KR20110094605A - Multiple step beam-column connection method for economical design of steel moment frame - Google Patents

Multiple step beam-column connection method for economical design of steel moment frame Download PDF

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Publication number
KR20110094605A
KR20110094605A KR1020100014126A KR20100014126A KR20110094605A KR 20110094605 A KR20110094605 A KR 20110094605A KR 1020100014126 A KR1020100014126 A KR 1020100014126A KR 20100014126 A KR20100014126 A KR 20100014126A KR 20110094605 A KR20110094605 A KR 20110094605A
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KR
South Korea
Prior art keywords
steel
cheolgolbo
flange
concrete
flange plate
Prior art date
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KR1020100014126A
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Korean (ko)
Inventor
박홍근
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서울대학교산학협력단
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Priority to KR1020100014126A priority Critical patent/KR20110094605A/en
Publication of KR20110094605A publication Critical patent/KR20110094605A/en

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/17—Floor structures partly formed in situ
    • E04B5/23—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated
    • E04B5/29—Floor structures partly formed in situ with stiffening ribs or other beam-like formations wholly or partly prefabricated the prefabricated parts of the beams consisting wholly of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
    • E04B5/36—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor
    • E04B5/38—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element
    • E04B5/40—Floor structures wholly cast in situ with or without form units or reinforcements with form units as part of the floor with slab-shaped form units acting simultaneously as reinforcement; Form slabs with reinforcements extending laterally outside the element with metal form-slabs
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates

Abstract

PURPOSE: A multiple step beam-column connection method for economical design of steel moment frame is provided to reduce floor height by reducing width, height and cross section of steel beam. CONSTITUTION: A multiple step beam-column connection method for economical design of steel moment frame comprises next steps. A steel beam(100) cut in fixed length is located between steel columns(10) using a crane. A flange plate(40) is settled on the flange of the steel column and the flange of the steel beam and tied up by temperately fastening using bolts and nuts. The concrete is poured and cured. The bolts and nuts completely fasten the flange plate after curing the concrete.

Description

Multiple step Beam-Column connection method for economical design of steel moment frame}

The present invention is a method for installing a cheolgolbo between the steel pillars.

The present invention is configured to act as a hinge (hinge) temporarily during the construction process of both ends of the cheolgolbo lowers the moment due to the slab concrete load acting on the cheolgolbo to prevent overdesign of the cheolgolbo, thereby preventing the cross-beam width and height The present invention relates to a multi-stage beam-column joining method for the economic design of steel structures that can reduce the floor height.

In recent years, a lot of skyscrapers have been built to accommodate a large number of people and additional facilities on a small site.

The skyscraper is mainly constructed of steel frame.

Figure 3a shows a first embodiment of the conventional method of connecting the cheolgolbo and steel pillars, Figure 3b shows a state in which the slab concrete is poured into the structure constructed in the first embodiment of the prior art.

Figure 3c is a moment diagram acting on the beam by the slab concrete load in the structure constructed in the first embodiment of the prior art, Figure 3d is a moment diagram acting on the beam by the horizontal load.

Figure 4a shows a second embodiment of the conventional method of connecting the cheolgolbo and steel pillars, Figure 4b shows a state in which the slab concrete is poured into the structure constructed in the second embodiment of the prior art.

Figure 4c is a moment diagram acting on the beam by the slab concrete load in the structure constructed in the second embodiment of the prior art, Figure 4d is a moment diagram acting on the beam by the horizontal load.

The method of joining the steel frame 100 and the steel frame column 10 of the steel frame generally used in the prior art can be largely divided as follows.

(1) The first embodiment of the conventional method of connecting cheolgolbo and steel column

As shown in FIG. 3 (a), the flange of the steel frame 10 and the web of the steel frame 100 are tightened by tightening with a high-strength bolt using an L-shaped web plate 30, and the steel frame ( The flange of 10) and the flange of the cheolgolbo 100, the L-shaped flange plate 40 is tightened by tightening with a high-strength bolt or the like.

(2) Second embodiment of the conventional method of connecting cheolgolbo and steel pillars

As shown in FIG. 4 (a), the bracket 20 is integrally bonded to the steel column 10, and the web and the flange of the steel frame 100 are joined at the joint surface of the steel frame 100 and the bracket 20. 20) Using the web plate 30` and the flange plate 40` on the web and the flange, the main tightening is performed so as to be integral with the bolt and the nut.

The first embodiment and the second embodiment of the conventional method of connecting the cheolgolbo and the steel pillar is only the difference between whether there is a bracket 20 installed on the steel pillar (10), the configuration and operation are the same, so will be described below do.

