• 제목/요약/키워드: Load Capacity

검색결과 4,628건 처리시간 0.034초

탄소성 모델에 의한 포물선 아치의 극한 내하력 평가 (The Ultimate Load Capacity of the Parabolic Arches by Elasto-Plastic Model)

  • 조진구;박근수
    • 한국농공학회지
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    • 제44권3호
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    • pp.92-100
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    • 2002
  • The advent or high-strength steel has enabled the arch structures to be relatively light, durable and long-spanned by reducing the cross sectional area. On the other hand, the possibility of collapse may be increased due to the slender members which may cause the stability problems. The limit analysis to estimate the ultimate load is based on the concept of collapse mechanism that forms the plastic zone through the full transverse sections. So, it is not appropriate to apply it directly to the instability analysis of arch structures that are composed with compressive members. The objective of this study is to evaluate the ultimate load carrying capacity of the parabolic arch by using the elasto-plastic finite element model. As the rise to span ratio (h/L) varies from 0.0 to 0.5 with the increment of 0.05, the ultimate load has been calculated fur arch structures subjected to uniformly distributed vertical loads. Also, the disco-elasto-plastic analysis has been carried out to find the duration time until the behavior of arch begins to show the stable state when the estimated ultimate load is applied. It may be noted that the maximum ultimate lead of the parabolic arch occurs at h/L=0.2, and the appropriate ratio can be recommended between 0.2 and 0.3. Moreover, it is shown that the circular arch may be more suitable when the h/L ratio is less than 0.2, however, the parabolic arch can be suggested when the h/L ratio is greater than 0.3. The ultimate load carrying capacity of parabolic arch can be estimated by the well-known formula of kEI/L$^3$where the values of k have been reported in this study. In addition, there is no general tendency to obtain the duration time of arch structures subjected to the ultimate load in order to reach the steady state. Merely, it is observed that the duration time is the shortest when the h/L ratio is 0.1, and the longest when the h/L ratio is 0.2.

정적재하시험을 통한 장경간 중공 웨브 PSC 거더교의 내하력 평가 (Evaluation of the Load Carrying Capacity of Existing Bridges with Long Span Hollow Web Prestressed Concrete Girder by Static Load Test)

  • 김성겸;장판기;장일영
    • 한국구조물진단유지관리공학회 논문집
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    • 제22권3호
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    • pp.97-102
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    • 2018
  • 기존 PSC I형 거더는 콘크리트의 자중, 정착구 및 긴장방식 등의 영향으로 장경간화의 적용성이 불리하였다. 이를 극복하기 위하여 PSC 거더의 복부에 중공을 도입하고 다단계 긴장을 도입함으로써 50~70m 경간에 적용 가능한 중공 웨브 PSC I형 거더를 개발하고 실교량으로 시공하였다. 본 연구는 중공 웨브 PSC I형 거더교 현장에서 정적재하시험을 통하여 계측을 한 결과와 대상 구조물의 유한요소해석 결과를 바탕으로 비교, 분석하여 중공 웨브 장경간 PSC 거더교의 공용내하력과 안전성을 평가하였다. 본 교량의 정적재하시험과 수치해석 결과가 유사하게 나타났으며 중공 웨브 PSC I형 거더의 거동을 잘 모사하는 것으로 나타났다. 교량의 모든 거더는 설계 활하중 하에서 충분한 내하력을 확보하는 것으로 평가되었고 안전성을 확보하여 시공 결과의 적절성을 확인하였다.

최대곡률 방법을 이용한 말뚝의 연직지지력 연구 (A Study on the Vertical Bearing Capacity of Pile using the Maximum Curvature Method)

  • 류정수;김석열
    • 한국지반공학회지:지반
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    • 제11권4호
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    • pp.5-12
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    • 1995
  • 말뚝의 재하시험이 연직지지력을 추정하기 위한 다양한 정보를 제공한다 할지라도 시험 말뚝을 극한하중까지 도달하도록 충분히 재하시킨다는 것은 상당히 어려운 일이며, 이와 같이 파괴시까지 재하하지 못한 말뚝의 연직재하시험의 결과로부터 지지력을 추정하는데 있어서 많은 도해적 방법과 수학적 방법이 시도되었다. 파괴하중을 추정하기 위하여 Southwel 연 이론을 기초로 최대곡률을 이용한 해석적 방법이 필자 등에 의하여 발표된 바 있다. 여기서 파괴하중은 Crowther가 정의한 바와 같이 특정한 기준 을 초과하였을 때의 하중으로 정의하였다. 본 논문은 최대곡률 방법에 의한 허용하중을 결정하기 위하여 Davission의 방법 및 DIN 4014의 허용하중과 비교하여 최대곡률 방법의 안전율을 2.5로 제안하였다. 그 결과 파괴시까지 재하하지 못한 연직재하시험의 결과치로부터 말뚝의 연직지지력을 추정 하는데 있어서 최대곡률 방법에 의한 허용하중의 결정은 타당성이 있는 것으로 판단되었다.

