KR101188367B1 - Punching shear reinforcement for reinforcing flat-plate slab - Google Patents

Punching shear reinforcement for reinforcing flat-plate slab Download PDF

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KR101188367B1
KR101188367B1 KR1020100027856A KR20100027856A KR101188367B1 KR 101188367 B1 KR101188367 B1 KR 101188367B1 KR 1020100027856 A KR1020100027856 A KR 1020100027856A KR 20100027856 A KR20100027856 A KR 20100027856A KR 101188367 B1 KR101188367 B1 KR 101188367B1
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truss
slab
reinforcing bar
horizontal portion
rebar
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KR20110108583A (en
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김형열
김생기
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삼광선재 주식회사
김생기
김형열
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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
    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0604—Prismatic or cylindrical reinforcement cages composed of longitudinal bars and open or closed stirrup rods
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

본 발명은 철근 콘크리트 기초 및 무량판 구조에서 슬래브와 기둥 접합부에 설치하여 슬래브의 펀칭 전단파괴에 대한 저항능력을 증대시키면서, 간단한 구조로 이루어지고, 설치가 쉬운 철근 무량판 슬래브 펀칭 전단보강체에 관한 것이다.
본 발명에 따른 무량판 슬래브 펀칭 전단보강체는 평행하게 배열된 다수개의 트러스 철근(20)과 다수개의 일자형 연결철근(30)이 연결된 것으로서, 상기 트러스 철근(20)이 상부 수평부(21)와 하부 수평부(23)가 수직부(22)에 의해 연결되도록 반복적으로 절곡되고, 트러스 철근(20)의 측단 수직부(22a)의 하단 안쪽에 연결철근(30)이 스폿용접에 의해 접합되고, 트러스 철근(20)의 상부 수평부(21)의 중앙 하부면에 연결철근이 스폿용접에 의해 접합되고, 트러스 철근(20)의 하부 수평부(23)의 중앙 상부면에 연결철근이 스폿용접에 의해 접합되는 것을 특징으로 한다.The present invention is installed in the slab and column joints in reinforced concrete foundation and flat plate structure to increase the resistance to punching shear failure of the slab, made of a simple structure, easy to install reinforced flat plate slab punching shear reinforcement will be.
Flat slab punching shear reinforcing body according to the present invention is a plurality of truss reinforcing bars 20 and a plurality of straight connection reinforcing bar 30 is arranged in parallel, the truss reinforcement 20 is the upper horizontal portion 21 and The lower horizontal portion 23 is repeatedly bent so as to be connected by the vertical portion 22, and the connecting reinforcing bar 30 is joined by spot welding inside the lower end of the side vertical portion 22a of the truss rebar 20, The connecting rebar is joined to the center lower surface of the upper horizontal portion 21 of the truss rebar 20 by spot welding, and the connecting rebar is connected to the center upper surface of the lower horizontal portion 23 of the truss rebar 20 to the spot welding. It is characterized by being bonded by.

Description

무량판 슬래브 펀칭 전단보강체{PUNCHING SHEAR REINFORCEMENT FOR REINFORCING FLAT-PLATE SLAB}Flat plate slab punching shear stiffener {PUNCHING SHEAR REINFORCEMENT FOR REINFORCING FLAT-PLATE SLAB}

본 발명은 무량판 슬래브 펀칭 전단보강체에 관한 것으로, 보다 상세하게는 무량판 구조에서 슬래브와 기둥 접합부에 설치하여 슬래브의 펀칭 전단파괴에 대한 저항능력을 증대시키면서, 간단한 구조로 이루어지고, 설치가 쉬운 무량판 슬래브 펀칭 전단보강체에 관한 것이다.
The present invention relates to a flat plate slab punching shear reinforcement, and more particularly, is installed in the slab and the column joint in a flat plate structure to increase the resistance to punching shear failure of the slab, made of a simple structure, the installation is An easy flat plate slab punching shear reinforcement.

