• Structural Engineering and Mechanics
• /
• 제65권5호
• /
• pp.587-600
• /
• 2018

Infill panel is the first element of a building subjected to blast loading activating its out-of-plane behavior. If the infill panel does not have enough ductility against the loading, it breaks and gets damaged before load transfer and energy dissipation. As steel infill panel has appropriate ductility before fracture, it can be used as an alternative to typical infill panels under blast loading. Also, it plays a pivotal role in maintaining sensitive main parts against blast loading. Concerning enough ductility of the infill panel out-of-plane behavior, the impact force enters the horizontal diaphragm and is distributed among the lateral elements. This article investigates the behavior of steel infill panels with different thicknesses and stiffeners. In order to precisely study steel infill panels, different ranges of blast loading are used and maximum displacement of steel infill under such various blast loading is studied. In this research, finite element analyses including geometric and material nonlinearities are used for optimization of the steel plate thickness and stiffener arrangement to obtain more efficient design for its better out-of-plane behavior. The results indicate that this type of infill with out-of-plane behavior shows a proper ductility especially in severe blast loadings. In the blasts with high intensity, maximum displacement of infill is more sensitive to change in the thickness of plate rather the change in number of stiffeners such that increasing the number of stiffeners and the plate thickness of infill panel would decrease energy dissipation by 20 and 77% respectively. The ductile behavior of steel infill panels shows that using infill panels with less thickness has more effect on energy dissipation. According to this study, the infill panel with 5 mm thickness works better if the criterion of steel infill panel design is the reduction of transmitted impulse to main structure. For example in steel infill panels with 5 stiffeners and blast loading with the reflected pressure of 375 kPa and duration of 50 milliseconds, the transmitted impulse has decreased from 41206 N.Sec in 20 mm infill to 37898 N.Sec in 5 mm infill panel.

• 한국환경생태학회지
• /
• 제21권6호
• /
• pp.559-564
• /
• 2007

원주 성남리 성황림(척연기념물 제 93호)에서 보호철책의 설치 이후 노거수의 치수들이 어느 정도 생육하는가에 대한 조사를 통하여 성황림의 생태적 변화를 밝히고자 조사한 결과 다음과 같은 결과를 얻었다. 1989년 보호철책의 설치로 사람들의 출입을 통제한 결과 평지림의 토양강도(토양견밀도)는 도로로 이용되었던 부분을 제외하고는 크게 완화되었다. 피해도 2, 3, 4로 지피식생이 없었던 평지림에서 1,202개체의 치수가 자라고 있어 가장 많았고, 피해도 1인 지역에서 565개체, 피해가 없었던 사면림에서는 403개체가 조사되었다. 수고 2m 이상의 유목단계인 치수들은 피해도 1인 지역에서 48개체로 가장 많았고, 피해도 2, 3, 4인 지역에서는 31개체, 피해가 없었던 사면림에서는 $400m^2$의 면적에 14개체로 조사되었다 교목의 치수들은 피해도 2, 3, 4로 지피식생이 거의 없었던 평지림에서 느릅나무, 복자기가 상대적으로 많았으며, 피해도 1인 평지림에서 귀룽나무, 쪽동백, 피해가 없었던 사면림에서 고로쇠와 당단풍나무가 상대적으로 많았다. 지피식생이 거의 없었던 평지림에서 줄딸기, 복분자딸기, 산딸기, 으름덩굴 등이 먼저 왕성하게 자라고 있으나 교목성 치수들의 생장에 따라 점차 개체수가 줄어들 것으로 기대된다.

• 한국방재학회:학술대회논문집
• /
• 한국방재학회 2007년도 정기총회 및 학술발표대회
• /
• pp.293-296
• /
• 2007

This study investigated the out-of-plane elastic buckling load and effective length factor of X-bracing system. The members of X-bracing system which are studied in this paper are rigidly attached to the structure at their end connections, and are pinned or rigidly connected at their point of intersection. The effective length factors are derived for the general case where the tension and compression brace have different material and geometrical properties.