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2단 Gifford-McMahon 극저온냉동기의 특성실험 (An Experimental Study of the 2-stage Gifford-McMahon Cryorefrigerator)

  • 박성제;고득용;유창종;김의준;최헌오
    • 설비공학논문집
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    • 제5권3호
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    • pp.198-206
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    • 1993
  • Experimental results of two stage Gifford-McMahon cryorefrigerator are described. In-prototype experiments, drive mechanism is Scotch Yoke type driven by stepping motor, copper meshes and lead balls are used for regenerator's materials in the first stage and the second stage, respectively. To find optimal conditions of the cryopump, no load temperature and refrigeration capacity according to the variation of cycle frequency and operating pressure are measured, and the cool down and load characteristics at particular cycle frequencies are presented. In general, as the cycle frequency is lowered, no load temperature is dropped but refrigeration capacity is diminished. As the representative result, in a case that the cycle frequency is 70rpm and steady state pressure is 14 atm, no load temperature of second stage is lowered to 10.5K in 55 minuters, and in this situation the refrigeration capacity of the first stage is 42W at 80K, that of the second stage is 11 W at 20K.

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Prediction of ultimate load capacity of concrete-filled steel tube columns using multivariate adaptive regression splines (MARS)

  • Avci-Karatas, Cigdem
    • Steel and Composite Structures
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    • 제33권4호
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    • pp.583-594
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    • 2019
  • In the areas highly exposed to earthquakes, concrete-filled steel tube columns (CFSTCs) are known to provide superior structural aspects such as (i) high strength for good seismic performance (ii) high ductility (iii) enhanced energy absorption (iv) confining pressure to concrete, (v) high section modulus, etc. Numerous studies were reported on behavior of CFSTCs under axial compression loadings. This paper presents an analytical model to predict ultimate load capacity of CFSTCs with circular sections under axial load by using multivariate adaptive regression splines (MARS). MARS is a nonlinear and non-parametric regression methodology. After careful study of literature, 150 comprehensive experimental data presented in the previous studies were examined to prepare a data set and the dependent variables such as geometrical and mechanical properties of circular CFST system have been identified. Basically, MARS model establishes a relation between predictors and dependent variables. Separate regression lines can be formed through the concept of divide and conquers strategy. About 70% of the consolidated data has been used for development of model and the rest of the data has been used for validation of the model. Proper care has been taken such that the input data consists of all ranges of variables. From the studies, it is noted that the predicted ultimate axial load capacity of CFSTCs is found to match with the corresponding experimental observations of literature.

Large-scale pilot test study on bearing capacity of sea-crossing bridge main pier pile foundations

  • Zhang, Xuefeng;Li, Qingning;Ma, Ye;Zhang, Xiaojiang;Yang, Shizhao
    • Geomechanics and Engineering
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    • 제7권2호
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    • pp.201-212
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    • 2014
  • Due to the sea-crossing bridge span is generally large and main pier pile foundations are located in deep water and carry large vertical load, sea-crossing bridge main pier pile foundations bearing mechanism and load deformation characteristics are still vague. Authors studied the vertical bearing properties of sea-crossing bridge main pier pile foundations through pilot load tests. Large tonnage load test of Qingdao Bay Bridge main pier pile program is designed by using per-stressed technique to optimize the design of anchor pile reaction beam system. Test results show that the design is feasible and effective. This method can directly test bearing capacity of main pier pile foundations, and analysis bearing behaviors from test results of sensors which embedded in the pile. Through test study the vertical bearing properties of main pier pile foundation and compared with the generally short pile, author summarized the main pier pile foundations vertical bearing capacity and the main problem of design and construction which need to pay attention, and provide a reliable basis and experience for sea-crossing bridge main pier pile foundations design and construction.