통상적으로 여러 층으로 건축되는 철근 콘크리트 구조물의 경우 각 층의 바닥을 형성하면서 일정한 면적을 제공하는 슬래브와, 상기 슬래브를 지지하며 건축물의 자중 및 각 층에서 발생하는 사용 하중을 기초부로 전달하는 기둥 부재를 포함하여 구성되는 것이 일반적인 형태이다. 이와 같은 철근 콘크리트 구조에 있어서, 슬래브와 기둥부재가 만나는 접합부인 기둥의 주두부(柱頭部)의 경우 기둥 주변을 따라 슬래브와의 사이에서 전단력이 작용하여, 이 부위에 대한 내력이 충분치 못할 경우 전단 파괴가 발생할 수 있다. In the case of reinforced concrete structures, which are typically built in multiple layers, slabs provide a certain area while forming the floor of each floor, and pillar members that support the slabs and transmit the self-weight of the building and the working load generated in each floor to the foundation. It is a general form that is configured to include. In such a reinforced concrete structure, in the case of a head head of a pillar, which is a junction where a slab and a pillar member meet, a shear force acts between the slab along the periphery of the column, and the shear force is insufficient when the strength for this region is insufficient. Destruction may occur.

특히, 거더나 보를 설치하지 않고 기둥에 의해 슬래브가 직접 지지되는 무량판 구조에 있어서, 슬래브-기둥 접합부는 보-기둥 접합부와는 달리 기둥 주변에 과도한 응력 집중 현상이 발생되고, 이로 인하여 슬래브는 전단파괴를 유발하게 된다. 이러한 전단파괴는 다른 형태의 파괴양상과 달리 매우 취성적이어서, 슬래브-기둥 접합부의 안전성에 대단히 치명적이다. Particularly in the flat plate structure in which the slab is directly supported by the pillar without installing the girder or the beam, the slab-column joint is different from the beam-column joint, and excessive stress concentration occurs around the column, which causes the slab to shear. Will cause destruction. This shear failure is very brittle, unlike other forms of failure, and is extremely deadly to the safety of the slab-column junction.

상기 무량판 구조에서 슬래브-기둥 접합부의 전단성능을 높이는 종래의 방법으로 (a)스터럽(stirrup)방식, (b)전단헤드방식, (c)스터드(stud)레일방식 등이 있다. Conventional methods for improving the shear performance of the slab-column junction in the flat plate structure include (a) a sturup method, (b) a shear head method, (c) a stud rail method, and the like.

도 1a의 스터럽방식은 슬래브의 상단철근과 하단철근에 스터럽을 감아 상기 스터럽이 전단내력을 발휘할 수 있도록 보강하는 방식이다. 이러한 방식은 특별한 철물없이 현장에서 철근을 절곡하여 이용하므로 경제적이라는 이점이 있는 반면에 슬래브 상,하부 철근을 둘러 감싸야 하므로 슬래브 피복두께 유지가 어렵고, 설치할 때, 모두 결속하여야 하므로 시공성이 떨어지는 문제점이 있었다. The stub method of Figure 1a is a method of reinforcing the stub to exhibit the shear strength by winding the stirrup on the upper and lower reinforcement of the slab. This method has the advantage of economical because it is used by bending the reinforcing bar in the field without special hardware, while it is difficult to maintain the slab coating thickness because it must be wrapped around the upper and lower bars of the slab, and it is difficult to maintain the construction because it is bound together when installing. there was.

도 1b의 전단헤드방식은 H형강, I형강 등의 구조용 강재로 구성된 전단머리 보강체를 완전 용입용접으로 제작하여 기둥단면에서 연속되도록 슬래브 단면내에 대칭형태로 설치하는 방식으로, 이러한 방식은 전단보강에는 효과적이지만, 비싸고, 용접과정상 어려움이 있으며, 육중하여 취급하기 힘든 문제점이 있다. The shear head method of FIG. 1B is a method of manufacturing a shear head reinforcement composed of structural steel such as H-beam and I-beam in full penetration welding and installing it in a symmetrical form in a slab cross-section so as to be continuous at a cross section. It is effective, but expensive, difficult in the welding process, there is a problem that is difficult to handle heavy.

