KR101675410B1 - Composite girder for combining ultra-high performance concrete (uhpc) precast module into steel member, and manufacturing method for the same - Google Patents

Abstract

It is possible to shorten the construction period by joining the ultra-high performance concrete precast modules manufactured by precast using the steel girder and the ultra high performance concrete (UHPC) without the upper flange and the lower flange and the web, By using the cast module, the web height of the steel girder can be lowered and the web of the steel girder can be exposed as higher than the upper surface of the ultra high performance concrete precast module to be used as the shear connection material, so that the thickness of the ultra high performance concrete (UHPC) A composite girder in which an ultra high performance concrete precast module and a steel material are combined, and a manufacturing method thereof are provided.

Description

TECHNICAL FIELD [0001] The present invention relates to a composite girder having an ultra-high performance concrete precast module and a steel material, and a method of manufacturing the composite girder and a method of manufacturing the same. BACKGROUND OF THE INVENTION 1. Field of the Invention [0002]

The present invention relates to a composite girder in which an ultra high performance concrete precast module is combined with a steel material. More specifically, the present invention relates to a steel girder having a lower flange and a web without an upper flange and an ultra high performance concrete Concrete (UHPC) precast modules are combined with each other and a manufacturing method thereof.

In general, for the purpose of expecting the synthesis effect between steel and concrete in the field of construction and civil engineering, the in-plane shear force between dissimilar materials is transferred by using stud connectors as shear connectors. Such a stud connector has a structure in which a head and a body are integrally formed, and is automatically or manually welded to a steel material in the field or a factory, so that there is a restriction on the type and diameter of the steel material to be used. Also, a perforated plate having a plurality of through holes formed in the steel sheet may be used as a connection material between the steel and the concrete.

In the "steel girder-concrete composite structure" where concrete is placed on top of the steel girder, solid integration between the steel girder and the concrete coupled to the steel girder is very important.

On the other hand, as a prior art, Korean Patent No. 10-639795 discloses an invention entitled "a semi-shear shear connector having a single open hole ", which will be described in detail with reference to FIG.

FIG. 1 is a perspective view showing a steel girder in which a shear connection member according to a conventional technique is welded to an upper flange of an H-shaped steel beam, and FIG. 2 is a perspective view showing a steel girder according to a conventional technique.

Referring to FIG. 1, a steel girder 10 welded to an upper flange of a H-shaped steel beam according to a conventional technique includes a lower flange 11, a web 12 and an upper flange 13, A shear connector 20 is provided on the upper flange 13.

The shear connection member 20 is formed with a plurality of openings 22 on one side of a steel plate 21 of a predetermined size and a coupling hole 24 is formed in the steel plate 21 between the holes 22, And the shear restraining reinforcing bars 25 are joined to the reinforcing bars 24.

The shear restraining bars 25 are fitted to the coupling holes 24 and are engaged to induce the shear connection members 20 to perform a ductile behavior. That is, the shear confinement reinforcing bar 25 disperses cracks that may occur in the concrete located at the upper portion of the shear connection member 20, thereby improving the horizontal resistance performance. Further, the shear restraining reinforcement 25 prevents the movement between the steel and the concrete, and the frictional force can be increased by closely contacting the two portions.

Further, a plurality of holes 23 are formed in the lower portion of the hole 22 with one side opened. That is, unlike the openings 22 on one side, the closed holes 23 can be further formed at predetermined intervals. This hole 23 ensures the continuity of the concrete to be coupled with the steel and acts as a wedge against the horizontal and vertical shearing forces to prevent the concrete from being separated horizontally and vertically in layers. Further, in order to prevent the concrete from being thermally broken in the longitudinal direction by distributing the local pressure stress locally acting on the concrete contacting the side end face of the steel plate 21, a pair of pressure plates 26 ) Can be attached.

As shown in FIG. 1, in the conventional steel composite girder-concrete composite structure, a separate shear connection member 20 made of a steel material is provided on the upper surface of the upper flange 13 of the steel girder 10, The shear connector 20 according to the related art is very complicated in construction, as shown in FIG. 1, because the shear connector 20 is embedded in the concrete so that the steel girder 10 and the concrete can be integrated. There is a problem that it is cumbersome to manufacture and requires a lot of cost.

