Recently, the floor construction method of buildings is rapidly being replaced by the steel deck construction method of factory products from the past cast-in-place formwork method in order to shorten construction period, reduce labor costs, and improve constructability. In this study, the bending capacity of a newly developed lattice integrated rib-type deck plate that is economical and constructible was evaluated through a simple beam test. As a result of the experiment, the lattice integrated rib-type deck installed by adding rib to the existing flat deck had excellent initial rigidity and maximum load-bearing ability, confirming the feasibility of practical use. In addition, the test specimen in which the tensile rebar is not integrated with the lattice and deck has very low initial stiffness, which is insufficient to support the load at the construction stage, and new details need to be developed to overcome this.

A bending experiment was conducted to verify the structural performance of the U-flange truss hybrid bean using rebars or steel pipes to reinforce the upper compression zone. As a result of evaluating the bending strength of the truss hybrid beam according to the Structural Design Standard (KDS 14 2020: 2022) by introducing the lattice member as a tensile resistance element, the following conclusions were obtained. Considering the lattice element as a tensile resistance element, the nominal bending strength was increased by 38.57 to 47.90 kN.m. As a result of reviewing the experiment as to whether the flexural member has proper ductility, it was found that it is desirable to place appropriate rebars, steel quality plans, and lateral restraints on the upper and lower parts of the hybrid beam to have sufficient ductility ratio.

For the practical application of U-flanged Truss Hybrid beams, the flexural capacity of hybrid beams with end reinforcement details using vertical steel plates was verified. The bending test of U-flanged Truss Hybrid beams was performed using the same top chord under the compressive force, but with the thickness of the bottom plate and the amount of tensile reinforcement. The initial stiffness and maximum load of the specimen with tensile reinforcement have a higher value than that of the specimen without tension reinforcement, but the more tensile reinforcement, the greater the load decrease after the maximum load. In the case of the specimen with tensile reinforcement, because the test result value is 76% to 88% when compared with the flexural strength according to Korea Design Code, the safety of the U-flanged Truss Hybrid beam with the same details of the specimens can’t ensure. Therefore, the development of new details is required to ensure that the bottom steel plate and the tensile reinforcement can undergo sufficient tensile deformation.

U-flanged truss beam is composed of u-shaped upper steel flange, lower steel plate of 8mm or more thickness, and connecting lattice bars welded on the upper and lower sides. The hybrid beam with U-flanged steel truss is made in the construction site through pouring the concrete, and designated as U-flanged truss hybrid beam. In this study the structural experiments on the 4 hybrid beams with the proposed basic shapes were performed, and the flexural capacities from the tests were compared with those from the theoretical approach. The failure modes of each specimen were quite similar. The peak load was reached with the ductile behavior after yielding, and the failure occurred through the concrete crushing. The considerable increasement of deformation was observed up to the concrete crushing. The composite action of concrete and steel member was considered to be reliable from the behavior of specimens. The flexural strength of hybrid beam has been evaluated exactly using the calculation method applied in the boubly reinforced concrete beam. The placement of additional rebars in the bottom instead of upper side is proposed for the efficient design of U-flanged truss hybrid beam.

So far, square concrete filled tubular(CFT) columns have been used in a limited width thickness ratio. The reason is that local buckling occurs in steel tube easily. Once the local buckling occurs, the confinement effect of steel tube on concrete disappears. In this study, we developed welded built-up square steel tube with reinforcement which are placed at the center of the tube width acts as an anchor. 3 specimens of slender welded built-up square CFT columns and 3 specimens of slender welded built-up square steel tube columns were manufactured with parameters of width(B) of steel tube, width thickness ratio(B/t). we conducted a experimental test on the 6 specimens under eccentric load, and evaluated the structural resistance and behavior of 6 specimens.

The object of this study is to develop a computer program that can help practical engineers to calculate sectional modulus and plastic moments of full composite girders with deck plates under positive and negative bending moments. The sectional modulus are equivalent moments of inertia for elastic analysis and plastic section modulus for plastic analysis. Results of Hwang's research are used to verify this developed program. AIK, KBC 2005 and 2009 are used to define effective widths of RC slab and to calculate positive plastic moments. For calculating negative plastic moments, this study proposed stress blocks and their equations. The developed program will be added about partial shear interactions and deflections of composite girders and finally proposed as GUI environment.

