The membrane structure should maintain the membrane materials in tension for structural stability guaranty. The anchoring part in the membrane structure is an important part. It has the function to introduce tension into membrane materials and function to transmit stress which membrane materials receives to boundary structure such as steel frames. In this paper, it grasps anchoring system of the anchoring part in the membrane structure concerning the fracturing characteristic condition of membrane structure, and the influence which is caused to yield it designates the stress state when breaking the membrane structure which includes the anchoring part and that stress transition mechanism is elucidated as purpose. This paper follows to previous paper, does 1 axial tensile test concerning the bolting part specimen, grasp of fracturing progress of the bolting part and the edge rope and hardness of the rubber, does the appraisal in addition with the difference of bolt tightening torque. As a result, the influence which the bolt anchoring exerts on the fracturing characteristics of the membrane material in the membrane structure anchoring part is examined.

In the study, a shape finding procedure for the tensegrity system model inspired by the movement pattern of animal backbone was presented. The proposed system is allowing a dynamic movement by introducing the concept of “saddle” for the variable tensegrity structure. Mathematical process and an algorithm for movable tensegrity to specified points were established. Several examples have applied with in established shape finding analysis procedure. The final tensegrity structures were determined well to a object shape.

For form stability of membrane structures, membrane material is required to be in tension. Therefore, in planning and maintenance management, the engineer should consider enough about introduction of stress during construction and re-introduction of stress after completion. Clamping part is an important portion with the function for introducing tension into membrane materials, and the function to transmit stress to boundary structures, such as steel frames. Then, the purpose of this research is to clarify stress condition and stress transfer mechanism including clamping part of membrane structures, and to grasp the changing tendency of membrane structures with the passage of time. In this research, following previous one, we perform well-balanced evaluation by conducting tensile fractured tests of clamping part's specimens, and by measuring individually the amount of displacement of not only overall specimen's length but membrane material and clamping part. Thereby, we consider the influence the difference in the hardness of edge rope and the difference in the direction of thread affect modification and fracture load.

Tensile load tests were conducted on High-Shear Ring Anchors (HRAs) after shear load had been applied to the HRAs, which had been developed to reduce the number of the anchors. Test variables include the embedment length of the rod and the width of the specimens and a total of 12 specimens were tested. Test results show that the HRAs pulled out due to bond failure or steel failure occurred in case that the HRAs were installed to the members with 300mm or greater width and the embedment length of 160mm (the actual embedment of rod is 140mm) or deeper. Except 4 HRAs showing steel failure of rod, the minimum and average of test-to-prediction by ACI 318-14 ratios are 1.18 and 1.79, respectively. The tensile strength of HRAs, after shear load was applied to the HRAs, can be safely evaluated by the minimum among the concrete breakout strength and bond strength with the actual embedment length of the rod.

This study investigated a bio-tensegrity structural system that combines the characteristics of a general tensegrity structural system with a biological system. The final research objective is to accomplish a changeability for the structural system as like the movement of the natural bio-system. In the study, we present a shape finding procedure for the two stage bio-tensegrity system model inspired by the movement pattern of animal backbone. The proposed system is allowing a dynamic movement by introducing the concept of “saddle” for the variable bio-tensegrity structure. Several shape finding analysis example and results are presented and shows a efficient validation and suitability.

Ethylene Tetrafluoroethylene (ETFE) has been widely used in long-span buildings because of its light weight and high transparency. This paper studies the short and long term creep behaviour of ETFE foil. A series of short-term creep and recovery tests were performed, in which the residual strain was observed. A long-term creep test of the ETFE foil was also performed over 110 days. A viscoelastic-plastic model was then established to describe the short-term creep and recovery behaviour. The model contains a traditional multi-Kelvin part and an added steady-flow component to represent the viscoelastic and viscoplastic behaviour, respectively. The model successfully fit the data for three stresses and six temperatures. Additionally, time-temperature equivalency was adopted to predict the long-term creep behaviour of ETFE foil. Horizontal shifting factors were determined from the process of shifting creep-curves at six temperatures. The long-term creep behaviours at three temperatures were predicted. Finally, the long-term creep test showed that the short-term creep test at identical temperatures insufficiently predicted additional creep behaviour, and the long-term test verified the horizontal shifting factors derived from the time-temperature equivalency.

When we excavate an underground to build basement, the ground anchors are needed to prevent collapse of neighboring ground, subsidence and movement. Ground anchor construction required shore sheet piles, wales and struts as to maintain secure excavation. Existing box-type bracket using head part of ground anchor can not be possibly adjustable to the boring angle because the brackets are manufactured with unified angle in a factory. Also, box-type brackets have imperfection and instability caused by inequable force. In this study, a new bracket system is proposed. The bracket's side plate is reinforced and the angle of boring can be controlled. To investigate the structural performance of presented brackets, FEM analysis has been performed by using ANSYS commercial program. As a result, this bracket shows sufficient stability for all angle case and the strength is increased about 24% than existing bracket.