In addition, since the shear connector 20 is necessarily installed on the steel girder by welding, various problems arise. First, when joining the shear connector 20 by welding, thermal deformation may occur in the steel girder 10 due to welding heat. Further, since it takes a considerable time and time to perform the welding, there is a problem that the construction period of the steel girder 10 and the concrete composite structure increases as well as the construction cost increases.

In addition, as shown in FIG. 2, in the case of the conventional steel girder 10, a reinforcing plate 40 for preventing abdominal buckling is used, which requires a large amount of steel.

In the case of a structure in which a concrete bottom plate is coupled to an upper part of a steel girder as an example of a girder-concrete composite structure according to the related art, since the shear connection material is provided on the upper flange of the steel girder in the prior art, It is inevitable that the bottom plate is placed above the upper flange of the steel girder. Since the shear connector is protruded to the upper flange surface, in order for the shear connector to be embedded in the concrete deck, the thickness of the concrete deck must be greater than the protruding height of the shear connector, so that there is a great limitation in reducing the thickness of the concrete deck .

In recent years, attempts have been made to construct concrete decks using ultra high performance concrete (UHPC), and since such UHPCs have excellent rigidity, the thickness of the concrete decks Since the thickness of the concrete bottom plate must be equal to or greater than the protrusion height of the front end joint member protruding above the upper flange as in the conventional art as described above, There is a problem in that a great restriction is imposed on reducing the thickness of the concrete bottom plate.

As a prior art for solving the above-mentioned problems, Korean Patent No. 10-1339827 filed by the applicant of the present invention and registered with the Korean Patent Registration No. 10-1339827 discloses "a composite structure of a steel girder and a concrete by a machine- Method "has been disclosed, which will be described with reference to FIG.

FIG. 3 is a perspective view showing a composite structure of a steel girder and concrete formed by a mechanically-coupled shear connector according to a conventional technique in the form of a single beam.

3, the composite structure of the steel girder and the concrete using the mechanically-coupled shear connector according to the related art can be formed on the upper part of the web of the steel girder 50 where the upper flange does not exist, And a shear connection member 60 having an enlarged shear-key head having an enlarged cross-section is provided in the longitudinal direction (longitudinal direction) of the steel girder 50, and the shear connection member 60 A concrete shear bond is formed between the web of the steel girder 50 and the concrete 70 by the shear connector 60 by constructing the concrete 70 so as to be embedded.

In the case of the composite structure of the steel girder and the concrete by the mechanical coupling type shear connector according to the prior art, in the case of forming the steel girder-concrete composite structure in which the concrete 70 is connected to the upper part of the web of the steel girder 50 So that the shear connection material 60 embedded in the concrete 70 is fitted to the upper end of the web of the steel girder 50 by being hit or pressed so as to be engaged with each other so that it can be quickly and easily joined to the web. In the case of the composite structure of the steel girder and the concrete by the mechanical coupling type shear connector according to the related art, the height of the steel girder 50 is not greatly increased due to the existence of the shear connector 60, 60 are not protruded from the upper flange but only the height of the shear connector 60 coupled to the web is filled in the concrete 70. Therefore, in the case of the composite structure of the UHPC-made concrete bottom plate and the steel girder, Can be reduced.

However, in the case of the composite structure of the steel girder and the concrete by the mechanical coupling type shear connector according to the related art, the shear connection member 60 mechanically coupled to the steel girder 50 is installed at the site, So that a considerable amount of time is required for the concrete 70 to be laid and cured.

Korean Patent No. 10-1267807 filed on Oct. 4, 2012, entitled "Large Concrete Girders Utilizing UHPC Member as Formwork and Structural Member and Method of Making the Same" Korean Patent No. 10-639795 filed on November 10, 2004, entitled "Semi-shear connector with one open hole" Korean Patent No. 10-1339827 filed on Dec. 3, 2012, entitled "Composite Structure of Steel Girder and Concrete by Mechanical Coupling Shear Connector and Method of Construction & Korean Patent No. 10-1178875 filed on Dec. 24, 2008, entitled "Bridging method using high-tensile concrete" Korean Patent No. 10-1175940 filed on Nov. 22, 2010, entitled "UHPC precast deck connection structure and connection construction method using joint reinforcing bar joint at zero point of bending moment" Korean Patent No. 10-947306 filed on Dec. 4, 2007, entitled "Composite bridge structure with concrete shear connection and method of construction thereof" Korean Unexamined Patent Publication No. 2012-54705 (Publication date: May 31, 2012), title of the invention: "Connection structure and connection construction method of UHPC precast deck using connection reinforcing bars by tapered concave parts "