The conventional method of connecting cheolgolbo and steel pillars,

Since all connecting parts are fastened to the high-strength bolt using the web plates 30 and 30` and the flange plates 40 and 40`, both the web and the flange of the cheolgolbo are integrally coupled to the steel frame to function as a fixed end.

Therefore, the moment acting on the beam by the vertical load such as the slab concrete load shown in Figures 3c and 4c and the moment acting on the beam by the horizontal load including the earthquake load, wind load and the like shown in Figures 3d and 4d The moment connection of the column is designed to bear.

[Table 1] below is a part appearing at the joint surface of the steel golbo 100 and the steel column 10 in the moment diagram acting on the beam by the slab concrete load in the structure constructed by the conventional method of connecting the cheolgolbo and steel pillars It shows the (-) moment value and the positive (+) moment value appearing in the center of the cheolgolbo (100).

Moment type Moment value Sum
(1) negative moment

Figure pat00001

Figure pat00002
(2) Positive moment
Figure pat00003
Figure pat00004
: Equal distribution load by slab concrete (50) acting on the entire beam including steel frame (100)
Figure pat00005
: Length of the entire beam, including cheolgolbo (100)

In the case of the conventional method of connecting the cheolgolbo and steel pillars, as shown in Figures 3, 4 and Table 1, all the connection portion using the web plate (30, 30`) and flange plate (40, 40`) The main bolts are fastened with high-strength bolts and the webs and flanges of the cheolgolbo are all integrally joined to the steel pillars and joined together in a fixed end, so that all vertical loads and all horizontal loads are transferred to the steel pillars 10 as they are. The bending moment at both ends is much greater than the bending moment at the center and the moment of moment acting on both ends of the entire beam

Figure pat00006
Becomes The bending moment determines the size of the beam member.

Therefore, in the case of the conventional method of connecting the cheolgolbo and steel pillars, there is an uneconomical problem because the size of the cross section, such as the width and height of the cheolgolbo 100 is increased, causing an overdesign and heightening.

SUMMARY OF THE INVENTION The present invention has been made in order to solve the above-mentioned problems of the related art.

Its purpose is to configure both ends of the cheolgolbo to act as a hinge temporarily during the construction process, thereby reducing the moment due to the slab concrete load acting on the cheolgolbo, thereby preventing overdesign of the cheolgolbo, thereby reducing the width and height of the cheolgolbo. It is to provide a multi-stage beam-column joining method for economic design of steel structures that can reduce the height of the floor.

In order to solve the above technical problem, the present invention is a method for installing the cheolgolbo 100 between the steel column (10),

(a) the cheolgolbo mounting step for positioning the cheolgolbo 100 cut to a predetermined length between the steel column (10) using a crane or the like; (b) a web plate tightening step of connecting the flange of the steel column 10 and the web of the cheolgolbo 100 using a web plate 30; (c) a flange plate tightening step of mounting the flange plate 40 on the flange of the steel frame 10 and the flange of the steel frame 100 and tightening bolts and nuts; (d) concrete pouring step of pouring concrete 50; (e) concrete curing step of curing the poured concrete (50); And, (f) a flange plate tightening step of main tightening bolts and nuts temporarily fastened to the flange plate 40 after the concrete 50 is cured. -Provides column joining method.

In addition, (a) the cheolgolbo mounting step for positioning the cheolgolbo 100 cut to a predetermined length between the bracket 20 and the bracket 20 installed in the steel column (10) using a crane or the like; (b) a web plate tightening step of connecting the web of the bracket 20 and the web of the cheolgolbo 100 using a web plate 30 '; (c) a flange plate tightening step of mounting the flange plate 40` on the flange of the bracket 20 and the flange of the cheolgolbo 100 and tightening bolts and nuts; (d) concrete pouring step of pouring concrete 50; (e) concrete curing step of curing the poured concrete (50); And, (f) a flange plate tightening step of main tightening bolts and nuts temporarily fastened to the flange plate 40 after the concrete 50 is cured. -Provides column joining method.

According to the present invention, the following effects are expected.

First, both ends of steel beams are temporarily hinged during construction to reduce the moment acting on both ends of the entire beam by the slab load acting, thereby reducing the size of the cross section such as the width and height of the steel beams. Provides a multi-stage beam-column method for economic design of shrinking steel structures.

Second, it provides a multi-stage beam-column joining method for economic design of steel structures that can increase the number of floors by reducing the height of structures.

