupling the positive moment region with the negative moment region, wherein at the time of manufacturing the PSC girder for the negative moment region, the steel composite girder composed of the shear connector and the PS tendon for coupling the positive moment region with the negative moment region is synthesized and coupled with the PSC girder of the negative moment region while the steel composite girder composed of the shear connector and the PS tendon is disposed at an outer circumferential surface of the PSC girder of the negative moment region or at a web and upper and lower flanges, the PSC girder of the negative moment region is installed at an end of
  • an I-shaped or U-shaped PSC girder is employed for the negative moment region
  • a steel girder having the same I-shaped or U-shaped form as that of the negative moment region is employed for the positive moment region, which are synthesized and coupled with each other, so that the PSC girder accompanying a relative low construction cost, high cross-sectional stiffness but making it difficult to implement a long span due to its heavy self-weight and the steel girder accompanying a relatively high construction cost and allowing a long span to be implemented because of its light self- weight, can be effectively used by making up the respective weak points, thereby raising advantages to implement the hybrid steel composite girder that is economical and allows long span construction to be carried out.
  • FIG. 1 is a side view illustrating a hybrid steel composite U girder according to the present invention.
  • FIG. 2 is a side view illustrating a PSC U girder of negative moment region of a hybrid steel composite U girder according to the present invention.
  • FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2.
  • FIG. 4 is a cross-sectional view taken along line B-B of FIG. 2.
  • FIG. 5 is a cross-sectional view taken along line C-C of FIG. 2.
  • FIG. 3 is a cross-sectional view taken along line D-D of FIG. 2.
  • FIG. 7 is a perspective view illustrating a steel U girder for coupling positive and negative moment regions of a hybrid steel composite U girder according to the present invention.
  • FIG. 8 is a side view illustrating a hybrid steel composite U girder of which positive and negative moment regions are coupled to each other according to the present invention.
  • FIG. 9 is a side view illustrating a hybrid steel composite I girder according to the present invention.
  • FIG. 10 is a side view illustrating a PSC I girder of negative moment region of a hybrid steel composite I girder according to the present invention.
  • FIG. 11 is a cross-sectional view taken along line A-A of FIG. 10.
  • FIG. 12 is a cross-sectional view taken along line B-B of FIG. 10.
  • FIG. 13 is a cross-sectional view taken along line C-C of FIG. 10.
  • FIG. 14 is a cross-sectional view taken along line D-D of FIG. 10.
  • FIG. 15 is a perspective view illustrating a steel I girder for coupling positive and negative moment regions of a hybrid steel composite I girder according to the present invention.
  • FIG. 16 is a side view illustrating a hybrid steel composite I girder of which positive and negative moment regions are coupled to each other according to the present invention. Best Mode for Carrying Out the Invention
  • FIG. 1 is a side view illustrating a hybrid steel composite U girder according to the present invention
  • FIG. 2 is a side view illustrating a PSC U girder of negative moment region of a hybrid steel composite U girder according to the present invention
  • FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2
  • FIG. 4 is a cross-sectional view taken along line B-B of FIG. 2
  • FIG. 5 is a cross-sectional view taken along line C-C of FIG. 2
  • FIG. 3 is a cross-sectional view taken along line D-D of FIG. 2
  • FIG. 1 is a side view illustrating a hybrid steel composite U girder according to the present invention
  • FIG. 2 is a side view illustrating a PSC U girder of negative moment region of a hybrid steel composite U girder according to the present invention
  • FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2
  • FIG. 4 is a cross-section
  • FIG. 7 is a perspective view illustrating a steel U girder for coupling positive and negative moment regions of a hybrid steel composite U girder according to the present invention
  • FIG. 8 is a side view illustrating a hybrid steel composite U girder of which positive and negative moment regions are coupled to each other according to the present invention.
  • a PSC (prestressed concrete) girder 1Oi and 1Ou of negative moment region is coupled with a steel girder 2Oi and 2Ou of positive moment region by means of a steel composite girder 30i and 30u for coupling the positive and negative moment regions, wherein the negative moment region is composed of the PSC girder 1Oi and 1Ou and the positive moment region to be coupled to PSC girder of negative moment region is composed of steel girder 2Oi and 2Ou.