In order to solve the above problems, the present invention has been made to solve the above-mentioned problems, and it is an object of the present invention to provide a high- The present invention provides a composite girder which combines an ultra high performance concrete precast module with a steel material, and a method of manufacturing the same.

Another object of the present invention is to provide a super high performance concrete precast module which can lower the web height of the steel girder by exposing the web of the steel girder higher than the upper surface of the ultra high performance concrete precast module, Which is capable of reducing the thickness of the UHPC floor slab by using the composite steel pre-casting module and the composite steel girder, and a method of manufacturing the composite girder.

As a means for achieving the above-mentioned technical object, a composite girder in which an ultra high performance concrete precast module according to the present invention is combined with a steel material comprises a lower flange and a web without an upper flange, Girder; High-performance concrete precast module (UHPC), which is installed on both sides of the web and is formed by pre-casting using ultrahigh performance concrete (UHPC) and has a plurality of fastening holes corresponding to a plurality of through holes formed in the web, Precast Module); A fastening member inserted into the fastening hole formed in the ultra high performance concrete precast module and the plurality of through holes formed in the web to fasten the web and the ultra high performance concrete precast module; And a non-shrinkage mortar to be injected into a fastening hole of the ultra high performance concrete precast module such that the fastening member is inserted into the ultra high performance concrete precast module,
Wherein the fastening member is a bolt inserted through a through hole of the web and a fastening hole of an ultra high performance concrete precast module installed on both sides of the web; And a nut fastened to the bolt, wherein the bolt and the nut are respectively embedded in the steel girder and the ultra high performance concrete precast module to serve as a horizontal shear connection, the web of the steel girder being connected to the vertical shear And the UHPC bottom plates are integrally joined to each other so that the UHPC bottom plates are integrated with each other to form a bottom plate joint, The UHPC bottom plate is formed by connecting the web, the connecting steel and the reinforcing bars of the UHPC bottom plate to each other to reduce the thickness of the UHPC bottom plate.

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Here, the ultrahigh performance concrete precast module uses ultrahigh performance concrete (UHPC) having a compressive strength of 120 MPa or more, a tensile strength of 8 MPa or more, a flexural strength of 25 MPa or more, and a water-binder ratio (W / B) of 0.3 or less And is precast.

Here, the ultra high performance concrete (UHPC) is formed by mixing cement and silica fume, and a binder (B) in which 6 to 30 parts by weight of silica fume is mixed with 100 parts by weight of the cement; 80 to 130 parts by weight of fine aggregate based on 100 parts by weight of cement; 5 to 50 parts by weight of a steel fiber based on 100 parts by weight of cement; 15 to 30 parts by weight of water (W) based on 100 parts by weight of cement; 32 to 38 parts by weight of a filler based on 100 parts by weight of cement; And 3 to 6 parts by weight of a high-performance water reducing agent based on 100 parts by weight of cement, wherein a ratio (W / B) of the water-binding material is 0.3 or less. .

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According to another aspect of the present invention, there is provided a method of manufacturing a composite girder comprising an ultra-high performance concrete precast module and a steel material, the method comprising: a) providing a lower flange and a web without an upper flange, B) forming an ultrahigh performance concrete precast module in which a plurality of fastening holes corresponding to the through holes formed in the web are formed, c) forming a super high performance concrete precast module on both sides of the web, D) installing a plurality of fastening members for connecting the super high performance concrete precast module and the web of the steel girder, respectively; And e) injecting non-shrinkage mortar into the fastening holes of the ultra-high performance concrete precast module to form the composite girder in which the plurality of fastening members are embedded, wherein the fastening member of step (d) Bolts inserted through holes and fastening holes of ultra-high-performance concrete precast modules installed on both sides of the web; And a nut to be fastened to the bolt, wherein the bolt and the nut are respectively embedded in the steel girder and the ultra high performance concrete precast module to serve as a horizontal shear connection, and the web serves as a vertical shear connector And the web is connected to a connection reinforcing bar formed to be embedded in the bottom plate joint, and then the web is integrally formed in the bottom plate joint so that the two UHPC bottom plates are integrated with each other, , The connection reinforcing bars and the reinforcing bars of the UHPC flooring are connected to each other to reduce the thickness of the UHPC flooring.

