KR102156661B1 - Steel composite beam with controlled end cracks and construction method thereof - Google Patents

Abstract

Disclosed are a steel composite beam with controlled end cracks and a construction method thereof, wherein the steel composite beam with the controlled end cracks can solve a problem of durability degradation caused by the end cracks generated when a plurality of steel composite beams are manufactured at once by using a mold system in a long line pretension method and be directly steel-coupled in a column structure mounting step to secure construction stability.

Description

Steel composite beam with controlled end cracks and its construction method {STEEL COMPOSITE BEAM WITH CONTROLLED END CRACKS AND CONSTRUCTION METHOD THEREOF}

The present invention relates to a steel composite beam with controlled end cracks and a construction method thereof. More specifically, it is possible to solve the problem of durability degradation caused by end cracks that occur when manufacturing a steel composite beam that produces a large number of steel composite beams at once by using a mold system in a long line pre-tension method, and the construction stability is secured immediately at the mounting stage of the column structure. It relates to a steel composite beam with controlled end cracks and a construction method thereof.

1A is a photograph of a conventional steel composite beam.

That is, the steel composite beam 10 is a beam in which a steel beam 11 and a concrete beam 12 are combined, and a tension member 14 is disposed in the lower casing concrete 13 to introduce prestress, and the steel beam 11 It can be seen that the concrete beam 12 protrudes horizontally to both end surfaces and is manufactured to be used as a connecting member.

At this time, the steel beam 11 is arranged to be set on the upper surface of the lower casing concrete 13 so that it is embedded and synthesized when the concrete beam 12 is formed, and the lower casing concrete 13 can be used over the entire extended length. .

1B is a photograph of a conventional steel composite beam manufacturing method.

That is, the steel composite beam 10 installs a mold system (mold) in a factory (production site), and after necessary rebar processing work and rebar network assembly, reinforcement and reinforcing bars are placed inside the mold system (mold), and tension material Is placed under the inside of the mold system (mold).

At this time, the mold system (mold) is manufactured by first introducing tension to the tension member in a pretension method, and then pouring and curing concrete to produce a steel composite beam, and then cutting the tension member to introduce the prestress into the steel composite beam. do.

At this time, in order to manufacture a large number of steel composite beams at once, the mold system (mold) is a long line pre-tension method, that is, a number of individual molds are spaced apart in a straight line between the starting part and the ending part, fixing one side of the tension member at the starting part, and installing the individual molds. By going through all of them, the other side of the tension member is tensioned and settled at the end point.

1c is a photograph of a tension member cutting operation of a conventional steel composite beam.

Thus, Figure 1c and the tension member 14 is exposed to the outside between the individual molds, using a welding machine, etc. to cut the tension member 14 to be cured to introduce the prestress to the lower casing concrete of the manufactured steel composite beam Able to know.

However, at this time, since the individual mold (A) is fixedly installed on the upper surface of the concrete bed on the floor of the factory (production site), when cutting the tension member, the instantaneous local stress acts on the end surface of the concrete beam of the manufactured steel composite beam, causing cracks. There is a problem in that durability is deteriorated due to the occurrence of etc.

1D is a diagram showing a construction diagram in which a precast beam 30 (which may be a steel composite beam) is connected to the upper surface of a conventional column structure 20.

That is, it can be seen that the precast beams 30 for installing a deck (not shown) on the upper surface of the column structure 20 are set to be horizontally connected to the upper surface of the column structure 20,

The precast beam 30 is lifted and mounted so that the bottom surfaces of both ends are supported on the upper surface of the column structure 20, and then strengthened to each other using a connecting steel 40, and then the floor plate concrete (C1) is poured. It can be seen that the column structure 20 is stiffened to each other on the upper surface.

Therefore, since the precast beam 30 on the upper surface of the column structure 20 is constructed as a simple beam in the form of simple support at both ends in the mounting step, it is bound to be in a fairly unstable state before being stiffened, and there is a problem in construction stability such as a falling bridge. There was a problem that construction management was difficult because it could occur.