  • the steel composite girder 30i and 30u for coupling is disposed at an outer circumferential surface of the PSC girder 1Oi and 1Ou or upper and lower flanges 52 and 54 and a web 56, the PSC girder 1Oi and 1Ou is synthesized and coupled with a shear connector 40 and a PS tendon 42, and then the steel girder 2Oi and 2Ou of positive moment region is coupled with the PSC girder at an end of the steel composite girder 30i and 30u for coupling by means of a high-tensile bolt 60 and a coupling steel plate 70.
  • the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region is formed of a U girder 1Ou having its cross-section as a U-shape.
  • a cross-sectional shape of the steel composite girder 30i and 30u for coupling is dependent on the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region.
  • the steel composite U girder 30u for coupling is synthesized and coupled with the shear connector 40 in the form of surrounding the PSC U girder 1Ou at an outer circumferential surface of a predetermined interval of both ends of the PSC U girder 1Ou of negative moment region, and is synthesized and coupled with the PSC U girder 1Ou of negative moment region by means of the shear connector 40 at a PS steel anchoring plate 50 used also for coupling steel plate that is integrated with the web 48 and the lower flange 46 of a steel U girder 44 in an end surface of the PSC U girder 1Ou of negative moment region is synthesized and coupled with the PSC U girder, and the PS tendon 42 is installed at the web 56 and upper and lower flanges 52 and 54 of the PSC U girder 1Ou of negative moment region in a symmetric direction of a longitudinal axis direction in the PS steel anchor
  • the steel composite U girder 30u for coupling is displaced at an outer circumferential surface of the PSC U girder 1Ou at the time of manufacturing the PSC U girder 1Ou, and is synthesized and coupled with the PSC U girder 1Ou by means of the shear connector 40 and the PS tendon 42 that is responsible for its self- weight when the PSC U girder 10 is placed thereon, which is then placed on a post or pier, and the steel U girder 2Ou of positive moment region is coupled therewith at an end of the steel composite U girder 30u for coupling that is synthesized with and attached to the PSC U girder 1Ou of negative moment region by means of the high-tensile bolt 60 and the coupling steel plate 70
  • steel segments are coupled for the steel U girder 2Ou of positive moment region by a general method of coupling the steel girder.
  • the steel composite U girder 30u for coupling is coupled at the outer circumferential surface of the PSC U girder 1Ou of negative moment region, so that its manufacture and installment is facilitated, and connection of the steel U girder 2Ou of positive moment region after being placed on the post or pier is the same as the general connection method for steel girder so that its installment is easy.
  • the most important factor of the construction of the hybrid steel composite girder according to the present invention is the structural and effective synthesis and coupling between concrete and steel.
  • the steel composite U girder 30u for coupling is synthesized and coupled with PSC U girder 1Ou while the steel composite U girder 30u for coupling surrounds a predetermined interval of both ends of the PSC U girder 1Ou of negative moment region, and is first synthesized and coupled with the PSC U girder 1Ou of negative moment region by means of the shear connector 40 at the PS steel anchoring plate 50 used also for coupling steel plate that is integrated with the web 48 and the lower flange 46 of the steel U girder 44 in an end surface of the PSC U girder 1Ou of negative moment region, and then is installed and tensed to be synthesized and coupled with the PS tendon 42 that is responsible for its self- weight at the upper and lower flanges 52 and 54 of the PSC U girder 1Ou of negative moment region in the PS steel anchoring
  • the PS tendon 42 acts to be responsible for its self -weight and to reinforce the synthesized coupling between the steel and concrete.
  • FIG. 9 is a side view illustrating a hybrid steel composite I girder according to the present invention
  • FIG. 10 is a side view illustrating a PSC I girder of negative moment region of a hybrid steel composite I girder according to the present invention
  • FIG. 11 is a cross-sectional view taken along line A-A of FIG. 10
  • FIG. 12 is a cross-sectional view taken along line B-B line of FIG. 10
  • FIG. 13 is a cross-sectional view taken along line C-C of FIG. 10
  • FIG. 14 is a cross-sectional view taken along line D-D of FIG. 2, FIG.
  • FIG. 15 is a perspective view illustrating a steel I girder for coupling positive and negative moment regions of a hybrid steel composite I girder according to the present invention
  • FIG. 16 is a side view illustrating a hybrid steel composite I girder of which positive and negative moment regions are coupled to each other according to the present invention.