According to the present invention, the construction period can be shortened by joining together the super high performance concrete precast modules manufactured by precast using the steel girder and the ultra high performance concrete having the lower flange and the web without the upper flange.

According to the present invention, the web height of the steel girder can be lowered by using the ultra high performance concrete precast module, and the web of the steel girder is exposed as higher than the upper surface of the ultra high performance concrete precast module, The thickness of the UHPC bottom plate can be reduced.

1 is a perspective view showing a steel girder in which a shear connector according to a conventional technique is welded to an upper flange of an H-shaped steel beam.
2 is a perspective view showing a conventional steel girder.
FIG. 3 is a perspective view showing a composite structure of a steel girder and concrete formed by a mechanically-coupled shear connector according to a conventional technique in the form of a single beam.
4 is a perspective view showing a composite girder in which an ultrahigh performance concrete precast module and a steel material are combined according to an embodiment of the present invention.
5 is a vertical cross-sectional view showing the AA line shown in FIG.
FIG. 6 is a view showing a concrete girder in a composite girder combining an ultra-high performance concrete precast module and a steel material according to an embodiment of the present invention.
FIG. 7 is a view showing an ultra-high performance concrete precast module in a composite girder combining an ultra-high performance concrete precast module and a steel material according to an embodiment of the present invention.
8 is a view for explaining the operation of a composite girder combining an ultra high performance concrete precast module and a steel material according to an embodiment of the present invention.
9 is a flowchart illustrating a method of manufacturing a composite girder combining an ultra high performance concrete precast module and a steel material according to an embodiment of the present invention.
10 is a view showing a bridge constructed using a composite girder in which an ultra-high performance concrete precast module and a steel material are combined according to an embodiment of the present invention.

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.

[Synthetic girder combining ultra-high-performance concrete precast module and steel (100)]

FIG. 4 is a perspective view showing a composite girder combining an ultra-high performance concrete precast module and a steel material according to an embodiment of the present invention, and FIG. 5 is a vertical cross-sectional view illustrating the A-A line shown in FIG.

4, the composite girder 100 combining the ultra-high performance concrete precast module and the steel according to the embodiment of the present invention includes a steel girder 110, an ultra high performance concrete precast module 120 And a fastening member 130, and further includes a non-shrinking mortar 140 as shown in FIG.

The steel girder 110 has a lower flange 111 and a web 112 without an upper flange and a plurality of through holes 113 are formed in the web 112. Here, as shown in FIG. 5, the web 112 of the steel girder 110 protrudes higher than the upper surface of the ultrahigh performance concrete precast module 120 so as to serve as a vertical shear connector when the bridge is installed.

The ultra high performance concrete precast module 120 is installed on both sides of the web 112 and is formed by precast using ultra high performance concrete (UHPC). The plurality of through holes A plurality of fastening holes 121 are formed. Here, the ultra high performance concrete precast module 120 is an ultra-high performance concrete (UHPC) having a compressive strength of 120 MPa or more, a tensile strength of 8 MPa or more, a flexural strength of 25 MPa or more and a ratio of water- ). ≪ / RTI >

For example, the ultrahigh performance concrete (UHPC) is formed of a mixture of cement and silica fume, a binder (B) in which 6 to 30 parts by weight of silica fume is mixed with 100 parts by weight of the cement; 80 to 130 parts by weight of fine aggregate based on 100 parts by weight of cement; 5 to 50 parts by weight of a steel fiber based on 100 parts by weight of cement; 15 to 30 parts by weight of water (W) based on 100 parts by weight of cement; 32 to 38 parts by weight of a filler based on 100 parts by weight of cement; And 3 to 6 parts by weight of a high-performance water reducing agent based on 100 parts by weight of cement, and the ratio (W / B) of the water-binding material is preferably 0.3 or less.