0001) Korean Patent No. 10-1548114 (Name of invention: Steel-concrete composite beam with increased compounding effect of the connection in the section change section, Publication date: August 27, 2015) 0002) Korean Patent No. 10-0741248 (Name of invention: Structure of half-shaped RС beam with improved bonding performance in РС beam-column bonding, method of manufacturing the same, construction method of the joint using the same, publication date: 2007) July 19)

Accordingly, the present invention provides a steel composite beam with controlled end cracks capable of solving durability problems caused by cracks by offsetting the local stress acting on the end face of the steel composite beam when cutting a tension member in the steel composite beam manufactured by the long line pre-tension method, and the It is a technical task to solve the provision of construction methods.

In addition, in the present invention, in the construction of connecting the steel composite beam to the upper surface of a column structure, a steel composite beam with controlled end cracks capable of solving the instability of construction by adopting a method that is directly tightened in the mounting step and its construction method Make provision a technical task.

The steel composite beam with controlled end cracks and its construction method of the present invention for achieving the above problem is that local stress is concentrated on the end surface of the steel composite beam due to the cutting of the tension member in the process of being manufactured by the long line pre-tension method. This is a steel composite beam with controlled end cracks produced using a mold system to prevent this from occurring, and local stress generated by cutting the exposed tension member in the mold space (B) between individual molds (A) is relatively moved on the concrete bed. A lower casing concrete manufactured to absorb the local stress while sliding the mold system installed so that the prestress is introduced by the tension member; And a steel beam formed to be integrated with the lower casing concrete, wherein the mold system comprises: a roller unit installed on the concrete bed; And the local stress generated by cutting the tension member exposed to the mold space (B) between the individual molds (A), including the formwork member installed on the roller part, slides the formwork member installed on the roller part in the longitudinal direction. , The formwork member is installed to be relatively movable on the concrete bed, and the roller part is formed to include a cylindrical roller installed between the lower support part and the upper support part, and the formwork member is installed on the upper support part of the roller part to It provides a steel composite beam with controlled end cracks so that the steel composite beam is produced by pouring and curing concrete by placing the tension member.

The steel composite beam with controlled end cracks according to the present invention uses the conventional manufacturing method as it is, but provides workability and efficiency by preventing end cracks caused by tension members in the mold system, while controlling the end cracks that can solve the problem of reducing durability. It is possible to provide the steel composite beam and its construction method.

In addition, the steel composite beam in which the end cracks are controlled according to the present invention is directly supported by a column connecting member formed in advance on the upper surface of the column structure, so that the bottom surface of the concrete beam is first supported on the upper surface of the column structure. It is possible to solve the problem caused by.

1A is a photograph of a conventional steel composite beam.
1B is a photograph of a conventional steel composite beam manufacturing method.
1c is a photograph of a tension member cutting operation of a conventional steel composite beam.
1D is a construction view in which a precast beam is connected to the upper surface of a conventional column structure,
2A and 2B are exemplary views of manufacturing a steel composite beam with controlled end cracks of the present invention,
3A to 3D are cross-sectional views of the fabricated steel composite beam of the present invention,
4A and 4B are perspective views of a steel composite beam fabricated according to the present invention,
5A and 5B are diagrams illustrating a method of constructing a steel composite beam with controlled end cracks of the present invention.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those of ordinary skill in the art can easily implement the present invention. However, the present invention may be implemented in various different forms and is not limited to the embodiments described herein. In the drawings, parts irrelevant to the description are omitted in order to clearly describe the present invention, and similar reference numerals are assigned to similar parts throughout the specification.

Throughout the specification, when a part "includes" a certain component, it means that other components may be further included rather than excluding other components unless otherwise stated.

[Steel composite beam 100 with controlled end cracks of the present invention]

2A and 2B are exemplary views of manufacturing a steel composite beam 100 with controlled end cracks of the present invention.

In the process of manufacturing the steel composite beam 100 in which the end cracks are controlled, the local stress is concentrated on the end surface of the steel composite beam 100 due to the cutting of the tension member 140 in the process of being manufactured by the long line pre-tension method so that cracks, etc. are not generated. The steel composite beam 100 is manufactured using the mold system 200.

Accordingly, the mold system 200 includes a concrete bed 210, a support block 220, a roller part 230, a lower support frame 240, and a form member 250, as shown in FIGS. 2A and 2B.