경사못이 적용된 CLT-콘크리트 접합부의 하중전달능력 (Load Bearing Capacity of CLT - Concrete Connections with Inclined Screws)

  • 김경태;김종호
    • 대한건축학회논문집:구조계
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    • 제34권4호
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    • pp.3-13
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    • 2018
  • Load bearing capacity of dowel type fasteners loaded perpendicular to the shear plane is determined based on Johansen's yield theory (Johansen, 1949). In case of inclined screws whose axis is no longer perpendicular, the ultimate load of connection increases because of additional axial withdrawal capacity. To calculate load bearing capacity for inclined screws, KBC2016 and Eurocode5 provide design equations using the combination of two effects; axial and bending strength. Although their equations have been validated for a long time, there is still minimal information how to apply them for concrete-CLT joints. Since there are not many test data available, engineers have to make certain assumptions and thus results may look inconsistent in practice. In this paper, authors would like to describe the current approach and assumptions indicated by KBC2016 and Eurocode 5 and how they match the experimental results in terms of shear strength of CLT-concrete connections. To fulfill the objective, several push-out tests were performed on nine different test specimens. Each specimen has different penetration angles and depths. By analyzing load-displacement curves, the maximum shear strength, stiffness, and ductility were obtained. Shear strength values were compared with the current design codes and theoretical equations proposed in this paper. Observations on stiffness and ductility were briefly discussed.

Nonlinear finite element analysis of ultra-high performance fiber reinforced concrete beams subjected to impact loads

  • Demirtas, Gamze;Caglar, Naci;Sumer, Yusuf
    • Structural Engineering and Mechanics
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    • 제82권1호
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    • pp.81-92
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    • 2022
  • Ultra-high performance fiber reinforced concrete (UHPFRC) is a composite building material with high ductility, fatigue resistance, fracture toughness, durability, and energy absorption capacity. The aim of this study is to develop a nonlinear finite element model that can simulate the response of the UHPFRC beam exposed to impact loads. A nonlinear finite element model was developed in ABAQUS to simulate the real response of UHPFRC beams. The numerical results showed that the model was highly successful to capture the experimental results of selected beams from the literature. A parametric study was carried out to investigate the effects of reinforcement ratio and impact velocity on the response of the UHPFRC beam in terms of midpoint displacement, impact load value, and residual load-carrying capacity. In the parametric study, the nonlinear analysis was performed in two steps for 12 different finite element models. In the first step, dynamic analysis was performed to monitor the response of the UHPFRC beam under impact loads. In the second step, static analysis was conducted to determine the residual load-carrying capacity of the beams. The parametric study has shown that the reinforcement ratio and the impact velocity affect maximum and residual displacement value substantially.

Numerical investigations of reinforcement concrete beams with different types of FRP bars

  • Azza M. Al-Ashmawy;Osman Shallan;Tharwat A. Sakr;Hanaa E. Abd-EL-Mottaleb
    • Structural Engineering and Mechanics
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    • 제88권6호
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    • pp.599-608
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    • 2023
  • The present study is focused on instigation of the nonlinear mechanical behavior of reinforced concrete beams considering different types of FRP bars through nonlinear finite element simulations. To explore the impact of the FRP reinforcement type and geometry on the nonlinear mechanical behavior of reinforced beam, intensive parametric studies are carried out and discussed. Twenty models were carried out based on the finite element software (ABAQUS). The concrete damage plasticity model was considered. Four types of fiber polymer bars, CFRP, GFRP, AFRP and BFRP as longitudinal reinforcement for concrete beam were used. The validation of numerical results was confirmed by experimental as well as numerical results, then the parametric study was conducted to evaluate the effect of change in different parameters, such as bar diameter size, type of FRP bars and shear span length. All results were analyzed and discussed through, load-deflection diagram. The results showed that the use of FRP bars in rebar concrete beam improves the beam stiffness and enhance the ultimate load capacity. The load capacity enhanced in the range of (20.44-244.47%) when using different types of FRP bars. The load-carrying capacity of beams reinforced with CFRP is the highest one, beams reinforced with AFRP is higher than that reinforced with BFRP but beams reinforced with GFRP recorded the lowest load of capacity compered with other beams reinforced with FRP Bars.

대구경 현장타설말뚝의 지지력 측정 사례연구 (A Case Study on the Measurement and Estimation of Bearing Capacity of Large Diameter Bored Pile)

  • 이원제;정훈준;이우진;장기수
    • 한국지반공학회:학술대회논문집
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    • 한국지반공학회 2000년도 가을 학술발표회 논문집
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    • pp.285-292
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    • 2000
  • Though there has been increasing use of large diameter drilled shaft as a foundation structure of bridges, current practice for quality control is to confirm the minimum required load carrying capacity during construction stage. For economic and appropriate design of drilled shaft, it is necessary to evaluate the load transfer mechanism by pile load tests during initial stage of construction and to use the test results as a feedback to a revision of initial design. In this paper, results of load tests peformed at several domestic sites are presented to investigate the load transfer characteristics of large diameter drilled shaft. It was found that most of the load on piles is sustained by shaft friction and that only small portion of the load reaches the bottom of the drilled shaft. Some test results of drilled shaft by Pile Driving Analyzer performed at same sites are also presented to compare the load transfer characteristics interpreted from static pile load tests.

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