TR-CFT(Transversely Reinforced Concrete Filled Steel Tube) 기둥은 CFT 기둥의 국부좌굴부위를 탄소섬유쉬트로 보강을 하여 국부좌굴을 방지하거나 지연시키는 기둥부재이다. 본 연구에서는TR-CFT 기둥의 휨내력 산정을 위한 설계식을 제안하였다. CFT 기둥의 ACI 설계식은 강관내부에 발생하는 콘크리트의 구속효과를 고려하지 않아 저평가 되고 있다. 따라서 본 연구에서는 구속효과를 고려한 콘크리트의 응력-변형률 곡선를 이용하여 CFT 기둥과 TR-CFT 기둥의 휨내력 산정식을 제안했으며 해석에 의한 예측 값들은 실험값과 잘 일치함을 확인할 수 있었다.

CFT(Concrete Filled Steel Tube)기둥은 부재의 합성효과와 경제적인 측면 때문에 최근 고층건물 시공 시 널리 쓰이고 있다. 그러나 기존의 연구문헌을 살펴보면 CFT 기둥은 강관의 항복이후 강관의 일정지점에 국부좌굴이 생기는 단점을 지니고 있다. 이러한 문제점을 해결하기 위하여 예상 국부좌굴부위를 탄소섬유쉬트로 보강하여 국부좌굴을 방지하거나 지연시키는 TR-CFT (Transversely Reinforced Concrete Filled Steel Tube) 기둥에 관한 연구가 진행되고 있다. 본 연구에서는 고강도 콘크리트를 사용한 TR-CFT기둥의 실험을 수행하였으며 휨내력에 대한 해석을 수행한 결과 실험값과 해석값이 잘 일치하였다. 또한 기존의 ACI 318 설계법은 강관내부에서 발생하는 콘크리트에 대한 구속효과를 고려하지 않아 저평가가 되어있음을 알 수 있었다.

This paper presents the experimental results of flexural behavior of steel beam strengthened with Aramid fiber reinforced polymer plastic (FRP) strips subjected to static bending loading. Two H-beams were fabricated strengthened with aramid strips and one control specimen were also fabricated. Among of strengthened specimens, one specimen was strengthened with partial length of AFRP. From the test, it was observed that maximum increase of 16% was also achieved in bending-load capacity.

For quantitative assessment of flexural strength by crack condition of PSC sleeper, which is one of the main components of the ballasted track, 9 PSC sleepers used in Gyeongbu high speed railway line were sampled and static bending strength tests were conducted by EN 13230-2. The flexural strength of PSC sleepers with some mesh or longitudinal cracks was lower than that of new sleepers. In particular, the flexural strength of PSC sleepers with mesh-type cracks was less than 40% of the new sleepers’ flexural strength. The flexural strength of uncracked sleepers was similar to that of new sleepers

This paper presents the basic data for the structural safety study of the extension wall by evaluating the bending stresses of the existing and extension walls varying according to the plan change of the extension building through the numerical analysis on the horizontal load as follows: 1) the stress variation of the divided wall when the wall opening due to a partial demolition is evaluated by comparing the result of analysis on whether or not the opening of the bearing wall is demolished as a variable; 2) the stress variation of the existing wall due to the increase of the stiffness of the extension wall is also evaluated by comparing the result of analysis on the thickness of the extension wall as a variable.

This study was evaluated of flexure strength and ductility of a V-tie arrangement method in reinforced concrete columns under a variable axial force. The axial load level varied to be 0.25, 0.4, and 0.55 for columns with V-ties or crossties. As compared with displacement ductility ratio and the work damage indicator of the companion crosstie columns, the V-tie columns had higher value as much as 1.5 times, 5.2 times for the axial load level of 0.55, respectively.

The protective cover system is needed for the safety and bearing capacity of underground cable pipe. This study evaluates the flexural capacity through the experimental study according to the several design variables for the protective covers.

This study targets the development of technologies of reclaimed noise blocking engineering to improve endurance which may unify noise-blocking construction against noise and vibration and earthquake-preventive construction during rebuilding. This paper is to find the validity of construction methodology with RC beam additional materials to apply to slab and walls.