First, as shown in FIGS. 2A and 2B, the concrete bed 210 has a certain thickness and width in order to secure the flatness of the floor G of a factory (production site), so that it is in a straight direction (longitudinal direction). It was formed by extension.

The support block 220, the roller part 230, the lower support frame 240, and the formwork member 250 are installed on the upper surface to serve as a kind of support plate (bed).

Next, it can be seen that the support block 220 is installed to be spaced apart from each other in the transverse direction on the upper surface of the concrete bed 210, as shown in FIGS. 2A and 2B, and a plurality of the support blocks are installed spaced apart from each other in the longitudinal direction, and height adjustment It is set so as to enable height adjustment of the roller unit 230, the lower support frame 240, and the formwork member 250.

Accordingly, the support block 220 allows height adjustment in a manner such that a plurality of rectangular parallelepiped blocks are stacked up and fixed, and in the case of FIG. 2A, two are set to be in contact with each other, such as clamps, etc. It can be seen that the device allows it to be bound.

Next, the roller part 230 is installed to extend in the longitudinal direction on the upper surface of the support block 220, as shown in FIGS. 2A and 2B, and the lower support frame 240 and the formwork member 250 are formed by a cylindrical roller 233. By sliding in the longitudinal direction, the local stress by cutting the tension member 140 serves to absorb the local stress as the lower support frame 240 and the formwork member 250 slide in the longitudinal direction.

The roller part 230 includes lower and upper support parts 231 and 232 and a roller 233.

First, the lower support part 231 uses a channel member that is supported on the upper surface of the support block 220 spaced apart in the longitudinal direction and extends continuously in the longitudinal direction, as shown in FIG. 2A.

This lower support part 231 may be said to secure a space in which the roller 233 slides together with the upper support part 232 to be described later.

Next, the upper support part 232 is positioned upward from the lower support part 231 as shown in FIG. 2A and serves to secure a space in which the roller 233 slides together with the lower support part 231.

Next, the roller 233 is guided and slid between the lower and upper support portions 231 and 232, as shown in FIG. 2A, and as a result, the lower support frame 240 and the formwork member 250 installed on the upper surface of the upper support portion 232 are together. It plays a role of sliding in the longitudinal direction.

Accordingly, the lower support part 231 is fixed on the support block 220, and the roller part 230 by the roller 233 and the upper support part 232 is together with the lower support frame 240 and the formwork member 250. It is slid in the longitudinal direction, and this sliding absorbs the local stress in the longitudinal direction acting on the concrete beam 130 by cutting of the tension member 140, so that the durability of cracks etc. as the local stress acts on the concrete beam 130 It absorbs the deteriorating factor.

Next, the lower support frame 240 is a steel support frame installed on the upper surface of the roller unit 230 as shown in Figs. 2A and 2B, and the formwork member 250 is installed on the upper surface to distribute the load acting on the roller unit 230 ) To act on the local stress so that the roller part 230 operates smoothly.

That is, the load transmitted from the upper formwork member 250 by including both longitudinal support frames extending on the upper surface of the roller unit 230 in the longitudinal direction and transverse support frames connecting the inner sides of both longitudinal support frames While stably supporting it, it serves to be distributed and transmitted to the roller unit 230.

Next, as shown in FIGS. 2A and 2B, the form member 250 is a mold for manufacturing the steel composite beam 100 by being installed on the upper surface of the lower support frame 240.

It can be seen that the steel composite beam 100 includes a bottom plate and both side plate formwork members in order to manufacture it in various cross-sections according to the cross-sectional shape.

As shown in FIG. 2B, the formwork member 250 is extended in the longitudinal direction according to the manufacturing length of the steel composite beam 100, but the formwork member is not installed between the individual molds (A) and the individual molds (A). Only the bed 210 is exposed.

In addition, since the long line pre-tension method is applied, the starting point B1 on the left and the end point B2 on the right are installed on the floor of the factory (production site) based on FIG. 2B. The mold (A) is installed to be spaced apart in the longitudinal direction.