  • a PSC girder 1Oi and 1Ou of negative moment region is coupled with a steel girder 2Oi and 2Ou of positive moment region by means of a steel composite girder 30i and 30u for coupling the positiveand negative moment regions, wherein the negative moment region is composed of the PSC girder 1Oi and 1Ou and the positive moment region to be coupled to PSC girder of negative moment region is composed of steel girder 2Oi and 2Ou.
  • the steel composite girder 30i and 30u for coupling is disposed at the web 56 and upper and lower flanges 52 and 54 of negative moment region, which is then synthesized and coupled with the shear connector 40 and the PS tendon 42, and then the steel girder 2Oi and 2Ou of positive moment region is coupled with the PSC girder at an end of the steel composite girder 30i and 30u for coupling by means of the high-tensile bolt 60 and the coupling steel plate 70.
  • the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region is formed of an I girder 1Oi having its cross-section as an I-shape.
  • a cross-sectional shape of the steel composite girder 30i and 30u for coupling is dependent on the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region.
  • the steel composite I girder 30i for coupling is displaced at an outer circumferential surface of the upper and lower flanges 52 and 54 of a predetermined interval of both ends of the PSC I girder 1Oi of negative moment region, the web 56 of the steel composite I girder 30i for coupling is buried in a web 58 of the PSC I girder 1Oi of negative moment region, the PSC I girder is synthesized and coupled with the shear connector 40 and the PS steel anchoring plate 50 used also for coupling steel plate that is welded to the steel composite I girder 30i for coupling at both ends of the PSC I girder 10 of negative moment region, the PS tendon 42 is installed at the PS steel anchoring plate 50, and the PS tendon 42 is tensed and coupled.
  • the method of constructing the hybrid steel composite girder of the present invention in the case of PSC I girder 1Oi of negative moment region can be applied to the PSC U girder 1Ou of negative moment region in the same way, however, differs in that the cross-section of the steel girder 2Oi has the steel I girder 2Oi of positive moment region to be conformed to the shape of the PSC I girder 1Oi of negative moment region, the upper and lower flanges 52 and 54 are exposed at outer circumferential surfaces of the PSC I girder 10 of negative moment region, the web 56 is buried in the web 58 of the PSC I girder 1Oi of negative moment region, the PS steel anchoring plate 50 having the same shape is installed at cross-sections of both ends of the PSC I girder 1Oi of negative moment region, and the PS tendon 42 is tensed and synthesized with the PS steel anchoring plate 50.
  • the PS tendon 42 acts to be responsible for its self- weight and to reinforce the synthesized coupling between the steel and concrete.

Abstract

Disclosed is a hybrid steel composite girder construction method, which uses a PSC girder for a negative moment region and a steel girder for a positive moment region, and the PSC girder of negative moment region and the steel girder of positive moment region are coupled to each other by a steel composite girder composed of a shear connector and a PS tendon for coupling the positive and negative moment regions, so that a building structure and a bridge can be constructed at a low cost and with a high efficiency.

Description

Description
HYBRID STEEL COMPOSITE GIRDER CONSTRUCTION
METHOD
Technical Field
[1] The present invention relates to a method of constructing a hybrid steel composite girder, and in particular, to a method of constructing a hybrid steel composite girder in a hybrid steel composite building structure or bridge mixing a concrete girder and a steel girder. Background Art
[2] In general, the hybrid steel composite building structure or bridge is constructed by a method of using the steel girder for both of positive and negative moment regions to cover the concrete or adding the prestressed (PS) steel.
[3] According to the conventional hybrid steel composite girder configured as described above, it is possible to build a girder with a low girder height and a long span while raising the economical efficiency by means of the mixed usage of concrete and steel in terms of structural mechanics.
[4] However, according to the conventional hybrid steel composite girder configured as described above, an amount of using the steel is large in terms of structural mechanics, so that the conventional hybrid steel composite girder is not widely employed but employed for only a specific interval due to the bad economical efficiency.