도 1c의 스터드레일방식은 외국에서 가장 많이 사용되고 있는 방식으로, 스터드를 좁고 긴 판에 수직으로 용접하여 전단내력을 발휘하게 되고, 스터드 머리부분에는 둥근판을 용접하여 정착성을 높인 전단보강방법이다. 이러한 방식은 설치는 용이하나, 정착을 위한 스터드의 머리 또한 기성품과는 다른 특수 제작이 필요한 문제점을 가지고 있다. The stud method of FIG. 1c is a method used most widely in a foreign country, and shows the shear strength by welding the studs vertically to a narrow and long plate, and is a shear reinforcing method to improve fixability by welding a round plate to the stud head. . This method is easy to install, but has a problem in that the head of the stud for fixing also requires a special manufacturing different from the ready-made.

따라서, 본 발명의 목적은 일정한 길이와 폭을 갖는 철근이 상하 수직으로 번갈아가면서 절곡되는 트러스들이 연결근으로 연결되어, 간단한 구조로 현장 적용성이 우수하고, 시공비를 줄이고, 전단보강력이 우수한 무량판 슬래브 펀칭 전단보강체를 제공하는 것이다.
Accordingly, an object of the present invention is to be connected to the truss of the reinforcing bars having a constant length and width alternately up and down vertically connected to the connection bar, the simple structure has excellent field applicability, reducing the construction cost, excellent shear reinforcement It is to provide a sheet slab punched shear reinforcement.

상기 목적을 달성하기 위한 본 발명에 따른 무량판 슬래브 펀칭 전단보강체는 평행하게 배열된 다수개의 트러스 철근과 다수개의 일자형 연결철근이 연결된 것으로서, 상기 트러스 철근이 상부 수평부와 하부 수평부가 수직부에 의해 연결되도록 반복적으로 절곡되고, 트러스 철근의 측단 수직부의 하단 안쪽에 연결철근이 스폿용접에 의해 접합되고, 트러스 철근의 상부 수평부의 중앙 하부면에 연결철근이 스폿용접에 의해 접합되고, 트러스 철근의 하부 수평부의 중앙 상부면에 연결철근이 스폿용접에 의해 접합되는 것을 특징으로 한다.
Flat plate slab punching shear reinforcement according to the present invention for achieving the above object is that a plurality of truss reinforcement and a plurality of straight connection reinforcing bar is arranged in parallel, the truss reinforcing bar is the upper horizontal portion and the lower horizontal portion It is repeatedly bent to be connected by, the connecting bar is joined by spot welding inside the lower end of the vertical end of the truss reinforcing bar, and the connecting bar is joined by spot welding to the center lower surface of the upper horizontal part of the truss bar, The connecting bar is joined to the center upper surface of the lower horizontal portion by spot welding.

이것에 의해, 본 발명에 따른 무량판 슬래브 펀칭 전단보강체는 일정한 길이와 폭을 갖는 철근이 상하 수직으로 번갈아가면서 절곡되는 트러스들이 연결근으로 연결되어 전단보강력이 우수하고, 다수개의 수직 전단보강근(수직부)을 연결하여 일체화함으로써, 전단하중 발생시 다수개의 수직 전단보강근(수직부)이 동시 거동하게 됨으로 전단하중에 대한 저항력을 증대되고 연결근이 인장하중에 대응하므로 별도의 보강근이 필요치 않아 경제적이며, 구조가 간단하여 시공비를 줄일 수 있고, 현장 적용성이 우수한 효과가 있다.
As a result, the flat slab punched shear reinforcement body according to the present invention has excellent shear reinforcement because trusses, which are bent in alternating vertical and vertical rebars having a constant length and width, are connected with connecting bars, and a plurality of vertical shear reinforcement bars are provided. By connecting and integrating (vertical part), multiple vertical shear reinforcement (vertical part) behaves simultaneously when shear load occurs, which increases the resistance to shear load and the connection muscle responds to tensile load. It is simple in structure and can reduce construction cost, and it is effective in the field applicability.