The fastening member 130 is inserted into the fastening hole 121 formed in the ultra high performance concrete precast module 120 and the plurality of through holes 113 formed in the web 112, The ultra high performance concrete precast module 120 is fastened. 5, the fastening member 130 includes ultra-high-performance concrete precast modules 120a and 120b installed on both sides of the through-hole 113 of the web 112 and the web 112, A bolt 131 inserted to penetrate through the fastening hole of the bolt 131; And a nut 132 that is fastened to the bolt 131. At this time, the bolts 131 and the nuts 132 may be embedded in the steel girder 110 and the ultrahigh performance concrete precast modules 120a and 120b to serve as horizontal shear connectors, respectively.

As shown in FIG. 5, the non-shrinkage mortar 140 is installed in the ultra-high performance concrete precast module 120 so that the fastening member 130 is embedded in the ultra high performance concrete precast module 120, And is injected into the hole 121.

FIG. 6 is a view showing a concrete girder in a composite girder combining an ultra-high performance concrete precast module and a steel material according to an embodiment of the present invention. FIG. 7 is a schematic view of a super high performance concrete precast module according to an embodiment of the present invention. Concrete concrete precast module in a composite girder in which a steel plate and a steel plate are combined with each other.

6, in the composite girder 100 in which the ultra high performance concrete precast module according to the embodiment of the present invention is combined with the steel material, the steel girder 110 is formed by the lower flange 111 and the web 112, and the web 112 has a plurality of through holes. At this time, it is preferable that the web 112 of the steel girder 110 protrudes higher than the upper surface of the ultrahigh performance concrete precast module 120 to serve as a vertical shear connection member when the bridge is installed.

7, in the composite girder 100 in which the ultra high performance concrete precast module according to the embodiment of the present invention is combined with the steel material, the ultra high performance concrete precast module 120 has a compressive strength of 120 MPa or more, (UHPC) having a strength and a bending strength of 25 MPa or more and a water-binder ratio (W / B) of 0.3 or less.

Typically, ultra high performance concrete (UHPC) has a high compressive strength of 120 MPa or more, tensile strength of 8 MPa or more, and flexural strength of 25 MPa or more, and penetration and diffusion rate of deterioration factor is 1/20 to 1 / 10,000 Concrete having a self-filling property with a slump flow of about 220 mm while exhibiting high durability. Recently, studies on ultra high performance concrete mainly in Europe have been actively carried out, and application to bridges, platform roof structures, and skyscraper buildings is gradually expanding.

This ultrahigh performance concrete (UHPC) is made by microfabricating the materials and maximizing the physicochemical hydration reaction of cement-containing binders to increase the strength of the cement matrix and adding fibers with small diameters and large length / aspect ratios Fiber) is mixed with concrete to resist cracking stress. Although the maximum range of strength of this ultra high performance concrete (UHPC) can be up to 800MPa according to the curing conditions, the compressive strength range in the commercialization stage in Europe and other developed countries is about 200MPa.

This ultra high performance concrete (UHPC) has a cement matrix structure with high compressive strength, but does not have high tensile strength without fiber incorporation and brittle failure. Therefore, by adding fiber to such an ultra-high-performance concrete, it is possible to enhance the tensile strength along with the compressive strength, and the fracture behavior of the structure can make pseudo-ductile behavior or ductility behavior possible .

This ultra high performance concrete (UHPC) minimizes the effect of interfacial expansion between aggregate and cement hydrate. In order to improve the separation resistance of the fibers used in ultra high performance concrete (UHPC), the coarse aggregate is not used, Smaller and more powdery digestion is used. Table 1 shows an example of the material composition of ultrahigh performance concrete (UHPC) with ultrahigh strength and toughness properties.

The ultrahigh performance concrete (UHPC) has a total hydration degree of about 20 to 26% due to an extremely low water-binding ratio (W / B) at the initial stage of 48 hours at a temperature of about 20 ° C. after mixing. Will remain at a low level of 7% overall. However, after curing at 90 ℃ for 24 ~ 72 hours, super high performance concrete (UHPC) has capillary porosity of about 1% and hydration degree is more than 85%.

