• Steel and Composite Structures
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• 제21권2호
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• pp.357-371
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• 2016

Column base connections are critical components in steel structures because they transfer axial forces, shear forces and moments to the foundation. Exposed column bases are quite commonly used in low- to medium-rise buildings. To investigate shear transfer in exposed column base plates, four large scale specimens were subjected to a combination of axial load (compression or tension) and lateral shear deformations. The main parameters examined experimentally include the number of anchor rod, arrangement of anchor rod, type of lateral loading, and axial force ratio. It is observed that the shear resisting mechanism of exposed column base changed as the axial force changed. When the axial force is in compression, the resisting mechanism is rotation type, and the shear force will be resisted by friction force between base plate and mortar layer. The specimens could sustain inelastic deformation with minimal strength deterioration up to column rotation angle of 3%. The moment resistance and energy dissipation will be increased as the number of anchor rods increased. Moreover, moment resistance could be further increased if the anchor rods were arranged in details. When the axial force is in tension, the resisting mechanism is slip type, and the shear force will be resisted by the anchor rods. And the shear resistance was reduced significantly when the axial force was changed from compression to tension. The test results indicated that the current design approach could estimate the moment resistance within reasonable acceptance, but overestimate the shear resistance of exposed column base.

• 한국구조물진단유지관리공학회 논문집
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• 제4권2호
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• pp.131-137
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• 2000

In order to evaluate the design shear strength of composite slabs with truss-shaped shear connectors(TSC), a series of push-out tests on several types of specimens was carried out. The test results for the two parameters of bearing area and solid angle of the connector were compared to obtain the design shear force of the truss-shaped connectors. The results obtained from this study are as follows: (1) The slip-coefficients of TSC ranges from 0.87 to 3.12(${\times}10^6kgf/cm$). (2) The slip stiffness and the shear strength of TSC with $60.6cm^2$ bearing area are greater than those with $14.6cm^2$. (3) For estimating the allowable shear force of TSC, a design equation that is based on the bearing strength of the connector is suggested. (4) The mean safety factors of the critical force and the ultimate force are 2.38 and 4.62. respectively.

• 한국광학회:학술대회논문집
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• 한국광학회 1996년도 Advance Program of 13th optics andquantum Electronics conference, 1996제13 회 광학 및 양자전자 학술 발표회 논문 요약집
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• pp.81-81
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• 1996

• Geomechanics and Engineering
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• 제17권3호
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• pp.253-259
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• 2019

Concrete-to-concrete bedding planes (CCBP) are observed from time to time due to the multistep hardening process of the concrete materials. In this paper, a series of direct/cyclic shear tests are performed on CCBP under static and dynamic normal load conditions to study the frictional behavior effect by the shear velocities, normal impact frequencies, horizontal shear frequencies, normal impact force amplitudes, horizontal shear displacement amplitudes and normal load levels. According to the experimental results, apparent friction coefficient k ($k=F_{Shear}/F_{Normal}$) shows different patterns under static and dynamic load conditions at the stable shear stage. k is nearly constant in direct shear tests under constant normal load conditions (DCNL), while it is cyclically changing with nearly constant peak value and valley value for the direct shear tests under dynamic normal load conditions (DDNL), where k increases with decreasing normal force and decreases with increasing normal force. Shear velocity has little influence on peak values of k for the DCNL tests, but increasing shear velocity leads to increasing valley values of k for DDNL tests. It is also found that, the valley values of k ascend with decreasing impact normal force amplitude in DDNL tests. The changing pattern of k for the cyclic shear tests under constant and dynamic normal load conditions (CCNL and CDNL tests) are similar, but the peak value of k is smaller in CDNL tests than that in CCNL tests. Normal load levels, shear displacement amplitudes, vertical impact frequencies, horizontal shear frequencies and normal impact force amplitudes have little influence on the changing pattern of k for the cyclic shear tests. The tests of this study provide useful data in understanding the frictional behavior of the CCBP under distinct loadings, and these findings are very important for analyzing the stability of the jointed geotechnical structures under complicated in situ stress conditions.

• 대한용접접합학회:학술대회논문집
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• 대한용접접합학회 2002년도 Proceedings of the International Welding/Joining Conference-Korea
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• pp.463-468
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• 2002

This study investigates the variations of shear force, displacement, and fracture surface with the shear speed and the number of reflows. The experimental data of shear tests indicate that the shear force increases as increasing the number of reflows and the shear speed due to the formation of a kind of intermetallic compound, Ni$_3$Sn$_4$, on Au/Ni/Cu pad, and the work-hardening. However, general trends show that the shear force decreases due to increasing the thickness of the intermetallic compound over 4x reflow. It is observed that the intermetallic compound which is formed between solder and pad increases according to increasing the number of reflows, and the growth rate of the intermetallic compound at central region on the interface is faster than one at edge part. The general tendencies of shear force and displacement with different shear speeds are almost identical as an increase of the number of reflows.

• 국제초고층학회논문집
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• 제3권2호
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• pp.121-145
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• 2014

The story shear force distributions of most seismic design codes generally reflect the influences of higher vibration modes based on the elastic deformations of structures. However, as the seismic design allows for the plastic behavior of a structure, the story shear force distribution shall be effective after it is yielded due to earthquake excitation. Hence this study conducted numerical analyses on the story shear force distributions of most seismic design codes to find out the characteristics of how a structure is damaged between stories. Analysis results show that the more forces are distributed onto high stories, the lower its concentration is and the more energy is absorbed. From the results, this study proposes the optimum story shear force distribution and its calculation formula that make the damages uniformly distributed onto whole stories. Consequently, the story damage distribution from the optimum calculation formula was considerably more stable than existing seismic design codes.