[5] Accordingly, to obtain smooth migration from the conventional hybrid steel composite girder to an economical hybrid steel composite girder that can save the amount of steel used, there is a need for development in technology for efficient and structural connection between concrete and steel. Disclosure of Invention Technical Problem
[6] In view of the problems mentioned above, the present invention is directed to a method of constructing a hybrid steel composite girder, which uses a PSC girder for a negative moment region and a steel girder for a positive moment region, and couples the positive moment region with the negative moment region by means of a steel composite girder composed of a shear connector and a PS tendon for coupling the positive moment region with the negative moment region, so that a structural building or bridge can be constructed at a low cot and a high efficiency. Technical Solution
[7] An aspect of the invention is to provide a method of constructing a hybrid steel composite girder, which manufactures a PSC girder for a negative moment region and a steel girder for a positive moment region to be coupled to the PSC girder of the negative moment region, and couples the positive moment region with the negative moment region by means of a steel composite girder composed of a shear connector and a PS tendon for coupling the positive moment region with the negative moment region, wherein at the time of manufacturing the PSC girder for the negative moment region, the steel composite girder composed of the shear connector and the PS tendon for coupling the positive moment region with the negative moment region is synthesized and coupled with the PSC girder of the negative moment region while the steel composite girder composed of the shear connector and the PS tendon is disposed at an outer circumferential surface of the PSC girder of the negative moment region or at a web and upper and lower flanges, the PSC girder of the negative moment region is installed at an end of the steel composite girder for coupling the positive moment region and negative moment regions by means of high-tensile bolts and coupling steel plate.
Advantageous Effects
[8] According to the hybrid girder using both of the concrete girder and the steel girder of the present invention, an I-shaped or U-shaped PSC girder is employed for the negative moment region, a steel girder having the same I-shaped or U-shaped form as that of the negative moment region is employed for the positive moment region, which are synthesized and coupled with each other, so that the PSC girder accompanying a relative low construction cost, high cross-sectional stiffness but making it difficult to implement a long span due to its heavy self-weight and the steel girder accompanying a relatively high construction cost and allowing a long span to be implemented because of its light self- weight, can be effectively used by making up the respective weak points, thereby raising advantages to implement the hybrid steel composite girder that is economical and allows long span construction to be carried out. Brief Description of the Drawings
[9] FIG. 1 is a side view illustrating a hybrid steel composite U girder according to the present invention.
[10] FIG. 2 is a side view illustrating a PSC U girder of negative moment region of a hybrid steel composite U girder according to the present invention.
[11] FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2.
[12] FIG. 4 is a cross-sectional view taken along line B-B of FIG. 2.
[13] FIG. 5 is a cross-sectional view taken along line C-C of FIG. 2.
[14] FIG. 3 is a cross-sectional view taken along line D-D of FIG. 2.
[15] FIG. 7 is a perspective view illustrating a steel U girder for coupling positive and negative moment regions of a hybrid steel composite U girder according to the present invention.
[16] FIG. 8 is a side view illustrating a hybrid steel composite U girder of which positive and negative moment regions are coupled to each other according to the present invention.
[17] FIG. 9 is a side view illustrating a hybrid steel composite I girder according to the present invention.
[18] FIG. 10 is a side view illustrating a PSC I girder of negative moment region of a hybrid steel composite I girder according to the present invention.
[19] FIG. 11 is a cross-sectional view taken along line A-A of FIG. 10.
[20] FIG. 12 is a cross-sectional view taken along line B-B of FIG. 10.
[21] FIG. 13 is a cross-sectional view taken along line C-C of FIG. 10.
[22] FIG. 14 is a cross-sectional view taken along line D-D of FIG. 10.
[23] FIG. 15 is a perspective view illustrating a steel I girder for coupling positive and negative moment regions of a hybrid steel composite I girder according to the present invention.
[24] FIG. 16 is a side view illustrating a hybrid steel composite I girder of which positive and negative moment regions are coupled to each other according to the present invention. Best Mode for Carrying Out the Invention
[25] Hereinafter, the present invention will be described in detail with reference to accompanying drawings.
[26] First Embodiment
[27] FIG. 1 is a side view illustrating a hybrid steel composite U girder according to the present invention, FIG. 2 is a side view illustrating a PSC U girder of negative moment region of a hybrid steel composite U girder according to the present invention, FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2, FIG. 4 is a cross-sectional view taken along line B-B of FIG. 2, FIG. 5 is a cross-sectional view taken along line C-C of FIG. 2, FIG. 3 is a cross-sectional view taken along line D-D of FIG. 2, FIG. 7 is a perspective view illustrating a steel U girder for coupling positive and negative moment regions of a hybrid steel composite U girder according to the present invention, and FIG. 8 is a side view illustrating a hybrid steel composite U girder of which positive and negative moment regions are coupled to each other according to the present invention.