In the case of ultra high performance concrete (UHPC), since the coarse aggregate is excluded from the material composition and silica fume added to the binder has a high powder degree, the entrained air amount is basically less than that of the ordinary concrete in the mixing process, In the hydration process and heating steam curing process, capillary pores are reduced to extremely high strength and high durability.

This ultra-high performance concrete (UHPC) is characterized by a very low water-to-binder ratio, high powder filler and admixture, and high viscosity without bleeding because it does not use coarse aggregate have.

The ultra high performance concrete according to the embodiment of the present invention comprises a binder (B) formed by mixing cement and silica fume, wherein 6 to 30 parts by weight of silica fume is mixed with 100 parts by weight of the cement; 80 to 130 parts by weight of fine aggregate based on 100 parts by weight of cement; 5 to 50 parts by weight of a steel fiber based on 100 parts by weight of cement; 15 to 30 parts by weight of water (W) based on 100 parts by weight of cement; And 3 to 6 parts by weight of a high-performance water reducing agent based on 100 parts by weight of cement, and 32 to 38 parts by weight of filler based on 100 parts by weight of cement, W / B) is 0.3 or less. For example, the formulation of the ultra-high performance concrete according to the embodiment of the present invention can be shown in Table 2 below.

Meanwhile, FIG. 8 is a view for explaining the operation of a composite girder in which an ultra-high performance concrete precast module and a steel material are combined according to an embodiment of the present invention.

The composite girder 100 combining the ultra high performance concrete precast module and the steel material according to the embodiment of the present invention can be installed on the upper part of the beam receiver 220 on the alternate bridge 210, And the shear stress acts on both ends of the composite girder 100. The ultrahigh performance concrete precast module 120 has a bending stress acting on the center portion and a shear stress acting on both ends of the composite girder 100. [ To make it arcuate.

As a result, according to the embodiment of the present invention, the composite girder 110 having the lower flange and the web without the upper flange and the super high performance concrete precast module 120 using the ultra high performance concrete combined with each other The girder 100 can be manufactured.

[Manufacturing method of composite girder 100 combining ultra-high-performance concrete precast module and steel]

9 is a flowchart illustrating a method of manufacturing a composite girder combining an ultra high performance concrete precast module and a steel material according to an embodiment of the present invention.

Referring to FIG. 9, a method of manufacturing a composite girder combining an ultra-high performance concrete precast module and a steel material according to an embodiment of the present invention includes a lower flange 111 and a web 112 without an upper flange, A steel girder 110 having a plurality of through holes 113 formed in the web 112 is formed (S110).

Next, an ultrahigh performance concrete precast module 120 having a plurality of fastening holes 121 corresponding to the through holes 113 formed in the web 112 is formed (S120). The ultrahigh performance concrete precast module 120 has a compressive strength of 120 MPa or more, a tensile strength of 8 MPa or more and a flexural strength of 25 MPa or more and a ratio (W / B) of water- It is precasted using ultra high performance concrete (UHPC).

Next, the ultrahigh performance concrete precast module 120 is installed on both sides of the web 112 (S130). At this time, it is preferable that the web 112 of the steel girder 110 protrudes higher than the upper surface of the ultrahigh performance concrete precast module 120 to serve as a vertical shear connection member when the bridge is installed.

Next, a plurality of fastening members 130 for connecting the ultrahigh performance concrete precast module 120 and the web of the steel girder 110 are respectively inserted (S140). At this time, it is preferable that the fastening member 130 is embedded in the steel girder 110 and the ultrahigh performance concrete precast module 120 so as to serve as a horizontal shear connection member.

Next, the non-shrinkage mortar 140 is injected into the fastening holes 121 of the ultra high performance concrete precast module 120 to form the composite girder 100 in which the plurality of fastening members 130 are embedded (S150 ).

[Bridged Bridge Using Composite Girder Combined with UHPC Precast Module and Steel]

10 is a view showing a bridge constructed using a composite girder in which an ultra-high performance concrete precast module and a steel material are combined according to an embodiment of the present invention.