도 1은 종래기술에 의한 슬래브와 기둥 접합부의 전단보강체를 설명하기 위한 도면
도 2는 본 발명에 따른 무량판 슬래브 펀칭 전단보강체를 도시한 사시도
도 3은 본 발명에 따른 무량판 슬래브 펀칭 전단보강체 슬래브-기둥 접합부에 설치되는 예를 도시한 측면도1 is a view for explaining the shear reinforcement of the slab and column joint according to the prior art
Figure 2 is a perspective view showing a flat plate slab punching shear stiffener according to the present invention
Figure 3 is a side view showing an example installed in the flat plate slab punching shear reinforcement slab-column joint according to the present invention

이하, 본 발명에 따른 바람직한 실시예를 도면을 참조하여 상세하게 설명하기로 한다. Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the drawings.

도 2를 참조하면, 본 발명에 따른 무량판 슬래브 펀칭 전단보강체(10)는 평행하게 배열된 다수개의 트러스 철근(20)과 다수개의 일자형 연결철근(30)이 연결된 것이다.Referring to FIG. 2, the flat slab punching shear reinforcement 10 according to the present invention is connected to a plurality of truss rebars 20 and a plurality of straight connection bars 30 arranged in parallel.

상기 트러스 철근(20)이 상부 수평부(21)와 하부 수평부(23)가 수직부(22)에 의해 연결되도록 반복적으로 절곡된다. 그리고, 트러스 철근(20)의 측단 수직부(22a)의 하단 안쪽에 연결철근(30)이 스폿용접에 의해 접합되고, 트러스 철근(20)의 상부 수평부(21)의 중앙 하부면에 연결철근이 스폿용접에 의해 접합되고, 트러스 철근(20)의 하부 수평부(23)의 중앙 상부면에 연결철근이 스폿용접에 의해 접합된다.The truss rebar 20 is repeatedly bent such that the upper horizontal portion 21 and the lower horizontal portion 23 are connected by the vertical portion 22. Then, the connecting reinforcing bar 30 is joined to the inner bottom of the vertical end portion 22a of the truss reinforcing bar 20 by spot welding, and the connecting reinforcing bar is connected to the center lower surface of the upper horizontal part 21 of the truss reinforcing bar 20. This spot welding is performed, and the connecting bar is joined by spot welding to the center upper surface of the lower horizontal portion 23 of the truss rebar 20.

상기와 같은 본 발명에 따른 무량판 슬래브 펀칭 전단보강체(10)는 트러스 철근(20)의 수직부가 수직전단보강근 역할을 하며, 연결철근(30)에 의해 연결되어 전단보강력이 우수하고, 다수개의 트러스 철근이 연결철근에 의해 일체화됨으로써, 전단하중 발생시 다수개의 수직 전단보강근(수직부)이 동시 거동하게 됨으로써 전단하중에 대한 저항력을 증대되고 연결철근이 인장하중에 대응하므로 별도의 보강근이 필요치 않아 경제적이며, 구조가 간단하다.Flat plate slab punching shear reinforcement 10 according to the present invention as described above, the vertical portion of the truss reinforcement 20 serves as a vertical shear reinforcement, is connected by a connecting reinforcement 30, excellent shear reinforcement, many Since truss reinforcing bars are integrated by connecting reinforcing bars, multiple vertical shear reinforcing bars (vertical section) simultaneously behave when shear loads occur, which increases the resistance to shear loads and does not require additional reinforcing bars because connecting bars correspond to tensile loads. Economical and simple in structure

상기와 같이 구성된 본 발명에 따른 전단보강체가 무량판 슬래브에 적용되는 예를 도 3을 설명하기로 한다.An example in which the shear reinforcement body according to the present invention configured as described above is applied to a flat plate slab will be described with reference to FIG. 3.