1 is a moment diagram acting on the beam by the slab concrete load in the steel frame building.
2 is a moment diagram acting on the beam by the horizontal load in the steel frame building.
Figure 3a shows a first embodiment of the conventional method of connecting cheolgolbo and steel frame.
3b shows a state in which slab concrete is poured into a structure constructed as a first embodiment of a method of connecting a conventional cheolgolbo and a steel column.
Figure 3c is a moment diagram acting on the beam by the slab concrete load in the structure constructed in the first embodiment of the conventional method of connecting the steel cheolgolbo and steel column.
Figure 3d is a moment diagram acting on the beam by the horizontal load in the structure constructed in the first embodiment of the conventional method of connecting the steel cheolgolbo and steel pillars.
Figure 4a shows a second embodiment of the conventional method of connecting cheolgolbo and steel column.
Figure 4b shows a state in which the slab concrete is poured into the structure constructed as a second embodiment of the conventional method of connecting the cheolgolbo and steel pillars.
Figure 4c is a moment diagram acting on the beam by the slab concrete load in the structure constructed in the second embodiment of the conventional method of connecting the steel cheolgolbo and steel column.
Figure 4d is a moment diagram acting on the beam by the horizontal load in the structure constructed in the second embodiment of the conventional method of connecting the cheolgolbo and steel pillars.
Figure 5 is a flow chart of a multi-stage beam-column joining method for the economic design of the steel structure of the present invention.
Figure 6 is a construction of the first embodiment of the multi-stage beam-column joining method for the economic design of the steel structure of the present invention according to the flow chart of FIG.
FIG. 7a illustrates a state in which slab concrete is poured into a structure constructed as a first embodiment of the present invention.
Figure 7b is a moment diagram acting on the beam by the slab concrete load in the structure constructed in the first embodiment of the present invention.
Figure 7c is a moment diagram acting on the beam by the horizontal load in the structure constructed in the first embodiment of the present invention.
8 is a construction of the second embodiment of the multi-stage beam-column joining method for the economic design of the steel structure of the present invention according to the flow chart of FIG.
9a shows a state in which slab concrete is poured into a structure constructed as a second embodiment of the present invention.
Figure 9b is a moment diagram acting on the beam by the slab concrete load in the structure constructed in the second embodiment of the present invention.
Figure 9c is a moment diagram acting on the beam by the horizontal load in the structure constructed in the second embodiment of the present invention.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings.

5 is a flow chart of the multi-stage beam-column joining method for the economic design of the steel structure of the present invention, Figure 6 is a multi-stage beam-column joining method for the economic design of the steel structure of the present invention according to the flow chart of FIG. The construction of one embodiment is shown.

The first embodiment of the multi-stage beam-column joining method for the economic design of the steel structure of the present invention is a method for installing the cheolgolbo 100 between the steel column (10),

(a) the cheolgolbo mounting step for positioning the cheolgolbo 100 cut to a predetermined length between the steel column (10) using a crane or the like; (b) a web plate tightening step of connecting the flange of the steel column (10) and the web of the steel frame (100) using a web plate (30); (c) a flange plate tightening step of mounting the flange plate 40 on the flange of the steel frame 10 and the flange of the steel frame 100 and tightening bolts and nuts; (d) concrete pouring step of pouring concrete 50; (e) concrete curing step of curing the poured concrete (50); And, (f) a flange plate tightening step of main tightening bolts and nuts temporarily tightened to the flange plate 40 after curing of the concrete 50.

In addition, (d) before the concrete placing step, (c`) deck plate mounting step for mounting the deck plate on the upper cheolgolbo 100; further includes, or (c``) formwork on the cheolgolbo 100 To install and reinforce the slab reinforcement step; may be further included.

And, (b) the web plate tightening step and the (c) flange plate tightening step may be performed at the same time, (b) web plate tightening step and (c) flange plate tightening step of the (c) The tightening of the flange plate may also be done first.

At this time, the flange and the bolt hole of the flange plate 40 of the cheolgolbo 100 slot (so that the displacement in the longitudinal direction of the cheolgolbo 100 due to the bending deformation of the cheolgolbo 100 under the load of the slab concrete (50) ( slot holes).

Compared with the first embodiment of the conventional method of connecting the cheolgolbo and the steel frame pillar, the first embodiment of the present invention is generally similar. However, there is a difference in temporarily tightening the flange plate 40 temporarily tightened after slab concrete 50 or after curing the slab concrete 50.

8 is a construction of the second embodiment of the multi-stage beam-column joining method for the economic design of the steel structure of the present invention according to the flow chart of FIG.