Referring to FIG. 10, a bridge constructed using an ultra-high performance concrete precast module according to an embodiment of the present invention and a composite girder combining steel material includes a bridge / pier 210, a coaxial receiver 220, a composite girder 100 The UHPC bottom plate 230, the connecting reinforcing bar 240 and the bottom plate joint 250. As described above, the composite girder 100 is formed by combining an ultra high performance concrete precast module with a steel material do.

When a bridge is constructed using a composite girder combined with an ultra-high performance concrete precast module according to an embodiment of the present invention, an ultra high performance concrete (UHPC) containing a steel fiber and having a compressive strength of 120 MPa or more is used, The UHPC bottom plate 230 is formed on the synthetic girder 100. It is important that the UHPC bottom plate 230 is firmly connected to the UHPC bottom plate 230 on the synthetic girder 100, 230) and the girder.

A web 112 in the case of the embodiment of the present invention is partially protruded on the synthetic girder 100 irrespective of the material of the girder such as concrete or steel and the UHPC bottom plate 230 Side UHPC bottom plate 230 must be completely integrated and connected while both side UHPC bottom plates 230 and the synthetic girder 100 are completely integrated with each other, . Particularly, since the tensile force is concentrated on the upper surface portion of the UHPC bottom plate 230 as the portion of the composite girder 100 where the momentum acts, the tension between the UHPC bottom plates 230 on both sides can be sufficiently supported A solid connection should be made.

 In the case of the UHPC bottom plate 230, since the UHPC bottom plate 230 is manufactured by precast so as to have a compressive strength of 120 MPa or more, the thickness of the UHPC bottom plate 230 is much thinner than that of a bottom plate manufactured by ordinary concrete. However, according to the related art, the connection method by the loop joint or the lap joint applied to the general concrete has been applied without taking the inherent characteristic of the UHPC bottom plate 230 into consideration. UHPC is required to be cured at a high temperature due to its material characteristics. When loop joint or double joint according to the conventional technique is used, the range of putting on-site is widened and accordingly, the high temperature curing range is widened excessively, However, the present invention is not limited to the use of the composite high strength concrete precast module according to the present invention and the composite girder combined with the steel material, In the case of a bridged bridge, the web of the steel girder is exposed to a height higher than the upper surface of the ultra high performance concrete precast module, and used as a shear connection member. After connecting the shear connection member to the connection reinforcing bar 240, The thickness of the UHPC bottom plate 230 can be reduced.

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: synthetic girder
110: Steel girder
120: Ultra High Performance Concrete (UHPC) Precast Module
130: fastening member
140: Non-shrink mortar
111: Lower flange
112: web
113: Through hole
121: fastening hole
131: Bolt
132: Nut
210: Alternating / Pier
220: Timetable
230: UHPC floor plate
240: connection reinforcing bar
250: bottom plate joint

Claims (12)