[28] As shown in these drawings, according to a method of constructing a hybrid steel composite girder, a PSC (prestressed concrete) girder 1Oi and 1Ou of negative moment region is coupled with a steel girder 2Oi and 2Ou of positive moment region by means of a steel composite girder 30i and 30u for coupling the positive and negative moment regions, wherein the negative moment region is composed of the PSC girder 1Oi and 1Ou and the positive moment region to be coupled to PSC girder of negative moment region is composed of steel girder 2Oi and 2Ou.
[29] At the time of manufacturing the PSC girder 1Oi and 1Ou of negative moment region, the steel composite girder 30i and 30u for coupling is disposed at an outer circumferential surface of the PSC girder 1Oi and 1Ou or upper and lower flanges 52 and 54 and a web 56, the PSC girder 1Oi and 1Ou is synthesized and coupled with a shear connector 40 and a PS tendon 42, and then the steel girder 2Oi and 2Ou of positive moment region is coupled with the PSC girder at an end of the steel composite girder 30i and 30u for coupling by means of a high-tensile bolt 60 and a coupling steel plate 70.
[30] In addition, the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region is formed of a U girder 1Ou having its cross-section as a U-shape.
[31] A cross-sectional shape of the steel composite girder 30i and 30u for coupling is dependent on the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region.
[32] Here, when the negative moment region corresponds to the PSC U girder 1Ou, the steel composite U girder 30u for coupling is synthesized and coupled with the shear connector 40 in the form of surrounding the PSC U girder 1Ou at an outer circumferential surface of a predetermined interval of both ends of the PSC U girder 1Ou of negative moment region, and is synthesized and coupled with the PSC U girder 1Ou of negative moment region by means of the shear connector 40 at a PS steel anchoring plate 50 used also for coupling steel plate that is integrated with the web 48 and the lower flange 46 of a steel U girder 44 in an end surface of the PSC U girder 1Ou of negative moment region is synthesized and coupled with the PSC U girder, and the PS tendon 42 is installed at the web 56 and upper and lower flanges 52 and 54 of the PSC U girder 1Ou of negative moment region in a symmetric direction of a longitudinal axis direction in the PS steel anchoring plate 50, and the PS tendon 42 is tensed, synthesized and coupled.
[33] That is, according to the method of constructing the hybrid steel composite girder, when the PSC U girder 1Ou of negative moment region is coupled with the steel U girder 2Ou of positive moment region, the steel composite U girder 30u for coupling is displaced at an outer circumferential surface of the PSC U girder 1Ou at the time of manufacturing the PSC U girder 1Ou, and is synthesized and coupled with the PSC U girder 1Ou by means of the shear connector 40 and the PS tendon 42 that is responsible for its self- weight when the PSC U girder 10 is placed thereon, which is then placed on a post or pier, and the steel U girder 2Ou of positive moment region is coupled therewith at an end of the steel composite U girder 30u for coupling that is synthesized with and attached to the PSC U girder 1Ou of negative moment region by means of the high-tensile bolt 60 and the coupling steel plate 70
[34] In this case, steel segments are coupled for the steel U girder 2Ou of positive moment region by a general method of coupling the steel girder.
[35] With such a construction method described above, the steel composite U girder 30u for coupling is coupled at the outer circumferential surface of the PSC U girder 1Ou of negative moment region, so that its manufacture and installment is facilitated, and connection of the steel U girder 2Ou of positive moment region after being placed on the post or pier is the same as the general connection method for steel girder so that its installment is easy.
[36] In particular, the most important factor of the construction of the hybrid steel composite girder according to the present invention is the structural and effective synthesis and coupling between concrete and steel.
[37] That is, considering that the efficiency and performance of the synthesized portion is the most important part of the hybrid girder, when the amount of steel used for the synthesized portion is large, the synthesis performance is good but not economical, and when the amount of steel used is small, it is economical but is not good for structural safety, so that the development in a synthesis method that is most economical and effective in terms of structure is required.
