A comparison of existing analytical methods to predict the flexural capacity of Ultra High Performance Concrete (UHPC) beams

Shafieifar, Mohamadreza; Farzad, Mahsa; Azizinamini, Atorod

doi:10.1016/j.conbuildmat.2018.03.229

Cited by 89 publications

(37 citation statements)

References 14 publications

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“…The CDP model assumes that concrete failure is mainly caused by tensile fracture or compressional crushing, which is controlled by effective plastic strains

{\overset{false~}{ε}}_{t}^{pl}

in tension and

{\overset{false~}{ε}}_{c}^{pl}

in compression, respectively. In uniaxial tension and compression, constitutive equations are respectively written as

σ_{t} = ((), 1 - d_{t}) E_{0} ((), ε_{t} - {\overset{false~}{ε}}_{t}^{pl}),

σ_{c} = ((), 1 - d_{c}) E_{0} ((), ε_{c} - {\overset{false~}{ε}}_{c}^{pl}),

where subscripts t and c represent tension and compression, respectively, and damage variables d t and d c are related to temperature, equivalent plastic strain, and other material constants.…”

Section: Characterizing Preexisting Defects and The Damage Constitutimentioning

confidence: 99%

Hierarchical modeling and damage prognosis on industrial RC building with preexisting defects

Tang

et al. 2019

Mat Design & Process Comms

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The two‐level hierarchical modeling method is developed for damage prognosis on reinforced concrete (RC) industrial buildings, with emphasis on one workshop case. Structural‐level finite element analysis is performed first to identify the key components. Subsequently, concrete damaged plasticity (CDP) model is introduced into the component‐level simulation that incorporates preexisting defects. Damage evolution on key components is realized. It is found that the end and middle sections of the beam and upper‐column corbel joint are the dangerous area of the global structure. The whole crane beam and the corbel joint are identified as structural key components. The simulated damage process on local crane beams subjected to the overloaded moving crane is consistent with the experimental results published in literature. The preexisting defects aggravate the unevenness of tensile stresses among steel bars. The work provides a numerical framework for damage prognosis and safety prediction on RC buildings under potentially happened loading scenarios, especially for those old industrial buildings that have been in service for decades.

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“…The CDP model assumes that concrete failure is mainly caused by tensile fracture or compressional crushing, which is controlled by effective plastic strains

{\overset{false~}{ε}}_{t}^{pl}

in tension and

{\overset{false~}{ε}}_{c}^{pl}

in compression, respectively. In uniaxial tension and compression, constitutive equations are respectively written as

σ_{t} = ((), 1 - d_{t}) E_{0} ((), ε_{t} - {\overset{false~}{ε}}_{t}^{pl}),

σ_{c} = ((), 1 - d_{c}) E_{0} ((), ε_{c} - {\overset{false~}{ε}}_{c}^{pl}),

where subscripts t and c represent tension and compression, respectively, and damage variables d t and d c are related to temperature, equivalent plastic strain, and other material constants.…”

Section: Characterizing Preexisting Defects and The Damage Constitutimentioning

confidence: 99%

Hierarchical modeling and damage prognosis on industrial RC building with preexisting defects

Tang

et al. 2019

Mat Design & Process Comms

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“…The flexural behavior of NSC was simplified using a rectangular stress block [8]. On the other hand, a linear stress distribution was assumed for UHPC, due to the higher compressive strength, instead of a constant stress block [9][10][11][12]. The tensile stresses in NSC can be ignored [8]; however, tensile stresses in UHPC should be considered, due to its higher ductility and tensile strength.…”

Section: Solution Derivationmentioning

confidence: 99%

“…of a constant stress block [9][10][11][12]. The tensile stresses in NSC can be ignored [8]; however, tensile stresses in UHPC should be considered, due to its higher ductility and tensile strength.…”

Section: Solution Derivationmentioning

confidence: 99%

Simplified Method to Estimate the Moment Capacity of Circular Columns Repaired with UHPC

Farzad¹,

Rastkar²,

Sadeghnejad³

et al. 2019

Infrastructures

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Ultra high-performance concrete (UHPC) application, to enhance the mechanical strength of axially loaded reinforced concrete bridge substructure elements, was proposed and investigated in an earlier study. The results recommended that depending on the UHPC shell thickness, this method may cause shifting of the critical section to undesired locations, due to over-strengthening of the repaired section, and this should be a design consideration. This paper proposes a new simplified analytical approach to calculate the bending moment capacity of the repaired circular section. This method relies on hand calculations and only requires basic material properties (compressive and tensile strengths). The results from the simplified approach are validated with a well-established numerical sectional analysis method. The proposed approach may be considered simple and more straightforward for professional engineers.

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“…Concrete Damage Plasticity (CDP) in Abaqus was employed to simulate the concrete material and the nominal compressive strength of the concrete was assumed as ′ = 24 N/mm 2 . More details about CDP and nonlinear modeling in Abaqus are available in literatures [32][33][34][35][36][37][38]. Elastic and plastic properties of concrete and steel in tension and compression were included in the models.…”

Section: Materials Propertiesmentioning

confidence: 99%

A Numerical Investigation on Behavior of Column Base Plates with Different Configurations

Shafieifar

Khonsari

2018

CivileJournal

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Base plates are one of the most important types of connections in structures. Due to complicated steel-concrete interaction, simple assumptions of the stress distributions are usually employed for designing the connection. Simple assumptions of compressive stress distribution in concrete may accelerate the design procedure, but they may lead to overdesign results. In this study, six different types of base plates with different configuration were studied numerically using a commercial Finite Element (FE) software and the numerical model was calibrated with an experimental test. The models were subjected to a constant axial load and then a monotonic moment loading was applied. To investigate the effects of the axial load, several axial load level were considered for each configuration. As a result, moment-rotation curves of these base plates, including their rotational stiffness, in the absence and presence of the axial loads, were compared. Moreover, the stress distribution in the concrete was studied in the FE models. For all cases, the stress distribution in the concrete was semi-triangular with the maximum stress between the column flange and the edge of the plate. Based on numerical results, some concepts of simplified assumptions were proposed to find the stress distribution of the base plates. These assumptions are more realistic than current assumptions in structural specifications.

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A comparison of existing analytical methods to predict the flexural capacity of Ultra High Performance Concrete (UHPC) beams

Cited by 89 publications

References 14 publications

Hierarchical modeling and damage prognosis on industrial RC building with preexisting defects

Hierarchical modeling and damage prognosis on industrial RC building with preexisting defects

Simplified Method to Estimate the Moment Capacity of Circular Columns Repaired with UHPC

A Numerical Investigation on Behavior of Column Base Plates with Different Configurations

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