선택한 단어 수는 입니다.
최소 단어 이상 선택하여야 합니다.
최소 단어 이상 선택하여야 합니다.
선택한 단어 수는 30입니다.
최대 10 단어까지만 선택 가능합니다.
최대 10 단어까지만 선택 가능합니다.
제안 방법
- All tests were conducted under displacement control performed cyclic loading in steps of 1/100 radian every 1 cycle. The experiment was terminated after the automatic loading of 6 ~8cycles.
- In this study, a total of 27 specimens were planned with key parameters, including three types of connection beam member: RC (end) plus RC (center), SRC (end) plus RC (center), SRC (end) plus SC (center) and Breadth-thickness (B/t) ratio, and axial compression ratio (P/Py=0.0, 0.3, 0.5), plus the strength of the concrete was fixed at 39.23N/mm2, where SRC = steel reinforced concrete, SC = steel concrete. An outline of the test program is given in Table 1.
- On the basis of these concepts, the ultimate shear edacity evaluation investigated a capacity evaluation of the elements, the AIJ SRC law equation, and the experimental values. The evaluation based on the connection capacity was checked with the results listed in Table 5; from it can be observed that the safe value results had a tendency to be underestimated in the SRC law evaluation.
- Therefore, when considering the shear, the capacity evaluation of the different types of member depended on superimposing the bending capacity (RC plus S) for each composition element. Plus, in the case of the existence of axial compression ratio, stable values were obtained for the specimens with the introduction of a reduction-coefficient for the superimposed theoretical value. In the AIJ 1987 law, a capacity equation of connection is recommended as the standard for the structural calculation of SRC structures.
- The joint problem predicted by the shear fracture, when the steel lost its shear capacity in the SRC design method, showed the steel web as responsible for the occurrence of the steel shear capacity for the moment and the RC part as responsible for the shear capacity in the inner RC. However, the steel shear over estimated the shear stress transmitted by a large stud analysis for a RC beam.
- joint in the three types of specimen. The study presents analytical and experimental a procedure to evaluate the structural behavior on the specimen of the beam-column joint and it was also evaluated the effect of parameters on this specimen.
- The test results in this study are important and useful to understand the structural behavior and edacity of beamcolumn joint in the three types of specimen. The study presents analytical and experimental a procedure to evaluate the structural behavior on the specimen of the beam-column joint and it was also evaluated the effect of parameters on this specimen.
- However, at this point, there is no design method and system, which can combine complex stress mechanism and joint details. Therefore, to develop a new structural system, this study was proposed a joint model consisting of different types of members and investigated its structural behavior.
- This paper also evaluated the capacity of the beamcolumn joints through adequate reinforcing for the inner beam and panel zone. For each specimen, a capacity analysis was performed using the 9 respective experimental values in Table 5 to obtain expressions in terms of the bending capacity and shear superimposed edacity, by applying the Architecture Institute of Japan (AIJ) standard value T> of a beam-column joint.
- , AOSRS, BOSRS, and COSRS. This study promoted rigidity and capacity to stiffen RC for steel structure end to increase rigidity of long spanned steel beam, and welted to steel flange to anchor U-shejed main reinforcement of structure end to easy stress flow between the different type structures. The joint model showed an experimental capacity of 33.
- To determine the material properties, a tensile strength test was conducted on the steel tube, according to the standard KS B 0801 (Korean Industrial Standards), from die upper and middle to the lower part for three cut-off specimens. The results of the tensile strength test are shown in Table 2.
대상 데이터
- The tests were performed in a reaction frame that comprised of two beam -end-1 inked a아uators, as shown in Fig. 2. The strain measured position of each specimen was established by 2 LVDT transducers, 6 Wire Strain Gauges (W.
- specimen 100。 X 200 (mm) was performed based on KS F 2404、to obtain the strength of the concrete used for the CFT specimens. The mix proportions and test results are shown in Table 3.
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