Accordingly, the tension member 140 installed between the starting point (B1) and the end point (B2) is set at one side and the other side at the starting point (B1) and the end point (B2) via each of the individual molds (A) to be settled after tension. You can see that it is possible.

Accordingly, the tension member 140 is exposed in the mold space (C) between each of the individual molds (A), and the exposed tension member 140 can be cut using a welding machine or the like.

That is, when the tension member 140 is cut in the mold space (C) between each of the individual molds (A), the local stress generated during cutting is instantaneously slid the individual molds (A) separated from each other in the longitudinal direction. Will work.

Thus, the lower support part 231 of the roller part 230 is fixed on the support block 220, and the roller part 230 by the roller 233 and the upper support part 232 is the lower support frame 240, It slides along with the formwork member 250 in the longitudinal direction.

Accordingly, after cutting the final tension member 140 in turn, it is lifted from the formwork member 250 to complete the manufacture of the demolded steel composite beam 100.

That is, as the mold system 200 installed so that the local stress generated by cutting the tension member 140 exposed in the mold space (B) between the individual molds (A) is relatively movable on the concrete bed (210), The local stress is absorbed.

3A to 3D are cross-sectional views of the fabricated steel composite beam 100 of the present invention.

First, the mold system 200 is basically for the production of the steel composite beam 100, so after the reinforcing bars and the tension member 140 are disposed on the formwork member 250, when the concrete is poured and cured, the tension member 140 is cut. A prestress (compressive stress) is introduced into the lower casing concrete 110 to produce a steel composite beam 100.

According to FIG. 3A, the steel composite beam 100 includes a lower casing concrete 110, a steel beam 120, a concrete beam 130, a tension member 140, both side plates 150, and a connection reinforcing bar 160. It can be seen that it is entirely formed in a rectangular cross section. At this time, although the lower casing concrete 110 and the concrete beam 130 are separated, they are formed integrally when concrete is placed.

Accordingly, the lower casing concrete 110 is a part where the tension member 140 is disposed, and is a part in which the tension member 140 disposed by pouring concrete at a certain height inside the lower part of the formwork member 250 is buried.

Next, the steel beam 120 is disposed vertically on the upper surface of the lower casing concrete 110 to be buried in the concrete beam 130, but the upper surface is set to be the same as the upper surface of the concrete beam 130, but the concrete beam ( 130) It may be set to protrude to both end surfaces or to be buried inside as shown in FIG. 4.

Such a steel beam 120 can be made of a steel beam of an I-shaped cross section, and includes an upper flange, a abdomen and a lower flange, and the lower flange is arranged to extend to the lower casing concrete, and a stud is formed on the bottom surface to improve synthesis performance. It can be seen that it can be secured.

The concrete beam 130 allows the steel beam 120 to be buried and the lower casing concrete 110 and the steel beam 120 to be combined with each other, while the inside of the formwork member 250 according to the cross-sectional shape of the steel composite beam 100 It can be seen that in the case of FIG. 3A as a part to be poured into, it is formed integrally with the lower casing concrete 110 so that the steel composite beam 100 is formed in a rectangular cross section.

The tension member 140 is for introducing the prestress into the lower casing concrete 110 and is disposed below the inside of the formwork member 250 and is cut by a long line pretension method.

Further, the steel composite beam 100 is horizontally connected to each other on the upper surface of the column structure 300 and a deck (not shown) is installed between the steel composite beam 100, and the deck concrete is poured on the deck and the steel composite beam 100 Therefore, in order to improve the composite performance of the steel composite beam 100 and the deck concrete, a U-shaped stirrup reinforcing bar is arranged as shown in FIG. 3A so that both upper ends of the U-shaped stirrup reinforcing bars are drawn out above the concrete beam 130. You can see that there is.

3B, it can be seen that the steel composite beam 100 includes a lower casing concrete 110, a steel beam 120, a concrete beam 130, and a tension member 140, but is formed in a U-shaped cross section as a whole. . At this time, although the lower casing concrete 110 and the concrete beam 130 are separated, they are formed integrally when concrete is poured, and the abdomen and the upper flange of the steel frame beam 120 are in the concrete beam 130 as compared to FIG. 3A. There is only a difference in being made to be exposed without being buried.