• 한국지반공학회논문집
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• 제34권4호
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• pp.13-25
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• 2018

앵커가 보강된 비탈면에 활동이 발생한 경우에는 활동면을 따라 전단면에 전단응력과 휨 응력이 작용하게 되고, 전단변형의 증가는 앵커의 긴장력 변화를 야기한다. 본 연구에서는 전단에 따른 앵커의 긴장력 변화를 확인하기 위해 앵커의 수직방향으로 전단변형을 유발하여 앵커의 긴장력을 측정하는 방법으로 대형 직접전단시험기를 통해 전단시험을 수행하였다. 전단시험은 앵커 설치 유무, 정착부에서 전단면까지의 이격거리(1D, 2D, 4D) 및 측압(0.1MPa, 0.2MPa)을 변수로 총 8가지 조건에 대해 시험을 실시하였다. 전단시험 결과, 이격거리와 주변지반의 측압은 앵커가 설치된 모형 지반의 전단력 및 앵커의 긴장력에 영향을 미치는 것으로 나타났으며, 전단력 변화는 앵커 두부 및 선단부의 축력변화와 관련이 있음을 규명하였다. 따라서 앵커 두부에서의 긴장력 변화 경향을 분석함으로써, 간접적으로 앵커 정착부에서의 전단변형에 따른 거동을 예측할 수 있음을 확인하였다.

• Journal of Biosystems Engineering
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• 제19권1호
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• pp.17-21
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• 1994

This reasearch was performed to provide the fundamental intonation for the mechanization of Korean pine cone harvest when the shoot shearing method is adopted. Shear force and stress of pine cone shoots were measured and analyzed for this purpose. Samples are selected along their harvesting time and tested in 17 levels of shoot diameter from 10 to 26mm with 1mm increment. 1) Shear force-deformation characteristics showed that shoot reached its rupture point after 2 to 4 of bio-yield points. It was supposed that these multiple bio-yield points were caused by the discrete compression of wood parts which are composed of water, nutrient, resin, etc. 2) Required shear force to shear shoot was proportional to the square of shoot diamter, however, shear force for shoots of early harvesting time(Aug. 31) was proportional to the shoot diameter. Variance of shear force was increased as the harvesting time was delayed. Shear forces were distributed from 468N(Aug. 31, 12mm dia) to 4153N(Aug. 31, 26mm dia) disregarding the sampling date. 3) The average shear stresses by sampling dates were 744,822, and 883N/m2, respectively, and for the earlier shoot samples shear stress was quite smaller than the others. Shear stress was proportional to shoot diameter squared, and the effect of shoot diameter on the shear stress was decreased as harvesting time was delayed.

• 농업과학연구
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• 제9권2호
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• pp.569-575
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• 1982

수확기간(收穫期間)에 있어서 벼줄기의 물리적(物理的) 및 기계적(機械的) 특성(特性)을 구명(究明)하고져 일반계(一般系) 품종(品種)인 이리(裡里)348 및 진주(晋州)벼와 통일계(統一系) 품종(品種)인 서광벼 및 태백(太白)벼 4개(個) 품종(品種)을 표준시비구(標準施肥區)에서 선정(選定)하여 압축(壓縮), 인장(引張), 굽힘 시험(試驗)을 실시(實施)하고, 이어서 진주(晋州)벼 및 태백(太白)벼에 대(對)하여 부위별(部位別), 전단각도(剪斷角度) 및 함수율(含水率) 변화(變化)에 따른 전단하중(剪斷荷重)-변형특성(變形特性), 전단력(剪斷力) 및 전단(剪斷) energy등(等) 전단특성(剪斷特性)을 측정(測定) 분석(分析)한 결과(結果)는 다음과 같다. 1. 압축(壓縮), 굽힘, 인장(引張) 및 전단력(剪斷力)은 통일계품종(統一系品種)에 비(比)하여 일반계(一般系) 품종(品種)이 컸다. 2. 전(全) 부위별(部位別)의 전단력(剪斷力) 추세는 진주(晋州)벼에 있어서 하부위(下部位)의 큰 값이 상부위(上部位)로 갈수록 감소(減少)하였고, 태백(太白)벼에 있어서는 하부위(下部位)부터 지상(地上) 21cm까지 비교적 일정(一定)한 큰 값으로 나타냈다. 3. 전단면적(剪斷面積)의 증가(增加)에 따라 전단력(剪斷力) 및 전단(剪斷) energy는 증가(增加)하였고, 그 증가율(增加率)은 전단면적(剪斷面積) $10mm^2$까지는 컸으나 그 이상(以上)에서는 매우 둔화(鈍化)되었다. 4. 예취(刈取) 직후(直後)에 있어서 함수율(含水率)의 감소(減少)에 따른 전단력(剪斷力) 및 전단(剪斷)energy의 감소(減少)는 컸으나 함수율(含水率) 60%(w.b)부터는 큰 변화(變化)가 없었다.

• 한국철도학회:학술대회논문집
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• 한국철도학회 2011년도 정기총회 및 추계학술대회 논문집
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• pp.3251-3255
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• 2011

Being the concrete track laid on bridge, due to track-bridge temperature difference, traction and brake force, and nosing force, the horizontal force can be applied to the track slab. Therefore, shear key structures to resist this horizontal force should be installed. The shear key structures installed in the Kyeong-Bu high-speed line are consisted of four shear keys at every slab with the length of 6 to 8m. However, in the point of view of construction, it is more advantageous to curtail the numbers of shear keys, and thus, the numbers and spacing of the shear keys should be carefully determined. In this study, hence, the effects of slab length, the numbers and spacing of the shear keys on design of shear key and track slab are examined.