In this current study, P-M interaction of ICP pile consist of the concrete pile body, prestressing bars, infilled-concrete and longitudinal bars was analyzed. The analyzed result showed that the concrete of pile main body dominated total flexural strength of ICP pile, and the infilled-concrete and longitudinal bars increased the flexural strength of conventional PHC piles.

본 논문에서는 리모델링 공사에 있어 요구되는 노후화된 부재의 내력평가 및 보강설계를 위한 기본 자료를 구축하기 위하여 기존 공동주택의 해체공사시 채취한 철근콘크리트 보 부재에 대한 구조실험을 통하여 노후화된 부재의 내력특성을 분석하고자 한다. 이를 위하여 기존 재건축 아파트 현장에서 총 10개의 보 부재를 채취하고, 각각의 기하학적 특성에 따라 정적 휨 또는 전단내력 실험을 실시하였다. 본 실험결과에 의하면 모든 부재에서 계산치 이상의 실험 내력값을 얻을 수 있었으나, 콘크리트 타설불량 및 심각한 균열이 관측된 일부 실험체에서는 취성적인 파괴와 더불어 낮은 내력값을 나타내었다. 따라서 이러한 심각한 균열/손상 등은 리모델링 공사에 앞서 적절히 보수․보강되어야 할 것으로 판단된다.

하프PC 슬래브는 시공중에 슬래브 판에 균열이 발생하기 쉽고 이러한 균열들을 보수보강 하지 않은 상태에서 덧침콘크리트를 타설할 경우 합성슬래브의 내력에 영향을 미칠 것으로 사료된다. 하지만 하프PC 슬래브에 발생한 균열이 합성슬래브의 구조성능에 미치는 영향에 관한 연구는 아직까지 없는 실정이다. 따라서 본 연구에서는 하프PC 슬래브에 발생한 균열이 합성 슬래브의 내력에 미치는 영향을 조사하기 위하여 덧침콘크리트를 타설하기 전에 하프PC 슬래브에 균열을 발생시킨 시험체와 균열이 없는 합성슬래브 시험체를 제작하여 슬래브의 휨 성능을 검토하였다.

본 연구에서 검토된 슬래브는 트러스 철근이 설치된 하프 프리캐스트 콘크리트(PC) 슬래브로서, 이러한 슬래브의 내력평가에 대한 몇몇 연구결과가 소개되었다. 하지만 합성슬래브의 내력평가에 대한 연구가 대부분이고 하프PC슬래브의 내력평가에 대한 연구는 적으며 특히, 트러스 높이에 따른 슬래브의 구조성능에 관한 연구는 매우 부족한 실정이다. 따라서 본 연구에서는, 트러스 철근이 설치된 하프PC슬래브의 구조성능을 검토하기 위하여 트러스 철근의 높이가 다른 세 종류의 슬래브를 제작하여 휨 실험을 실시하였다.

본 연구에서는 카본시트튜브로 구속된 원형기둥에 반복 횡하중을 가하여 기둥의 휨내력을 평가하는 실험을 수행하였다 중립축을 기준으로 압축 및 인장측 단면의 모멘트를 이용하여 공칭모멘트를 계산하는 등가응력블록계산법을 소개하였다 또한 실험결과를 분석하여 횡 하중에 대한 거동을 예측할 수 있는 회귀식을 마련하여 실험결과와 비교하였다

본 연구는 전단연결재 없이 부착면적을 확대한 요철 단면SC보의 휨 거동을 실험하여 이론 해석 및 상용 구조해석 프로그림인 ANSYS해석 결과와 비교 강판과 콘크리트의 부착성능과 초기강성 등을 분석하였고 이를 통해 효율적인 SC보의 실용화를 위한 기초 연구 자료를 제공하고자 한다. 실험결과는 이론 값의 88%-98% 수식 이미지 정도의 내력을 발휘한 것으로 나타났으며, 합성율은 분석결과 30-70% 수식 이미지로 완전합성에 이르지 못한 것으로 나타나 완전합성을 발휘할 수 있는 접합방법의 필요성을 확인할 수 있었다