Accordingly, since concrete is excluded from the exposed area (D), there is an advantage of reducing the self-weight of the steel composite beam 100.

3C, it can be seen that the steel composite beam 100 includes a lower casing concrete 110, a steel beam 120, a concrete beam 130, and a tension member 140, but also has a U-shaped cross section as a whole. have. At this time, although the lower casing concrete 110 and the concrete beam 130 were separated, it is also the same that they are integrally formed when concrete is placed,

In contrast to FIG. 3B, the only difference is that the abdomen and the upper flange of the steel beam 120 are not buried in the concrete beam 130, but a styropole is installed in the exposed area (D) to serve as an inner formwork member.

3D, it can be seen that the steel composite beam 100 is provided with a lower casing concrete 110, a steel beam 120, and a tension member 140, but the concrete beam 130 may not be formed.

That is, the lower casing concrete 110 is formed identically, and the steel beam 120 is installed in the center of the upper surface, but both side plates 150 are placed on both sides of the upper surface of the lower casing concrete 110 to secure a portion where the deck is supported. It can be seen that it is extended upwards.

Accordingly, the steel beams 120 are set inside both side plates 150 so that this space also serves as a formwork when the floor plate concrete is poured, and a deck (not shown) is supported on the upper surface.

4A and 4B are perspective views showing the fabricated steel composite beam 100 of the present invention.

The steel composite beam 100 is manufactured in various cross-sectional shapes as shown in FIGS. 3A to 3D, and the overall shape may be determined according to the installation type of the steel beam 120.

That is, as shown in Figure 4a, the steel beam 120 is formed by protruding horizontally to both end surfaces of the concrete beam 130 integrated with the lower casing concrete 110, and the upper flange of the steel beam 120 is the concrete beam 130 ) It can be seen that it is formed to fit the upper surface, is formed over the entire extended length of the concrete beam 130 and can protrude to both end surfaces.

The protruding steel beam 120 is directly stiffened from the top of the column structure 300 to the column connecting member 310 to be described later, so that the concrete beam 130 is not directly supported on the top surface of the column structure 300, (100) It is possible to solve the constructional instability due to simple support at both ends in the mounting stage.

Further, as shown in Figure 4b, the steel beam 120 is to be buried in the interior of the concrete beam 130 integrated with the lower casing concrete 110, the connection reinforcing bar 160 to the portion that is stiffened to the column connecting member 310 It can be seen that it can be replaced with.

The connection reinforcing bar 160 is embedded in the entire length of the concrete beam 130 so that both ends thereof are drawn out from the end surface of the concrete beam 130 and bent upward.

[Construction method of steel composite beam 100 with controlled end cracks of the present invention]

5A and 5B are diagrams illustrating a method of constructing a steel composite beam 100 with controlled end cracks of the present invention.

The steel composite beam 100 in which the end cracks are controlled is characterized in that it does not go through a simple support state at both ends in the mounting step of the steel composite beam 100 by being directly stiffened and mounted on the upper surface of the column structure 300. On the upper surface of the column structure 300, the column connection member 310 protrudes upward from the central upper surface of the column structure 300.

Accordingly, according to FIG. 5A, the steel composite beam 100 has a steel beam 120 horizontally protruding from the upper surface of the lower casing concrete 110, and the steel beam 120 has a support part such as the upper surface of the column connecting member 310 ( It can be seen that the bottom of the lower flange is directly supported on 320, but the lower casing concrete 110 is in a state spaced apart so as not to directly contact the upper side of the column structure 300.

Accordingly, the steel beam 120 is directly seated on the column connecting member 310, and then immediately tightened with fasteners such as bolts and nuts so as not to go through a simple support state at both ends in the mounting step of the steel composite beam 100. The steel beam 120 of the steel composite beam 100 to be connected is also stiffened to the column connecting member 310 as well.

Thereby, the steel composite beam 100 is stiffened in both sides based on the column connecting member 310 and connected to each other.

Accordingly, the column connecting member 310 vertically sets the vertical steel frame member 313, and the first vertical plate 311 for seating on which the steel composite beam 100 can be seated is formed as a vertical plate on both sides. And, it can be seen that the second vertical plate 312 can be additionally formed so that the steel composite beam 100 can be stiffened as above even in the direction of piercing the ground of FIG. 5A.