[38] Therefore, according to the hybrid steel composite girder of the present invention, when the negative moment region corresponds to the PSC U girder 1Ou, the steel composite U girder 30u for coupling is synthesized and coupled with PSC U girder 1Ou while the steel composite U girder 30u for coupling surrounds a predetermined interval of both ends of the PSC U girder 1Ou of negative moment region, and is first synthesized and coupled with the PSC U girder 1Ou of negative moment region by means of the shear connector 40 at the PS steel anchoring plate 50 used also for coupling steel plate that is integrated with the web 48 and the lower flange 46 of the steel U girder 44 in an end surface of the PSC U girder 1Ou of negative moment region, and then is installed and tensed to be synthesized and coupled with the PS tendon 42 that is responsible for its self- weight at the upper and lower flanges 52 and 54 of the PSC U girder 1Ou of negative moment region in the PS steel anchoring plate 50 in a direction symmetric to a longitudinal axis direction at the web 56.
[39] With this arrangement, the coupling by means of the shear connector 40 and the coupling by means of the PS tendon 42 increase the synthesis effect of the steel and the concrete and the stability.
[40] That is, the PS tendon 42 acts to be responsible for its self -weight and to reinforce the synthesized coupling between the steel and concrete.
[41] Second embodiment [42] FIG. 9 is a side view illustrating a hybrid steel composite I girder according to the present invention, FIG. 10 is a side view illustrating a PSC I girder of negative moment region of a hybrid steel composite I girder according to the present invention, FIG. 11 is a cross-sectional view taken along line A-A of FIG. 10, FIG. 12 is a cross-sectional view taken along line B-B line of FIG. 10, FIG. 13 is a cross-sectional view taken along line C-C of FIG. 10, FIG. 14 is a cross-sectional view taken along line D-D of FIG. 2, FIG. 15 is a perspective view illustrating a steel I girder for coupling positive and negative moment regions of a hybrid steel composite I girder according to the present invention, and FIG. 16 is a side view illustrating a hybrid steel composite I girder of which positive and negative moment regions are coupled to each other according to the present invention.
[43] As shown in these drawings, according to a method of constructing a hybrid steel composite girder, a PSC girder 1Oi and 1Ou of negative moment region is coupled with a steel girder 2Oi and 2Ou of positive moment region by means of a steel composite girder 30i and 30u for coupling the positiveand negative moment regions, wherein the negative moment region is composed of the PSC girder 1Oi and 1Ou and the positive moment region to be coupled to PSC girder of negative moment region is composed of steel girder 2Oi and 2Ou.
[44] At the time of manufacturing the PSC girder 1Oi and 1Ou of negative moment region, the steel composite girder 30i and 30u for coupling is disposed at the web 56 and upper and lower flanges 52 and 54 of negative moment region, which is then synthesized and coupled with the shear connector 40 and the PS tendon 42, and then the steel girder 2Oi and 2Ou of positive moment region is coupled with the PSC girder at an end of the steel composite girder 30i and 30u for coupling by means of the high-tensile bolt 60 and the coupling steel plate 70.
[45] In addition, the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region is formed of an I girder 1Oi having its cross-section as an I-shape.
[46] A cross-sectional shape of the steel composite girder 30i and 30u for coupling is dependent on the cross-sectional shape of the PSC girder 1Oi and 1Ou of negative moment region.
[47] Here, when the negative moment region corresponds to the PSC I girder 1Oi, the steel composite I girder 30i for coupling is displaced at an outer circumferential surface of the upper and lower flanges 52 and 54 of a predetermined interval of both ends of the PSC I girder 1Oi of negative moment region, the web 56 of the steel composite I girder 30i for coupling is buried in a web 58 of the PSC I girder 1Oi of negative moment region, the PSC I girder is synthesized and coupled with the shear connector 40 and the PS steel anchoring plate 50 used also for coupling steel plate that is welded to the steel composite I girder 30i for coupling at both ends of the PSC I girder 10 of negative moment region, the PS tendon 42 is installed at the PS steel anchoring plate 50, and the PS tendon 42 is tensed and coupled.
[48] That is, it should be noted that the method of constructing the hybrid steel composite girder of the present invention in the case of PSC U girder 1Ou can be also applied to the PSC I girder 1Oi in the same way.