A steel girder (110) having a lower flange (111) and a web (112) without an upper flange and having a plurality of through holes (113) formed in the web (112);
And a plurality of through holes 113 corresponding to a plurality of through holes 113 formed in the web 112. The plurality of through holes 113 are formed in the web 112 by being precasted using ultra high performance concrete (UHPC) An ultra high performance concrete precast module (UHPC Precast Module) 120 formed with a high-performance concrete precast module 121;
A plurality of through holes 113 formed in the web 112 and a fastening hole 121 formed in the ultrahigh performance concrete precast module 120 are inserted to penetrate the web 112 and the ultra high performance concrete precast module 120. [ A fastening member 130 for fastening the fastening member 120; And
Shrink mortar 140 to be injected into the fastening hole 121 of the ultra high performance concrete precast module 120 so that the fastening member 130 is inserted into the ultra high performance concrete precast module 120, ,
The fastening member 130 includes a through hole 113 of the web 112 and a bolt 131 inserted through the fastening hole 121 of the ultra high performance concrete precast module 120 installed on both sides of the web 112 ); And a nut 132 fastened to the bolt 131. The bolt 131 and the nut 132 are connected to the steel girder 110 and the ultra high performance concrete precast module 120,
The web 112 of the steel girder 110 is projected higher than the upper surface of the ultrahigh performance concrete precast module 120 to serve as a vertical shear connection when the bridge is constructed, 250 and the UHPC bottom plate 230 are integrated with each other so that the webs 112 and the connecting reinforcing bars 240 are formed in the bottom plate joint 250, A composite girder incorporating an ultra-high performance concrete precast module and a steel to reduce the thickness of the UHPC bottom plate 230 by connecting the reinforcing bars of the UHPC bottom plate 230 to each other. delete The method according to claim 1,
The ultra high performance concrete precast module 120 is made of ultra high performance concrete (UHPC) having a compressive strength of 120 MPa or higher, a tensile strength of 8 MPa or higher, a flexural strength of 25 MPa or higher, and a water- Wherein the pre-casting is carried out by using a pre-casting method. The method of claim 3,
The ultra high performance concrete (UHPC) is formed by mixing cement and silica fume. A binder (B) having 6 to 30 parts by weight of silica fume mixed with 100 parts by weight of the cement; 80 to 130 parts by weight of fine aggregate based on 100 parts by weight of cement; 5 to 50 parts by weight of a steel fiber based on 100 parts by weight of cement; 15 to 30 parts by weight of water (W) based on 100 parts by weight of cement; 32 to 38 parts by weight of a filler based on 100 parts by weight of cement; And 3 to 6 parts by weight of a high-performance water reducing agent based on 100 parts by weight of cement, wherein a ratio (W / B) of the water-binding material is 0.3 or less. . delete delete a) forming a steel girder (110) having a lower flange (111) and a web (112) without an upper flange and having a plurality of through holes (113) formed in the web (112);
b) forming an ultra high performance concrete precast module 120 having a plurality of fastening holes 121 corresponding to the through holes 113 formed in the web 112;
c) installing the ultra high performance concrete precast modules 120 on both sides of the web 112;
d) inserting a plurality of fastening members (130) for connecting the ultra high performance concrete precast module (120) and the web of the steel girder (110); And
e) injecting the non-shrinkage mortar 140 into the fastening holes 121 of the ultra high performance concrete precast module 120 to form the composite girder 100 in which the plurality of fastening members 130 are embedded In addition,
The fastening member 130 of the step (d) is inserted into the through hole 113 of the web 112 and the fastening hole 121 of the ultra high performance concrete precast module 120 installed on both sides of the web 112 A bolt 131 to be inserted; And a nut 132 fastened to the bolt 131. The bolt 131 and the nut 132 are connected to the steel girder 110 and the ultra high performance concrete precast module 120,
The web 112 is formed to be higher than the upper surface of the ultra high performance concrete precast module 120 so as to serve as a vertical shear connection member when the bridge is installed, and the web 112 is formed to be embedded in the bottom plate joint part 250 The connection reinforcing bar 240 and the UHPC bottom plate 230 in the bottom plate joint 250 so that the UHPC bottom plates 230 are integrated with each other after the connection of the UHPC bottom plate 230 with the connection reinforcing bars 240. [ A method of manufacturing an ultra-high performance concrete precast module and a composite girder combined with a steel material to reduce the thickness of the UHPC bottom plate (230) by connecting reinforcing bars to each other. delete 8. The method of claim 7,
The ultra high performance concrete precast module 120 of the step b) is characterized in that the ultra high performance concrete precast module 120 having a compressive strength of 120 MPa or more, a tensile strength of 8 MPa or more and a flexural strength of 25 MPa or more and a water- (UHPC) is used for pre-casting the composite precast concrete pre-cast module. 10. The method of claim 9,
The ultra high performance concrete (UHPC) is formed by mixing cement and silica fume. A binder (B) having 6 to 30 parts by weight of silica fume mixed with 100 parts by weight of the cement; 80 to 130 parts by weight of fine aggregate based on 100 parts by weight of cement; 5 to 50 parts by weight of a steel fiber based on 100 parts by weight of cement; 15 to 30 parts by weight of water (W) based on 100 parts by weight of cement; 32 to 38 parts by weight of a filler based on 100 parts by weight of cement; And 3 to 6 parts by weight of a high-performance water reducing agent based on 100 parts by weight of cement, wherein a ratio (W / B) of the water-binding material is 0.3 or less. Lt; / RTI > delete A high-performance concrete precast module according to claim 7, wherein the bridge is constructed using a method of manufacturing a composite girder combined with a steel material.

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