Such, the second vertical plate 312 is installed using the abdomen of the vertical steel frame member 313 while orthogonal to the first vertical plate 311, but the upper flange is formed so that the steel composite beam 100 can be seated. It can be seen that a sectional member can be used.

It is preferable that the second vertical plate 312 is arranged so that the upper flange is disposed above the lower flange of the steel beam 120 so as to secure the workability of the cross-shaped connection construction. That is, four steel composite beams 100 are connected to the upper surface of the column structure 300 in a cross shape and used for construction of the structure.

Next, according to FIG. 5B, the steel composite beam 100 is a case where the lower casing concrete 110 does not extend to the upper surface of the column structure 300.

Accordingly, the steel beam 120 is directly stiffened to the column connecting member 310 formed on the upper surface of the column structure 300, and there is a difference from FIG. 5A in the shape of the column connecting member 310. Accordingly, the steel beam 120 is such that the bottom of the lower flange is directly supported by the support part 320 such as the upper surface of the column connecting member 310, but the lower casing concrete 110 is separated so that it does not directly contact the upper surface of the column structure 300 Is the same.

Such a column connecting member 310 vertically sets the vertical steel frame member 313, and the first vertical plate 311 for seating on which the steel composite beam 100 can be seated is formed as a vertical plate on both sides. It can be seen that the second vertical plate 312 is additionally formed so that the steel composite beam 100 can be stiffened as above even in the direction of piercing the ground of FIG. 5B.

However, it can be seen that the vertical steel frame member 313 extends more upward than the upper flange of the steel frame beam 120.

Accordingly, it can be seen that the steel beam 120 is directly seated on the first vertical plate 311 and tightened with a fastener, and the side of the vertical steel frame 313 is also tightened by welding or the like. Further, the second vertical plate 312 is installed using the abdomen of the vertical steel frame member 313 while being perpendicular to the first vertical plate 311, and a T-shaped cross section in which an upper flange is formed so that the steel composite beam 100 can be seated. It can be seen that the members can be stacked up and down to be used.

Accordingly, the steel composite beam 100 of the present invention is pre-fabricated in a factory (production site) using the mold system 200 discussed above, and in the field, the column structure 300 is first constructed on the foundation, and the column structure 300 Using the column connecting member 310 on the upper surface, it is directly tightened in the lifting state in the mounting step, and after installing a deck (not shown), the floor plate of the structure is constructed by pouring the floor plate concrete.

The integrated construction of the steel composite beam 100 and the column structure 300 by the construction of the concrete floor plate follows the conventional method as it is, and the column connection member 310 is constructed to be embedded in the floor plate concrete placed on the upper surface of the column structure. Can be seen.

The above description of the present invention is for illustrative purposes only, and those of ordinary skill in the art to which the present invention pertains will be able to understand that it can be easily modified into other specific forms without changing the technical spirit or essential features of the present invention. will be. Therefore, it should be understood that the embodiments described above are illustrative in all respects and not limiting. For example, each component described as a single type may be implemented in a distributed manner, and similarly, components described as being distributed may also be implemented in a combined form.

The scope of the present invention is indicated by the claims to be described later rather than the detailed description, and all changes or modified forms derived from the meaning and scope of the claims and their equivalent concepts should be interpreted as being included in the scope of the present invention. do.

100: steel composite beam
110: lower casing concrete 120: steel beam
130: concrete beam 140: tension member
150: both side plates 160: connecting reinforcement
200: mold system
210: concrete bed 220: support block
230: roller part
231,232: lower and upper support 233: roller
240: lower support frame 250: formwork
300: column structure
310: column connecting member 311: first vertical plate
312: second vertical plate 313: vertical steel frame member
A: Individual mold B1: View point
B2: end point C: mold space

Claims (10)

