A corrugated steel plate wall (CSPW) system is advantageous to secure the strength and stiffness required for lateral force resistance because of its high out-of-plane stability. It can also stably dissipate large amounts of energy even after peak strength. In this paper, a preliminary study has been carried out to use the CSPW system in the seismic retrofit of existing reinforced concrete (RC) moment frame buildings. The seismic performance for an example building was evaluated, and then a step-by-step retrofit design procedure for the CSPW was proposed. An equivalent analytical model of the CSPW was also introduced for a practical analysis of the retrofitted building, and the strengthening effect was finally evaluated based on the results of nonlinear analysis.

In current research, it was attempted a preliminary design and evaluation of non-uniform ultra high-strength concrete (UHSC) truss members. UHSC used here has the compressive strength of 180 MPa, the tensile strength of 8 to 20 MPa, and the tensile strain after cracks up to 2%. By the three-dimensional finite element stress analysis as well as strut-tie approach on concrete solid beams, the non-uniform truss shape of UHSC truss was designed with the architectural esthetic concept. In a series of examples, to compare with conventional concrete members, the proposed UHSC truss members have advantages in capabilities of the slender design with minimum weight with high performances under transverse loadings as well as the aesthetically non-uniform design for spatial structures.

Modified dapped end, precast prestressed double-tee slabs were considered in this research. It can facilitate insertion of service ducts at the dapped ends. The total depth of the floor slab may be reduced. In addition, the underside of the double-tee slab showed simpler appearance. Static three-point shear loading test was performed on full-scale specimens. And three modified single-tee slabs were analyzed by strut-tie model method. The specimen failed during the test in the same location as predicted by the strut-tie analytical model. The analysis of experimental results in comparison to the analysis results revealed that the experimental failure loads manifested 108% of analytical failure loads on the average.

콘크리트 깊은 보의 전단강도 산정을 위해 현행 미국콘크리트학회(ACI) 및 캐나다표준규격협회(CSA), 유럽콘크리트위원회(CEB-FIP)의 설계기준은 스트럿-타이 모델을 이용할 것을 제안하고 있지만 설계의 품질이 설계자가 구성한 트러스 모델 적합성에 크게 좌우된다는 특징을 가지고 있다. 따라서 본 논문에서는 내부 트러스 모델에 따른 현행 ACI, CSA 및 CEB-FIP의 콘크리트 깊은 보 설계기준의 타당성을 홍성걸 등에 의해 제안된 콘크리트 소성학에 근거한 전단강도식의 예측치와 비교함으로써 평가한다. 비교 결과 ACI, CSA 및 CEB-FIP의 스트럿-타이 모델에 의해 설계된 깊은 보의 경우 내부트러스 모델이 전단강도 예측에 중요한 영향을 미치는 것으로 나타났으며 CEB-FIP의 경우 가장 높은 스트럿 강도 예측치를 보였다.

Masonry-infilled walls have been used in reinforced concrete(RC) frame structures as interior and exterior partition walls. Since these walls are considered as nonstructural elements, they were only considered as additional mass. However, infill walls tend to interact with the structure’s overall strength, rigidity, and energy dissipation. Infill walls have been analyzed by finite element method or transposed as equivalent strut model. The equivalent strut model is a typical method to evaluate masonry-infilled structure to avoid the burden of complex finite element model. This study compares different strut models to identify their properties and applicability with regard to the characteristics of the structure and various material models.

Deep beam shall be designed either by taking into account nonlinear distribution of strain or by Appendix A of Strut-and-Tie Models (STM ) according to ACI 318(M ) from version of 2002. Although STM is accepted as tool in design Discontinuity region (D-region) which mostly exist in Deep beam, Corbels, Dapped ends etc., it has been modified by many researchers. In this study we design deep beam by STMs which use simple truss for load distribution and the model of complex truss for load distribution compare with the ACI traditional which is designed by flexure design method and shear provided by concrete(Vc) as provided in special provisions section of 11.8 in ACI 318-99 [1]. This study aims to find the different and efficiency of deep beam design based on variation of parameter compiled from many samples selected from ACI traditional and two model of STMs, simple and complex load distribution.

본 연구에서는 학교건물에서 나타나는 전형적인 조적조 채움벽 골조의 내진성능을 등가 스트럿 모델을 통해 평가하였다. 순수골조모델, 중심스트럿모델 및 편심스트럿모델의 세 가지 모형화 방법을 채택하였고, 문헌상으로 얻을 수 있는 범위의 스트럿 강성과강도를 적용하여 거동특성의 차이를 분석하였다. 역량스펙트럼에 의해 산정된 성능점에서의 변위 및 손상정도에 큰 차이가 나타났으며,채움벽은 순수골조모델과 비교할 때 중심스트럿모델에서는 유리하게, 편심스트럿모델에서는 불리하게 작용하는 것으로 나타났다. 최종극한변위에서의 거동 또한 모형화 방법 및 재료 속성에 따라서 최대강도, 층간변위, 파괴된 부재 수 및 위치 등에 큰 차이가 나타났다.

High speed naval ships are configured with open shafts The shafts, bearings, and propellers are supported by shaft struts. Proper design of struts involves issues of structural, vibration, and hydrodynamic analysis and design. Strut arm cavitation in high speed occurs because of a misalignment of the strut arm with the local incident flow. Proper selection of the strut section can minimize the generation of cavitation. This paper describes issues in the design struts and notices based on the design of Patrol Craft and Amphibious Ship.