먼저, 슬래브 거푸집(40)에 하부 가로 주철근(41)과 하부 세로 주철근(42)을 격자 형태로 배근한다. 이후, 도 3의 (가)에 도시된 바와같이, 본 발명에 따른 전단보강체(10)를 하부 가로 주철근(41 ; 식별을 위해 검정색으로 색칠하였음) 및 하부 세로 주철근(42 ; 식별을 위해 검정색으로 색칠하였음)에 안착한다. 이때, 상기 전단보강체(10)의 연결철근(30)이 하부 가로 주철근(41)에 걸림으로써, 트러스 철근(20)의 하부 수평부(23)가 하부 가로 주철근(41)과 같은 높이로 배치된다. 그리고, 하부 세로 주철근(42)에 트러스 철근(20)이 걸리는 것을 방지하기 위해, 트러스 철근(20)의 상부 수평부(21)와 하부 수평부(23)를 합한 길이(L1)를 하부 세로 주철근(42)의 배치간격(L2)에 맞게 조절해야 한다. 이것은 설계시 하부 세로 주철근(42)의 배치간격(L2)이 계획되기 때문에 트러스 철근(20)의 상부 수평부(21)와 하부 수평부(23)를 합한 길이(L1)를 설정할 수 있다. First, the lower transverse reinforcing bar 41 and the lower longitudinal reinforcing bar 42 are disposed in a lattice form on the slab formwork 40. Then, as shown in Fig. 3A, the shear reinforcing body 10 according to the present invention is the lower transverse reinforcing bar 41 (colored in black for identification) and the lower longitudinal reinforcing bar 42 (black for identification) Colored). At this time, the connecting reinforcing bar 30 of the shear reinforcement 10 is caught by the lower transverse reinforcing bar 41, the lower horizontal portion 23 of the truss reinforcing bar 20 is disposed at the same height as the lower transverse reinforcing bar 41 do. In order to prevent the truss rebar 20 from being caught by the lower longitudinal reinforcing bar 42, the length L1 of the upper horizontal part 21 and the lower horizontal part 23 of the truss reinforcing bar 20 is added to the lower longitudinal main reinforcing bar. It should be adjusted according to the arrangement distance (L2) of (42). It is possible to set the length L1 in which the upper horizontal portion 21 and the lower horizontal portion 23 of the truss rebar 20 are arranged because the arrangement interval L2 of the lower longitudinal main reinforcing bar 42 is planned in the design.

이후, 도 3의 (나)와 같이, 본 발명에 따른 전단보강체의 연결철근(30)에 상부 가로 주철근(43)을 배근하고, 상부 가로 주철근(43)에 격자 형태로 상부 세로 주철근(44)을 배근한다. 이때, 상부 세로 주철근(44)의 배치간격(L3)은 하부 세로 주철근(42)의 배치간격(L2)과 동일하게 한다.Thereafter, as shown in (b) of FIG. 3, the upper transverse reinforcing bar 43 is reinforced to the connecting reinforcing bar 30 of the shear reinforcing body according to the present invention, and the upper longitudinal main reinforcing bar 44 in the form of a lattice to the upper transverse reinforcing bar 43. ) At this time, the arrangement interval L3 of the upper longitudinal reinforcing bar 44 is equal to the arrangement interval L2 of the lower longitudinal main reinforcing bar 42.

