• Title, Summary, Keyword: section capacity

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A Study on the Section Design of FRP-Concrete Composite Slabs Considering Failure Behaviors (파괴 거동을 고려한 FRP-콘크리트 합성 바닥판의 단면 설계에 관한 연구)

  • 조근희;김병석;이영호
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.641-646
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    • 2002
  • FRP-concrete composite slab is consisted of brittle materials and then shows brittle failure mechanism. This study suggests a new design approach that FRP-concrete composite slab leads to ductile failure, and investigates their failure behaviors for two types of section by numerical analysis. Box-type section is higher than I-type section in load capacity to required FRP quantity. Each section was designed so that the strain of FRP plate is 50% to its ultimate strain on initiation of concrete crushing, and it is verified that displacement ductility is more than two. Ductility capacity can be improved by reducing the strain of FRP on initiation of concrete crushing, but as the strain of FRP is reduced load capacity to required FRP quantity is also reduced. Therefore section optimization study is needed considering safety and economical efficiency.

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Comparison of structural foam sheathing and oriented strand board panels of shear walls under lateral load

  • Shadravan, Shideh;Ramseyer, Chris C.;Floyd, Royce W.
    • Advances in Computational Design
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    • v.4 no.3
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    • pp.251-272
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    • 2019
  • This study performed lateral load testing on seventeen wood wall frames in two sections. Section one included eight tests studying structural foam sheathing of shear walls subjected to monotonic loads following the ASTM E564 test method. In this section, the wood frame was sheathed with four different types of structural foam sheathing on one side and gypsum wallboard (GWB) on the opposite side of the wall frame, with Simpson HDQ8 hold down anchors at the terminal studs. Section two included nine tests studying wall constructed with oriented strand board (OSB) only on one side of the wall frame subjected to gradually applied monotonic loads. Three of the OSB walls were tied to the baseplate with Simpson LSTA 9 tie on each stud. From the test results for Section one; the monotonic tests showed an 11 to 27 percent reduction in capacity from the published design values and for Section two; doubling baseplates, reducing anchor bolt spacing, using bearing plate washers and LSTA 9 ties effectively improved the OSB wall capacity. In comparison of sections one and two, it is expected the walls with structural foam sheathing without hold downs and GWB have a lower wall capacity as hold down and GWB improved the capacity.

Axial Load Capacity of Cold-formed Steel Built-up Stub Columns

  • Ghannam, Mohamed
    • International journal of steel structures
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    • v.17 no.4
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    • pp.1273-1283
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    • 2017
  • This paper aims to investigate the axial load capacity of innovative cold-formed steel (CFS) built-up stub columns. Four innovative CFS built up section is presented in this paper. Each section is composed of combination of more than two elements as follows: channels, channels with lip, Sigma section and/or plates. The elements of each section are assembled together by using self tapping screws. The concentric axial load capacity of each of the four sections was investigated numerically by using finite element (FE) model using ABAQUS program. The FE model was verified against previous test data. The FE model was used to study different parameters that affect the load capacities of the innovative CFS built-up stub columns, these parameters are: columns profile, steel thickness, steel grade and longitudinal spacing between screws (fasteners), cross sectional area. The axial load capacities obtained from FE models are compared with the perdition of the Effective width (EW) method (available in Eurocode, Egyptian code, American and Australian standards) and direct strength (DS) method (Available in American and Australian standards).

A Study on the Load Carrying Capacity of the RC-T Bridge considering depth of crack (RC-T 교량의 균열을 고려한 내하력평가 연구)

  • Shim, Jae-Soo;Kim, Chun-Ho
    • Journal of the Korea institute for structural maintenance and inspection
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    • v.3 no.2
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    • pp.141-146
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    • 1999
  • Recently, many existing bridges has been evaluated for maintenance and protection of collapse. In this study, field measurement according to truck loads tests on the reinforce concrete T beam bridge was carried out. Comparing the results of load test and structural analysis using the moments of inertia of gross section, crack section and effective section, and the moments of inertia of section considering depth of crack, it is conclude that the evaluation of load carrying capacity using the stress modification factor from structural analysis using the moments of inertia of gross section is more rational than using the other moments of inertia of sections.

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The Effect of Longitudinal Stiffeners on Load Carrying Capacity in Steel Pipe-Section Piers (원형강교각에서 수직보강재가 내하력에 미치는 영향)

  • Chang, Kyong Ho;Jang, Gab Chul;Lee, Chan Ho;Lee, Eun Taik
    • Journal of Korean Society of Steel Construction
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    • v.16 no.5
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    • pp.653-660
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    • 2004
  • To increase the efficiency of the urban areas, pipe section steel piers, which have relatively small sections, must be constructed. Since smaller sections mean decreased load capacity, longitudinal stiffeners were applied to the pipe section steel piers to increase their load capacity. Increased load capacity through longitudinal stiffeners, however, could not yet be confirmed. Therefore, the effect of longitudinal stiffeners on the load capacity of pipe section steel piers still needs to be studied. In this paper, the effect of the number of longitudinal stiffeners on the load capacity of steel piers was determined by carrying out elastic plastic FE analysis on material and geometric non-linearity. In addition, comparative analyses of the parameters of the width, the thickness of longitudinal stiffeners, and the slenderness ratio of steel piers were carried out to determine the effects of longitudinal stiffeners.