Beam string structures(BSS) are one kind of efficient structure system because the bending moment in the beams is reduced greatly through the struts and the strings. As the struts in BSS are used as middle supports to the beam and always in compression, the buckling of the struts should be avoided. This paper investigates the lateral buckling of the struts in BSS. Firstly, the strut of a one-strut BSS is simplified into an analytical model by considering load is formulated and some special cases of the model are analyzed. Finally, the lateral buckling load of the strut is numerically examined by means of parameter studies. It is known that, because on end of the struts is jointed to the beam while the other end is connected to the strings, the buckling of the struts not only depends on the length of the struts and the stiffness of the joints, but also depends on the rise and the lateral stiffness of the beam, the layout of the strings and the number of the struts.

For each cable component in a cable dome structure, pre-tension is needed for stability of whole the structure. The summation of these pre-tension at each joint should be zero to achieve the self equilibrium structure. The first step in cable dome structure analysis is to find the ratio of pre-tension in each member which can produce a stable and structure on self-equilibrium. In this paper, a new method based on the basic principle of closed force polygon for equilibrium system is proposed for the determination of self-equilibrium mode of cable dome structure. A single layer cable dome and two multi layer type domes have been analyzed. The ratios of cable members are determined by the presented method, and check the validation of the results by numerical calculation.

텐세그리티 구조시스템의 한 종류인 케이블 돔 시스템은 케이블과 마스트로 이루어져 있다. 이 케이블에 외부하중이 가해지지 않은 상태에서 안정된 구조물이 되기 위하여 일정의 프리텐션이 가해져야 하며 구조물은 가해진 프리텐션 하에서 자기평형응력상태에 있어야 한다. 본 연구에서는 부재의 내력 벡터의 합 원리를 기초하여 자기평형 응력모드를 구하는 새로운 방법을 제안하였으며, 자기평형응력을 유지하기 위해 필요한 응력모드를 시각화할 수 있다는 점이 기존의 논문과 비교하여 독특성을 갖는다. 본 연구에서 제안된 방법에서 사용된 기본 원리는 모든 절점에서 외부하중이 가해지지 않은 상태에서 내력벡터의 합은 0이 되어야 한다는 것이다. 제안된 방법은 CAD를 이용하여 간단히 자기 평형응력모드를 찾을 수 있으며, 예제 케이블 돔 구조물을 대상으로 각 절점에 연결된 부재들의 내력을 결정하였다. 결과 값은 역학적 계산 방법과 기존의 이론에 의해 검증하였으며 잘 일치하였다.

ETFE막재는 PTFE막재에 비해 상대적으로 두께가 매우 얇고 유연하기 때문에 다양한 온도환경에 따른 막재의 재료특성을 알아볼 필요가 있다. 본 논문에서는 ETFE 막재에 대해 다양한 온도하에서의 재료특성 실험을 수행하였다. 첫째로, -2℃, 0℃, +20℃, +40℃ 하에서 각각 5 시험편을 이용하여 인장실험을 수행하였으며, 각 온도하에서의 항복응력, 인장강도, 영계수를 도출하였다. 두 번째는, 25℃, 40℃, 60℃ 하에서 각각 3MP, 6MP, 9MP의 하중을 가하여 각 온도에 따른 크리프 변형도를 알아보았다. 마지막으로, -15℃, 0℃, 20℃ 하에서의 인열강도 시험을 수행하였다. 시험결과분석에 따르면, ETFE막재의 전제적인 거동은 크게 변하지 않았으나, 재료특생은 온도의 영향을 받고 있음을 알 수 있었다.

막재는 매우 유연하여 압축력이 가해지면 주름이 생길 수 있다. 이러한 주름은 막재료를 재단하거나 접합하는 과정에서 생기는 제작오차, 시공오차 및 장기간의 편심하중에 의해 막재 표면에 주름이 발생할 수 있다. 본 논문에서는 막재 요소가 단축응력상태가 되어 주름을 일으키는 과정을 기술하고 주름을 체크할 수 있는 방법을 제안하였다. 막구조물에 대한 형상해석이 완료된 후 실제 하중을 적용한 응력-변형해석 시, 주응력을 계산하여 주응력 2가 0보다 작은 경우 주름이 발생한 것으로 간주되었다. 적용성을 알아보기 위해서 먼저 안장형 구조물을 해석하였고, 실제구조물인 수원야외 음악당 지붕구조에 설치된 막구조물과 1975년 오키나와 엑스포에 세워졌던 막구조물을 예제로 하여 본 논문에서 제안된 방법을 적용하여 해석해 보았다.

본 논문에서는 세 종류의 ETFE 막재에 대한 단축인장실험을 수행하였다. 이 실험에서 얻은 변형도-변위 곡선을 분석함으로써 항복응력, 두 번째 항복응력, 탄성계수, 두 번째 탄성계수, 그리고 세 번째 탄성계수를 얻게 되었다. 아울러, 탄성 단계와 항복 단계, 소성유동 단계에서 각각 ETFE 막재의 사이클 하중시험을 진행하여, 잔여변형률, 응력 이완, 하중 변화(재하/제하) 중 ETFE 막재의 탄성 변화 등을 알아본다. 재료의 크리프시험에서는 25, 40, 60℃의 시험온도와 3, 6, 9MPa의 인장 응력 하에서 크리프시험의 시간은 24시간으로 설정하였다.