• Structural Engineering and Mechanics
• /
• 제32권3호
• /
• pp.447-457
• /
• 2009

A general analytical method for computing the joint stiffness from the sectional properties of the members that form the joint is derived using Vlasov's thin-walled beam theory. The analytical model of box T-joint under out-of-plane loading is investigated and validated using shell finite element results and experimental data. The analytical model of the T-joint is implemented in a beam finite element model using a revolute joint element. The out-of-plane displacement computed using the beam-joint model is compared with the corresponding shell element model. The results show close correlation between the beam revolute joint model and shell element model.

• 대한기계학회논문집A
• /
• 제31권1호
• /
• pp.89-96
• /
• 2007

A volume integral equation method (VIEM) is applied for the effective analysis of plane elastostatic problems in unbounded solids containing single isotropic inclusion of two different shapes considering composite fiber volume fraction. Single cylindrical inclusion and single square cylindrical inclusion are considered in the composites with six different fiber volume fractions (0.25, 0.30, 0.35, 0.40, 0.45, 0.50). Using the rule of mixtures, the effective material properties are calculated according to the corresponding composite fiber volume fraction. The analysis of plane elastostatic problems in the unbounded effective material containing single fiber that covers an area corresponding to the composite fiber volume fraction in the bounded matrix material are carried out. Thus, single fiber, matrix material with a finite region, and the unbounded effective material are used in the VIEM models for the plane elastostatic analysis. A detailed analysis of stress field at the interface between the matrix and the inclusion is carried out for single cylindrical or square cylindrical inclusion. Next, the stress field is compared to that at the interface between the matrix and the single inclusion in unbounded isotropic matrix with single isotropic cylindrical or square cylindrical inclusion. This new method can also be applied to general two-dimensional elastodynamic and elastostatic problems with arbitrary shapes and number of inclusions. Through the analysis of plane elastostatic problems, it will be established that this new method is very accurate and effective for solving plane elastic problems in unbounded solids containing inclusions considering composite fiber volume fraction.

• 대한토목학회논문집
• /
• 제29권4A호
• /
• pp.299-305
• /
• 2009

본 연구에서는 철도교의 세로보 절취부에서의 피로균열 발생 원인을 연구하기 위하여 실제로 피로균열이 발생한 철도교를 연구대상으로 실물크기의 가로보-세로보 바닥틀 모형을 제작하고 실내실험을 수행하였다. 연구 결과 세로보 상부절취부에서의 피로균열 발생원인은 세로보의 단부에서 발생하는 부모멘트에 의한 상부절취부 복부판의 면내응력의 반복적 작용 결과이고, 하부절취부에서의 피로균열 발생 원인은 세로보 단부의 고정단에 대한 하부절취부 복부판의 상대적 면외변형에 의해 발생하는 면외응력의 반복적 작용 결과라는 결론을 얻었다.

• 대한치과교정학회지
• /
• 제28권2호
• /
• pp.255-268
• /
• 1998

본 연구에서는 II급 부정교합자의 교합평면의 형태적 특징을 관찰하고, 안면의 수직고경과 연관지어 정상교합군과 비교하여 교합평면의 발현에 영향을 미치는 골격성, 치성요인의 기여정도를 알아보고자 했다. 성장과 연령군의 변이를 배제하기 위해 성장이 완료된 성인만을 연구대상으로 정하였다. 정상교합자 50명과 서울대학교 치과진료부 교정과에 내원한 50명의 Angle class II 환자의 측모 두부방사선 계측사진분석을 통하여 다음의 결과를 얻었다. 1. II급 부정교합자군에서 정상군보다 유의하게 크게 관찰된 교합평면의 경사도는 다음과 같다. ; SN-FOP, FH-BOP, MP-BOP, AB-BOP, AB-FOP, Facial plane-BOP, FP-FOP 2. II급 부정교합자군에서는 정상군에 비해 후안면 고경, 특히 후하안면고경이 유의한 차이를 보였다. 3. 교합평면과 상하악 전치가 이루는 각은 II급 부정교합군에서 통계적으로 유의하게 컸고, 대구치와 이루는 각은 상악 대구치와 해부학적 교합평면이 이루는 각만이 통계적으로 유의한 차이를 나타냈다. 4. 교합평면의 위치를 결정하는 요소중에서 하악절치에서 하악평면에 이르는 거리만이 II급 부정교합군에서 유의하게 컸다. 5. III급 부정교합군에서는 수직피개도와 교합평면 경사도의 상관관계가 존재하지만, 정상 교합군에서는 수직피개도와 교합평면 경사도간에 상관관계가 존재하지 않았다.