이와 같이, 본 발명에 따른 철근 콘트리트 기초 및 무량판 슬래브 펀칭 전단보강체(10)는 트러스 철근(20)의 상부 수평부(21)와 하부 수평부(23)가 하부 가로 주철근(41)과 상부 가로 주철근(43)와 동일한 배치 위치에 배치됨으로써, 트러스 철근(20)을 구성하는 수직부(22)의 높이(h1)를 최대화할 수 있어, 슬래브의 인장 강도 및 펀칭 전단강도를 높이는데 기여할 수 있으며 연결철근(30)이 트러스 철근(20)의 내측에 배치됨으로써, 연결철근(30)에 의한 간섭을 배제할 수 있다. 그리고, 전단보강체(10)의 배치를 기둥을 중심으로 각각의 면에 설치할 수 있으며, 설치 개수 및 설치 방향을 건물에 따라서 다르게 할 수 있다. 또한, 본 발명에 따른 전단보강체는 간단한 구조로 평면 트러스 형태로 구성되어, 그 부피를 최소화할 수 있고, 공장에서 전단보강체를 제조할 수 있어, 공사현장에서 작업자의 숙련도와 관계없이 설치가 가능하며, 기둥주변에 별도의 보강근이 필요하지 않으며, 전단보강시에 필요 이상의 자재낭비와 가공 및 설치에 관한 인건비를 줄일 수 있다.
As described above, the reinforcement concrete foundation and flat plate slab punching shear reinforcement 10 according to the present invention have the upper horizontal portion 21 and the lower horizontal portion 23 of the truss rebar 20 having the lower horizontal cast iron 41 and the upper portion. By being disposed at the same placement position as the transverse reinforcing bar 43, the height h1 of the vertical portion 22 constituting the truss reinforcing bar 20 can be maximized, contributing to raising the tensile strength and the punching shear strength of the slab. In addition, since the connecting rebar 30 is disposed inside the truss rebar 20, interference by the connecting rebar 30 may be eliminated. In addition, the arrangement of the shear reinforcement 10 may be installed on each surface of the pillar, and the number of installation and the installation direction may be different according to the building. In addition, the shear reinforcement body according to the present invention is configured in a flat truss form with a simple structure, it can minimize the volume, and can produce a shear reinforcement in the factory, regardless of the skill of the operator at the construction site It does not require additional reinforcement around the column, and it can reduce the material cost and labor cost related to processing and installation more than necessary for shear reinforcement.

20 : 트러스 철근 30 : 일자형 연결철근20: truss reinforcing bar 30: straight connection bar

Claims (1)

평행하게 배열된 다수개의 트러스 철근(20)과 다수개의 일자형 연결철근(30)이 연결된 것으로서, 상기 트러스 철근(20)이 상부 수평부(21)와 하부 수평부(23)가 수직부(22)에 의해 연결되도록 반복적으로 절곡되고, 트러스 철근(20)의 측단 수직부(22a)의 하단 안쪽에 연결철근(30)이 스폿용접에 의해 접합되고, 트러스 철근(20)의 상부 수평부(21)의 중앙 하부면에 연결철근이 스폿용접에 의해 접합되고, 트러스 철근(20)의 하부 수평부(23)의 중앙 상부면에 연결철근이 스폿용접에 의해 접합되는 것을 특징으로 하는 무량판 슬래브 펀칭 전단보강체.
A plurality of truss rebars 20 arranged in parallel and a plurality of straight connection reinforcing bar 30 is connected, the truss reinforcement 20 is the upper horizontal portion 21 and the lower horizontal portion 23 is the vertical portion 22 It is repeatedly bent to be connected by, the connecting reinforcing bar 30 is joined by spot welding inside the lower end of the side end vertical portion 22a of the truss rebar 20, the upper horizontal portion 21 of the truss rebar 20 Flat plate slab punching shear, characterized in that the connecting bar is joined by spot welding, and the connecting bar is joined by spot welding to the center upper surface of the lower horizontal portion 23 of the truss reinforcing bar 20 Reinforcement.
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KR20240076146A (en) 2022-11-23 2024-05-30 (주)비케이철강 Pre-Assembly For Shear Reinforcement Of Flat Slab

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KR102571254B1 (en) * 2023-03-03 2023-08-25 주식회사 종합건축사사무소 남양 void slab

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001107509A (en) 1999-10-12 2001-04-17 Kajima Corp Shear reinforcement and shear reinforcement structure of flat slab
KR200436319Y1 (en) 2006-10-24 2007-08-03 (주) 동양구조안전기술 Perforated steel sheet shear reinforcement and its installation structure

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001107509A (en) 1999-10-12 2001-04-17 Kajima Corp Shear reinforcement and shear reinforcement structure of flat slab
KR200436319Y1 (en) 2006-10-24 2007-08-03 (주) 동양구조안전기술 Perforated steel sheet shear reinforcement and its installation structure

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20240076146A (en) 2022-11-23 2024-05-30 (주)비케이철강 Pre-Assembly For Shear Reinforcement Of Flat Slab

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