The second embodiment of the multi-stage beam-column joining method for the economic design of the steel structure of the present invention is a method for installing the steel ball 100 between the steel column (10),

(a) a cheolgolbo mounting step for positioning the cheolgolbo 100 cut to a predetermined length between the bracket 20 and the bracket 20 installed in the steel column (10) using a crane or the like; (b) a web plate tightening step of connecting the web of the bracket 20 and the web of the cheolgolbo 100 using a web plate 30 '; (c) a flange plate tightening step of mounting the flange plate 40` on the flange of the bracket 20 and the flange of the cheolgolbo 100 and tightening bolts and nuts; (d) concrete pouring step of pouring concrete 50; (e) concrete curing step of curing the poured concrete (50); And, (f) a flange plate tightening step of main tightening bolts and nuts temporarily tightened to the flange plate 40 after curing of the concrete 50.

In addition, as in the first embodiment of the present invention (d) before the concrete placing step, (c`) deck plate mounting step for mounting the deck plate on the upper cheolgolbo 100; further includes, (c` `) Install the formwork on the upper side of the cheolgolbo (100) slab reinforcement step to reinforce the reinforcement; may be further included.

And, (b) the web plate tightening step and the (c) flange plate tightening step may be performed at the same time, (b) web plate tightening step and (c) flange plate tightening step of the (c) The tightening of the flange plate may also be done first.

At this time, the flange of the cheolgolbo 100, the flange of the bracket 20 and the bolt hole of the flange plate 40` is the longitudinal direction of the cheolgolbo 100 by the bending deformation of the cheolgolbo 100 under the load of the slab concrete (50) It is preferable to use slot holes so that displacement can occur.

Compared with the second embodiment of the conventional method of connecting the cheolgolbo and steel frame pillar, the second embodiment of the present invention is generally similar. However, there is a difference in temporarily tightening the flange plate 40` temporarily tightened after slab concrete 50 or after hardening slab concrete 50.

1 is a moment diagram acting on the beam by the slab concrete load in the steel frame building, Figure 2 is a moment diagram acting on the beam by the horizontal load in the steel frame building.

In the case of steel frame buildings, the load acting on the steel frame 100 can be divided into vertical loads acting in the direction of gravity and horizontal loads acting next to the building.

FIG. 1 illustrates a moment caused by a vertical load represented by the double slab concrete 50 load, and FIG. 2 illustrates a moment caused by a horizontal load such as wind pressure.

As shown, both ends of the cheolgolbo of the steel frame building is combined to act at the same time the moments of FIGS.

3 and 4, since both ends of the cheolgolbo 100 acts as a fixed end, the moment acting on the junction with the steel column (10), both ends of the entire beam is a 'moment caused by the vertical load 'sign '

Figure pat00007
Where 'the moment caused by the horizontal load'is'
Figure pat00008
'Work together.

The present invention focuses on this point of the 'moment caused by the vertical load' of the moment acting on the joint with the steel column (10), both ends of the entire beam '

Figure pat00009
I want to reduce.

Figures 7a and 9a shows a state in which the slab concrete is poured into the structure constructed by the present invention, Figures 7b and 9b is a moment diagram acting on the beam by the slab concrete load in the structure constructed by the present invention, Figure 7c And 9c is a moment diagram acting by the horizontal load in the structure constructed by the present invention.

In the case of the present invention, since the flange plate (40, 40`) before tightening slab concrete unlike the prior art, only the web plate (30, 30`) cheolgolbo 100 and the steel column (10) or cheolgolbo (100) and The bracket 20 is joined to act as a 'hinge' at the joint and at the hinge the moment acting on the beam by slab concrete load is '0'.

Thus, the moment diagram (dotted line) when acting as a conventional 'fixed end' is moved downward as shown in Figs. 7b and 9b, the moment at both ends of the entire beam is greatly reduced. In particular, in the case of the first embodiment of the present invention, it converges to '0'.

The moment acting on the beam by the horizontal load shown in Figures 7c and 9c is not changed since the conventional case will be omitted.

Comparing the negative moment value acting on both ends of the conventional beam of the prior art and the present invention as shown in Table 2 below.

Moment type Moment value Conventional Invention (1) Negative moment due to vertical load

Figure pat00010
Figure pat00011
(For the first embodiment: 0) (2) Negative moment due to horizontal load
Figure pat00012
Figure pat00013
 (3) Total negative moment
Figure pat00014
Figure pat00015
Figure pat00016
: Equal distribution load by slab concrete (50) acting on the entire beam including steel frame (100)
Figure pat00017
: Length of the entire beam, including cheolgolbo (100)

Considering Table 2 and FIGS. 7B and 9B,

The negative moment value due to the vertical load acting on both ends of the entire beam is greatly reduced in the case of the present invention compared to the conventional

Figure pat00018
Becomes In particular, in the case of the first embodiment of the present invention, it is '0'.