[49] Here, the method of constructing the hybrid steel composite girder of the present invention in the case of PSC I girder 1Oi of negative moment region can be applied to the PSC U girder 1Ou of negative moment region in the same way, however, differs in that the cross-section of the steel girder 2Oi has the steel I girder 2Oi of positive moment region to be conformed to the shape of the PSC I girder 1Oi of negative moment region, the upper and lower flanges 52 and 54 are exposed at outer circumferential surfaces of the PSC I girder 10 of negative moment region, the web 56 is buried in the web 58 of the PSC I girder 1Oi of negative moment region, the PS steel anchoring plate 50 having the same shape is installed at cross-sections of both ends of the PSC I girder 1Oi of negative moment region, and the PS tendon 42 is tensed and synthesized with the PS steel anchoring plate 50.
[50] With this arrangement, the coupling by means of the shear connector 40 and the coupling by means of the PS tendon 42 increase the synthesis effect of the steel and the concrete and the stability.
[51] That is, the PS tendon 42 acts to be responsible for its self- weight and to reinforce the synthesized coupling between the steel and concrete.

Claims

Claims
[1] A method of constructing a hybrid steel composite girder, comprising: coupling a PSC (prestressed concrete) girder 1Oi and 1Ou of negative moment region with a steel girder 2Oi and 2Ou of positive moment region by means of a steel composite girder 30i and 30u for coupling the positiveand negative moment regions, the negative moment region being composed of the PSC girder 1Oi and
1Ou and the positive moment region to be coupled to PSC girder of negative moment region being composed of steel girder 2Oi and 2Ou, wherein coupling the PSC girder 1Oi and 1Ou of negative moment region with the steel girder 2Oi and 2Ou of positive moment region comprises: displacing, at the time of manufacturing the PSC girder 1Oi and 1Ou of negative moment region, the steel composite girder 30i and 30u for coupling at an outer circumferential surface of the PSC girder 1Oi and 1Ou or upper and lower flanges
52 and 54 and a web 56; synthesizing and coupling the PSC girder 1Oi and 1Ou with a shear connector 40 and a PS tendon 42; and coupling the steel girder 2Oi and 2Ou of positive moment region with the PSC girder at an end of the steel composite girder 30i and 30u for coupling by means of a high-tensile bolt 60 and a coupling steel plate 70.
[2] The method as set forth in claim 1, wherein the PSC girder 1Oi and 1Ou of negative moment region is formed of an I-shaped girder 1Oi having its cross- section as an I-shape or a U-shaped girder 1Ou having its cross-section as a U- shape.
[3] The method as set forth in claim 1 or 2, wherein a cross-sectional shape of the steel composite girder 30i and 30u for coupling is dependent on the cross- sectional shape of the PSC girder 1Oi and 1Ou of negative moment region.
[4] The method as set forth in claim 1 or 2, wherein when the negative moment region corresponds to the PSC U girder 1Ou, the steel composite U girder 30u for coupling is synthesized and coupled with the shear connector 40 in the form of surrounding the PSC U girder 1Ou at an outer circumferential surface of a predetermined interval of both ends of the PSC U girder 1Ou of negative moment region, and is synthesized and coupled with the PSC U girder 1Ou of negative moment region by means of the shear connector 40 at a PS steel anchoring plate 50 used also for coupling steel plate that is integrated with the web 48 and the lower flange 46 of a steel U girder 44 in an end surface of the PSC U girder 1Ou of negative moment region is synthesized and coupled with the PSC U girder, and the PS tendon 42 is installed at the web 56 and upper and lower flanges 52 and 54 of the PSC U girder 1Ou of negative moment region in a symmetric direction of a longitudinal axis direction in the PS steel anchoring plate 50, and the PS tendon 42 is tensed, synthesized and coupled. [5] The method as set forth in claim 1 or 2, wherein when the negative moment region corresponds to the PSC I girder 1Oi, the steel composite I girder 30i for coupling is displaced at an outer circumferential surface of the upper and lower flanges 52 and 54 of a predetermined interval of both ends of the PSC I girder 1Oi of negative moment region, the web 56 of the steel composite I girder 30i for coupling is buried in a web 58 of the PSC I girder 1Oi of negative moment region, the PSC I girder is synthesized and coupled with the shear connector 40 and a PS steel anchoring plate 50 used also for coupling steel plate that is welded to the steel composite I girder 30i for coupling at both ends of the PSC I girder 10 of negative moment region, and the PS tendon 42 is installed at the PS steel anchoring plate 50, and the PS tendon 42 is tensed and coupled.
PCT/KR2008/006470 2008-05-20 2008-11-03 Hybrid steel composite girder construction method WO2009142369A1 (en)

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