In the process of being manufactured by the long line pre-tension method, the end cracks produced using the mold system 200 are controlled so that local stress is concentrated on the end face of the steel composite beam due to the cutting of the tension member to prevent cracks from occurring. As 100),
The mold system 200 installed so that the local stress generated by cutting the tension member 140 exposed in the mold space (B) between the individual molds (A) is relatively movable on the concrete bed 210 slides It is manufactured to absorb stress,
The lower casing concrete 110 into which the prestress is introduced by the tension member 140; And a steel beam 120 formed to be integrated with the lower casing concrete 110,
The mold system 200 includes a roller unit 230 installed on the concrete bed 210; And local stress generated by cutting the tension member 140 exposed to the mold space (B) between the individual molds (A), including the form member 250 installed on the roller part 230, is reduced to the roller part 230 ) By sliding the formwork member 250 installed on the longitudinal direction, the formwork member 250 is installed to be relatively movable on the concrete bed 210,
The roller part 230 is formed to include a cylindrical roller 233 installed between the lower support part 231 and the upper support part 232, and the formwork member 250 is an upper support part 232 of the roller part 230 A steel composite beam with controlled end cracks so that the tension member 140 is disposed on the upper and lower inner side so that the steel composite beam is manufactured by pouring concrete and curing. The method of claim 1,
The steel composite beam,
Tension member 140 formed to be buried in the lower casing concrete 110;
A steel beam 120 formed to be integrated with the lower casing concrete 110; And
A concrete beam 130 for determining the cross-sectional shape of the steel composite beam by synthesizing the lower casing concrete 110 and the steel beam 120 with each other. A steel composite beam with controlled end cracks made of a steel composite beam including. The method of claim 1,
The steel beam 120,
It protrudes from both end surfaces of the concrete beam 130 to become a connection part on the column structure, or
A steel composite beam with controlled end cracks to be buried inside the concrete beam 130, and the connecting reinforcement 160 protrudes from both end faces to become a connection part on the column structure. delete The method of claim 1,
The mold system 200,
A number of horizontally spaced apart from each other are installed on the upper surface of the concrete bed 210, set to enable height adjustment, and the roller part 230 is installed on the upper surface,
A steel composite beam with controlled end cracks further comprising a support block 220 formed by stacking a plurality of blocks to enable height adjustment of the roller unit 230, the lower support frame 240, and the formwork member 250. The method of claim 5,
The mold system 200,
As a steel frame support frame installed between the upper surface of the roller unit 230 and the formwork member 250, the formwork member 250 is installed on the upper surface to distribute the load acting on the roller unit 230 so that a local stress acts on the roller unit 230 A steel composite beam with controlled end cracks further comprising a lower support frame 240 that serves to smoothly operate 230). delete (a) installing the column connection member 310 on the upper surface of the column structure 300 so as to protrude upward; And
(b) mounting the steel composite beam 100 of claim 1 on the upper surface of the column structure 300, wherein the steel composite beam 100 is not supported on the upper surface of the column structure, but is directly stiffened to the column connection member 310; Including,
The column connecting member 310 of the step (a) vertically sets the vertical steel frame member 313, and a first vertical plate for seating in which the steel composite beam 100 can be mounted in the form of vertical plates on both sides ( A first vertical plate 311 so that 311) is formed and the steel composite beam 100 installed to be orthogonal to the steel composite beam 100 seated on the first vertical plate 311 can be stiffened; And a second vertical plate installed using the abdomen of the vertical steel frame member 313 while orthogonal to the first vertical plate 311, and using a T-shaped cross-sectional member having an upper flange so that the steel composite beam 100 can be seated ( 312); A method of constructing a steel composite beam with controlled end cracks. delete The method of claim 8,
The column connecting member 310 of the step (a),
The vertical steel frame member 313 is set vertically, and the first vertical plate 311 for seating on which the steel composite beam 100 can be seated is formed in the form of a vertical plate on both sides,
A first vertical plate 311 so that the steel composite beam 100 installed orthogonal to the steel composite beam 100 seated on the first vertical plate 311 can be stiffened; And it is installed using the abdomen of the vertical steel frame member 313 while orthogonal to the first vertical plate 311, but using a T-shaped cross-section member having an upper flange formed so that the steel composite beam 100 can be seated up and down. 2 vertical plate 312; a method of constructing a steel composite beam with controlled end cracks.

Images