In conclusion, in the present invention, it is possible to lower the moment acting on the end of the beam by the vertical load such as slab concrete load acting by temporarily configuring both ends of the cheolgolbo during the construction process.

Therefore, the size of the cross section, such as the width and height of the cheolgolbo can be reduced, thereby reducing the possibility of overdesign. In addition, it is possible to reduce the height of the structure, thereby enabling economic design of the steel structure.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the invention is not limited to the disclosed embodiments, but, on the contrary, is intended to cover various modifications and equivalent arrangements included within the spirit and scope of the invention.

Therefore, the claims of the present invention include modifications and variations that fall within the true scope of the invention.

10: Steel Column
20: bracket
30, 30`: web plate
40. 40`: flange plate
50: slab concrete
100: Cheolgolbo

Claims (7)

As a method for installing the cheolgolbo 100 between the steel column (10),
(a) the cheolgolbo mounting step for positioning the cheolgolbo 100 cut to a predetermined length between the steel column (10) using a crane or the like;
(b) a web plate tightening step of connecting the flange of the steel column (10) and the web of the steel frame (100) using a web plate (30);
(c) a flange plate tightening step of mounting the flange plate 40 on the flange of the steel frame 10 and the flange of the steel frame 100 and tightening bolts and nuts;
(d) concrete pouring step of pouring concrete 50;
(e) concrete curing step of curing the poured concrete (50); And,
(f) a flange plate tightening step of main tightening bolts and nuts temporarily tightened to the flange plate 40 after curing of the concrete 50;
Multi-stage beam-column joining method for the economic design of the steel structure, characterized in that comprises a.
As a method for installing the cheolgolbo 100 between the steel column (10),
(a) a cheolgolbo mounting step for positioning the cheolgolbo 100 cut to a predetermined length between the bracket 20 and the bracket 20 installed in the steel column (10) using a crane or the like;
(b) a web plate tightening step of connecting the web of the bracket 20 and the web of the cheolgolbo 100 using a web plate 30 ';
(c) a flange plate tightening step of mounting the flange plate 40` on the flange of the bracket 20 and the flange of the cheolgolbo 100 and tightening bolts and nuts;
(d) concrete pouring step of pouring concrete 50;
(e) concrete curing step of curing the poured concrete (50); And,
(f) a flange plate tightening step of main tightening bolts and nuts temporarily tightened to the flange plate 40 after curing of the concrete 50;
Multi-stage beam-column joining method for the economic design of the steel structure, characterized in that comprises a.
The method of claim 1 or 2,
(C) before the concrete placing step, (c`) deck plate mounting step of mounting the deck plate on the upper cheolgolbo 100; multi-stage beam-column joint for economic design of the steel structure further comprises Method.
The method of claim 1 or 2,
The step (d) before the concrete placing step, (c``) installing the formwork on the upper side of the cheolgolbo 100 and reinforcement slab reinforcement step; multi-step for the economic design of the steel structure further comprises a Beam-column joining method.
The method of claim 1 or 2,
The (b) web plate tightening step and the (c) flange plate tightening step are simultaneously performed, or (b) the web plate tightening step and (c) the flange plate tightening step, (c) the flange plate tightening step Multi-stage beam-column joining method for economic design of steel structure, characterized in that the steps are first worked.
4. The method of claim 3,
The (b) web plate tightening step and the (c) flange plate tightening step are simultaneously performed, or (b) the web plate tightening step and (c) the flange plate tightening step, (c) the flange plate tightening step Multi-stage beam-column joining method for economic design of steel structure, characterized in that the steps are first worked.
In claim 4,
The (b) web plate tightening step and the (c) flange plate tightening step are simultaneously performed, or (b) the web plate tightening step and (c) the flange plate tightening step, (c) the flange plate tightening step Multi-stage beam-column joining method for economic design of steel structure, characterized in that the steps are first worked.
KR1020100014126A 2010-02-17 2010-02-17 Multiple step beam-column connection method for economical design of steel moment frame KR20110094605A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112267571A (en) * 2020-11-11 2021-01-26 吉林建筑科技学院 Prefabricated section steel concrete column and profiled steel sheet composite board connecting joint and construction method

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112267571A (en) * 2020-11-11 2021-01-26 吉林建筑科技学院 Prefabricated section steel concrete column and profiled steel sheet composite board connecting joint and construction method

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