본 논문에서는 리브로 보강된 철골 모멘트 접합부의 내진설계법 정립을 위한 등가 스트럿 모델을 제시하였다. 리브 보강 접합부의 응력전달 메커니즘은 고전 휨이론에 의한 예측과는 전혀 다르며, 리브는 리브의 기울기 방향으로 스트럿 거동을 보임을 유한요소해석에 의해 밝혔다. 리브를 스트럿 요소로 파악하여 리브 접합부의 실용설계에 활용될 수 있는 등가 스트럿 모델링 방안을 제시하였다.

록킹 거동은 구조체가 수평력을 받을 때, 수직 중심을 기준으로 좌우로 회전하는 거동을 의미한다. 본 연구에서는 최신의 연구 동향을 개념으로 하여 강체 좌우에 댐퍼를 설치하여 에너지를 소산시키는 방법을 고안하였다. 강재 댐퍼는 SS275 강종을 사용하였으며, 두께 12mm, 폭 30mm, 높이 140mm인 S형 스트럿을 가지는 형상을 사용하였다. 실험은 변위를 점진적으로 증가시키면서 진행하였다. 향후 댐퍼 스트럿 형상 및 스트럿 높이를 변수로 한 성능실험 결과를 발표할 예정이다.

본 연구에서는 벽체의 록킹 거동을 고려한 내진보강 기법을 개발하였다. 록킹 거동은 벽체 수직 축을 중심으로 좌우로 회전하는 것으로, 개발 시스템은 변위 큰 부분에 댐퍼 등을 설치하여 에너지를 소산 시키는 방법이다. 댐퍼는 강재댐퍼를 사용하였으며, 스트럿 형상 및 높이를 변수로 선정하였다. 실험결과 스트럿 높이가 짧을수록 강도 능력이, 길수록 변형능력이 우수한 것으로 평가되었다. I형과 S형 스트럿 능력을 평가한 결과, S형이 우수한 내진 성능을 보유한 것으로 평가되었다.

In this study, it evaluate the hysteretic behavior of I type strut steel damper with newly designed locking behavior test system based on the results of previous research. The maximum deformation was reached at a horizontal load of 270 kN and a displacement of 25 mm, and the experiment was terminated. The damper installed on the left and right of the panel was also failed. In the future, a performance experiment is being conducted using the strut aspect ratio as a variable.

This paper presents the performance verification test and nonlinear analysis of reinforced concrete(RC) strut and concrete filled tube(CFT) strut using super concrete(SC; high strength concrete) for bridges. Reinforce concrete strut as well as CFT strut are poured by 80MPa characteristic strength and CFT strut are used steel pipe with 400 MPa yield strength. Test specimen are manufactured 3 types of strut that 2 types of RC strut and 1 type of CFT strut. Nonlinear finite element analysis was conducted by ABAQUS of commercial FEM software. The results of real scale test specimens are compared with the finite element nonlinear analysis output through load-displacement relation. Through this study, it was investigated that the results of the experiment and those of the analysis are adequately similar.

This research was an attempt to design a new structural concept of non-uniform reinforced and super concrete truss members applying by super concrete which has the compressive strength of 80-200MPa, the tensile strength of 8-20MPa, and the tensile strain of 1.0-5.0%. The super concrete truss members were designed by the Strut-Tie approach as well as aesthetic design concept. The structural performance of designed superconcrete truss was evaluated with the conventional reinforced concrete members.

In this study, to examine the application of strut of high strength concrete, an parameter study was performed. High strength concrete has high capacity for the strut member, especially 80MPa concrete strut has equal quality to 40MPa concrete strut with FRP. Also it is insignificant that the difference of member force between variation in boundary condition on the strut of PSC Box Girder.

In this study, to examine the application of strut of high strength concrete, an experimental study and analysis was performed. High strength concrete has high capacity for the strut member, especially 80MPa concrete strut has equal quality to 40MPa concrete strut with FRP.

본 연구의 목적은 I형 스트럿 및 S형 스트럿 강재댐퍼의 변위 및 속도의존성을 평가하는 것이다. 이를 위하여 12개의 강재댐퍼를 제작하여 의존성 평가를 실시하였으며, 시험 변수는 스트럿 형상, 목표 변위 및 속도이다. 의존성 시험에 의한 반복횟수 평가결과, ASCE 7-10에서 규정한 최소 반복횟수 5회를 충분히 상회하는 것으로 평가되었다. 변위의존성 평가결과, 큰 목표변위 (50mm)의 반복횟수 및 누적에너지소산능력은 적은 목표변위 (25mm)에 비하여 감소하였다. 또한 짧은 목표변위보다 큰 항복강도 및 조기파단을 나타내었다. 속도의존성평가에서는 빠른 목표속도 (60mm/sec)의 반복횟수 및 누적에너지소산능력이 느린 목표속도 (40mm/sec)에 비하여 감소하였다. 결과적으로강재댐퍼의 기본 물성, 의존성 평가, 누적에너지소산능력 평가결과, S형 스트럿을 가지는 강재댐퍼의 의존 능력이 I형보다 윌등히 우수한것으로 평가되었다.

To evaluate the displacement and velocity dependency of metallic damper which has clamped type strut, cyclic tests are conducted by the target displacement am velocity variables. From the evaluation results of dependence tests, number of cycles are fully exceeded than minimum 5 cycles described in ASCE 7-10.

The current American Concrete Institute (ACI), Canadian Standard Associate (CSA) and CEB-FIP code suggest that deep beams should be designed using the strut-and-tie model approach. This paper investigates the validity of the current ACI, CSA and CEB-FIP code provisions on the shear strength of simply supported reinforced concrete deep beams by comparing them with the shear strength equations proposed by Hong et al. (2002) The comparison shows that all of these code provisions provide reasonable estimates on the shear strength of concrete deep beam members and the ACI and CEB-FIP codes results in similar estimates while the CSA code relatively underestimate the strength.