• Steel and Composite Structures
• /
• 제49권2호
• /
• pp.181-196
• /
• 2023

Marine structures including offshore wind turbines (OWTs) always work under cyclic loads, which arouses much attention on the fatigue design. The tripod substructure is one of the typical foundation forms for fixed OWTs. The three-planar tubular Y-joint (3Y joint) is one of the important components in fatigue design as it is most likely to have cracks. With the existence of the multiplanar interaction effect, calculating the hot spot stress (HSS) of 3Y joints is complicated. To assist with fatigue design, the distributions of stress concentration factor (SCF) and multiplanar interaction factor (MIF) along weld toe curves induced by the out-of-plane bending moment are explored in this study. An FE analysis method was first developed and verified against experimental results. This method was applied to build a numerical database including 1920 FE models covering common ranges of geometric parameters. A parametric study has been carried out to reveal the distribution patterns of SCF and MIF. After multidimensional nonlinear fittings, SCF and MIF distribution formulas have been proposed. Accuracy and reliability checking prove that the proposed formulas are suitable for calculating the HSS of 3Y joints.

• 한국정밀공학회지
• /
• 제12권11호
• /
• pp.98-109
• /
• 1995

An investigation was performed to study the inner damage of laminated composite plates subjected to out-of-plane load. During the investigation, inpact velocity and equivalent static load relationship was derived. Reddy's higher-order shear deformation theory(HSDT) and Hashin's failure criteria were used to determine inner stresses and damaged area. And impact testing was carried out on laminated composite plates by air gun type impact testing machine. The CFRP specimens were composed of [ .+-. 45 .deg. ]$_{4}$and [ .+-. 45 .deg. /0 .deg. /90 .deg. ]$_{2}$ stacking sequences with 0.75$^{t}$ * 26$^{w}$ * 100$^{l}$ (mm) dimension. After impact testing. As a result, a relationship holds between damaged area and impact energy, and a matrix cracking was caused by the interlaminar shear stress in the middle ply and was caused by the inplane transverse stress in the bottom ply.

• Earthquakes and Structures
• /
• 제6권6호
• /
• pp.689-713
• /
• 2014

The seismic vulnerability of stone masonry buildings is studied on the basis of their fragility curves. In order to account for out-of-plane failure modes, normally disregarded in past studies, linear static Finite Element analysis in 3D of prototype regular buildings is performed using a nonlinear biaxial failure criterion for masonry. More than 1100 analyses are carried out, so as to cover the practical range of the most important parameters, namely the number of storeys, percentage of side length in exterior walls taken up by openings, wall thickness, plan dimensions and number of interior walls, type of floor and pier height-to-length ratio. Results are presented in the form of damage and fragility curves. The fragility curves correspond well to the damage observed in masonry buildings after strong earthquakes and are in good agreement with other fragility curves in the literature. They confirm what is already known, namely that buildings with stiff floors or higher percentage of load-bearing walls are less vulnerable, and that large openings, taller storeys, larger number of storeys, higher wall slenderness and higher ratio of clear height to horizontal length of walls increase the vulnerability, but show also by how much.