Modeling and prediction of buckling behavior of compression members with variability in material and/or section properties

  • Gadalla, M.A.;Abdalla, J.A.
    • Structural Engineering and Mechanics
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    • v.22 no.5
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    • pp.631-645
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    • 2006
  • Buckling capacity of compression members may change due to inadvertent changes in the member section dimensions or material properties. This may be the result of repair, modification of section properties or degradation of the material properties. In some occasions, enhancement of buckling capacity of compression members may be achieved through splicing of plates or utilization of composite materials. It is very important for a designer to predict the buckling resistance of the compression member and the important parameters that affect its buckling strength once changes in section and/or material properties took place. This paper presents an analytical approach for determining the buckling capacity of a compression member whose geometric and/or material properties has been altered resulting in a multi-step non-uniform section. This analytical solution accommodates the changes and modifications to the material and/or section properties of the compression member due to the factors mentioned. The analytical solution provides adequate information and a methodology that is useful during the design stage as well as the repair stage of compression members. Three case studies are presented to show that the proposed analytical solution is an efficient method for predicting the buckling strength of compression members that their section and/or material properties have been altered due to splicing, coping, notching, ducting and corrosion.

Partial sectional confinement in a quasi-encased steel-concrete composite beam

  • Hassanzadeh, Amir Masoud;Dehestani, Mehdi
    • Computers and Concrete
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    • v.22 no.3
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    • pp.269-278
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    • 2018
  • In the recent decades, the application of composite materials, due to their desirable properties, has increased dramatically. In the present study, a quasi-encased trapezoidal section composite steel beam encased with concrete is thoroughly examined. Calculation of the load bearing capacity is carried out by finite element modeling of concrete and FRP beams with trapezoidal section under the effect of controlled displacement loading. The results are then validated comparing to the existing experimental results obtained from similar studies. Further on, the materials are changed to steel and concrete, and the section is de-signed in such a way that both concrete and steel reach a high percent-age of their load bearing capacity. In the last step, the parameters affecting the bending capacity and the behavior of the semi-confined composite beam are investigated. Results revealed that the beam diagonal web thickness plays the most effective role in load bearing capacity amongst other studied parameters. Furthermore, by analyzing the results on the effect of different parameters, an optimal model for primary beam section is presented, which exhibits a greater load bearing capacity compared to the initial design with the same amount of materials used for both sections.

Optimum Design of Reinforced Concrete Plane Frames Based on Section Database (데이터베이스에 기반한 RC 평면 프레임 구조물의 최적설계)

  • Kwak, Hyo-Gyoung;Kim, Ji-Eun
    • Journal of the Computational Structural Engineering Institute of Korea
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    • v.20 no.2
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    • pp.165-179
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    • 2007
  • For the purpose of optimum design of reinforced concrete structures, pre-determined section database of column and beam are constructed and arranged in order of the resisting capacity. Then, regression equations representing the relation between section number and section resisting capacity are derived. In advance, effective optimization algorithms which search optimized solution quickly using direct search method from these database are proposed. In practice, from the fact that engineers conduct member design close to capacity optimization rather than cost optimization, both capacity and cost optimization using proposed algorithms are performed, and the review for the obtained results are followed. Moreover, the investigation for the applicability and effectiveness of the Introduced design procedure is conducted through correlation study for example structures. Because of no restriction in constructing objective functions with very simple optimization processes and fast convergence, the introduced method can effectively be used in the preliminary design stage. Especially, selected solutions from database are directly applicable in practice because these sections already satisfy all the requirements in design codes and practical restrictions.

Study on DAS-Based Time Synchronization for Improving Reliability of Section Load Estimation

  • Lee, In-tae;Lee, Ji-Hoon;Jung, Nam-Joon;Jung, Young-Beom;Lee, Byung-sung
    • KEPCO Journal on Electric Power and Energy
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    • v.1 no.1
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    • pp.61-65
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    • 2015
  • For effective distribution planning and operation, we need a reliable estimation of operation capacity. But it is difficult to ensure reliability due to the low accuracy of section load data, which is used as a basis in estimating the operation capacity. This paper discusses how to improve the accuracy of section load data by analyzing the existing method of estimating the section load, using statistical techniques to adjust the acquired data, and using the section load estimation algorithm to estimate the section load based on the adjusted data.

Deformation-Based Shear Strength Model for Slender Reinforced Concrete Beams (세장한 철근콘크리트 보의 병형기초 전단강도 모델)

  • Choi Kyoung-Kyu;Park Hong-Gun;Wight James K
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.391-394
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    • 2005
  • A theoretical model was developed to predict the shear strength of slender reinforced concrete beams. The shear force applied to a cross-section of the beam was assumed to be resisted primarily by the compressive zone of intact concrete rather than by the tensile zone. The shear capacity of the cross section was defined based on the material failure criteria of concrete: failure controlled by compression and failure controlled by tension. In the evaluation of the shear capacity, interaction with the normal stresses developed by the flexural moment in the cross section was considered. In the proposed strength model, the shear strength of the beam and the location of the critical section were determined at the intersection between the shear capacity and shear demand curves. The proposed strength model was verified by the comparisons to prior experimental results.

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