Stability of columns with a single crack subjected to follower and vertical loads

Anifantis, N.K.; Dimarogonas, Andrew D.

doi:10.1016/0020-7683(83)90027-6

Cited by 111 publications

(45 citation statements)

References 11 publications

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“…Okamura et al [6] proposed a method to identify the compliance of a cracked column to a bending moment to study the load carrying capacity and fracture load of a slender column with a single crack. Anifantis and Dimarogonas [7] studied the buckling behavior of cracked columns subjected to follower and vertical loads. The buckling of cracked composite columns was also investigated by Nikpour [8].…”

Section: Introductionmentioning

confidence: 99%

Carrying capacity of edge-cracked columns under concentric vertical loads

Yazdchi

Anaraki

2008

Acta Mech

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Summary. This paper analyses the carrying capacity of edge-cracked columns with different boundary conditions and cross sections subjected to concentric vertical loads. The transfer matrix method, combined with fundamental solutions of the intact columns (e.g. columns with no cracks) is used to obtain the capacity of slender prismatic columns. The stiffness of the cracked section is modeled by a massless rotational spring whose flexibility depends on the local flexibility induced by the crack. Eigenvalue equations are obtained explicitly for columns with various end conditions, from second-order determinants. Numerical examples show that the effects of a crack on the buckling load of a column depend strongly on the depth and the location of the crack. In other words, the capacity of the column strongly depends on the flexibility due to the crack. As expected, the buckling load decreases conspicuously as the flexibility of the column increases. However, the flexibility is a very important factor for controlling the buckling load capacity of a cracked column. In this study an attempt was made to calculate the column flexibility based on two different approaches, finite element and J-Integral approaches. It was found that there was very good agreement between the flexibility results obtained by these two different methods (maximum discrepancy less than 2%). It was found that for constant column flexibility a crack located in the section of the maximum bending moment causes the largest decrease in the buckling load. On the other hand, if the crack is located just in the inflexion point at the corresponding intact column, it has no effect on the buckling load capacity. This study showed that the transfer matrix method could be a simple and efficient method to analyze cracked columns components.

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Section: Introductionmentioning

confidence: 99%

Carrying capacity of edge-cracked columns under concentric vertical loads

Yazdchi

Anaraki

2008

Acta Mech

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“…While both Burgess [3] and Smith [6] model undamaged piles on uniform ground under conservative and non-conservative forces, our present model considers the behaviour of damaged piles on layered soil and subjected to conservative forces only. It has been found in the literature that damage to structural components in form of cracks can alter the static strengths of these components as reported in Jiki [7], Capuani and Willis [9] and can also alter the vibration characteristics of these components such as mass and natural frequencies as reported in Anifantis and Dimarogonas [8]. Indeed our model modifies the conservative equation by Timoshenko and Gere [10] with our propose e meter as:…”

Section: Discretization Of the Differentialmentioning

confidence: 97%

Instability Analysis of Damaged Pile Due to Static or Dynamic Overload

Jiki¹,

Agber²

2012

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Instability of a damaged pile due to a statically or dynamically applied overload is studied in this work using the finite element method. A damage parameter from such a pile is calculated using fracture mechanics concepts. The parameter is used to modify the beam element at the cracked or damaged location. Soil samples were obtained from the site of the pile and were subjected to laboratory tri-axial tests to obtain shear strength parameters c and  . Other soil parameters such as Young's modulus E and Poisson's ratio  were also obtained from the tri-axial tests. These were used to calculate shear strength  and sub-grade modulus k for the soil. The parameters , E,  and k were later used together with the damage parameter  in the finite element simulation of the strength of the damaged pile using Eigen value analyses. The layered soil modulus is approximated by taking the mean value and is denoted by f K . The discrete element matrices are assembled into a system Eigen-value equation, the solution of which provides the stability or instability loads for the damaged pile. The results obtained for a pile without damage, that is, when 0   , are in good agreement with those published in the literature. It has also been found that higher soil resistance is needed to support the damaged pile. It is concluded that the proposed model is a good candidate for use in the analysis and repair of damaged piles due to earthquake overload by soil stabilization methods.

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“…Once again, if we consider that the compatibility conditions (x) = u (x) are satisfied, then the axial strain function is dependent on the axial displacement function assumed in Equation (33). For a clamped-free bar subjected to a load P concentrated at the free end x = L, the HuWashizu functional modified according to a fictitious reactionR that corresponds to a displacement measurementũ = u(x) atx can be expressed as follows:…”

Section: Non-uniform Bars Subjected To Imperfection Of the Cross-sectmentioning

confidence: 99%

The Hu–Washizu variational principle for the identification of imperfections in beams

Caddemi

Paola

2008

Numerical Meth Engineering

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This paper presents a procedure for the identification of imperfections of structural parameters based on displacement measurements by static tests. The proposed procedure is based on the well-known Hu-Washizu variational principle, suitably modified to account for the response measurements, which is able to provide closed-form solutions to some inverse problems for the identification of structural parameter imperfections in beams

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Stability of columns with a single crack subjected to follower and vertical loads

Cited by 111 publications

References 11 publications

Carrying capacity of edge-cracked columns under concentric vertical loads

Carrying capacity of edge-cracked columns under concentric vertical loads

Instability Analysis of Damaged Pile Due to Static or Dynamic Overload

The Hu–Washizu variational principle for the identification of imperfections in beams

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