In-plane flexural strength of unbonded post-tensioned concrete masonry walls

Hassanli, Reza; ElGawady, Mohamed A.; Mills, Julie E.

doi:10.1016/j.engstruct.2017.01.016

Cited by 21 publications

(19 citation statements)

References 7 publications

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“…Figure shows an upward trend in normalized plastic hinge length ( L pl ) due to an increase in the prestress ratio. According to these results (Table and Figure ), the plastic hinge length roughly proportional the ρ ps , which is consistent with previous results available in the literature . Previous studies on plastic hinge length of conventional RC wall and column demonstrated that the measured plastic hinge length is approximately within the range of 0.4 L w to L w .…”

Section: Parametric Studysupporting

confidence: 91%

“…As a result, the length, type, and location of measuring devices can significantly affect the measured strain . Previous studies demonstrated that the prestress ratio has a decisive effect on the behavior and incurred damage to cast‐in‐place SC‐CSWs . Hence, in this study, by using the well‐calibrated FE numerical model the plastic hinge length was estimated under the influence of ρ ps ratio.…”

Section: Parametric Studymentioning

confidence: 99%

“…where ϕ d is the wall maximum curvature at the decompression state and can be obtained as ϕ d = ε d / L w . Therefore, the rotation of a cast‐in‐place SC‐CSW at decompression state can be defined as θ d = Δ d / h w , where h w is height of the wall and it can be rewritten as (Figure a):

θ_{d} = \frac{2 f_{c} h_{w}}{3 E_{c} L_{w}}

…”

Section: Parametric Studymentioning

confidence: 99%

See 2 more Smart Citations

A novel method for quantifying damage to cast‐in‐place self‐centering concrete stepping walls

Jafari

Ghasemi

Bengar

et al. 2018

Structural Concrete

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In this paper, a novel method is presented for quantifying damage to cast‐in‐place self‐centering concrete stepping walls via a proposed numerical model. By conducting a parametric study, an equation is derived to estimate the plastic hinge length of the wall as a function of the axial prestress ratio. To estimate the state of damage in various parts of the wall, including boundary element, wall‐footing interface, and plastic hinge zone, different ratios were introduced. In order to calculate the ratios, damage was calculated at various levels of drift for different values of the prestress ratio. The estimated damage was then compared with the expected damage for the basic performance objective to calibrate the ratios. According to the results, the proposed method can provide insight and valuable information about the probable state of damage. Moreover, to satisfy the basic performance objective requirements, the value of prestress ratio should be limited to 0.125.

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Section: Parametric Studysupporting

confidence: 91%

Section: Parametric Studymentioning

confidence: 99%

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A novel method for quantifying damage to cast‐in‐place self‐centering concrete stepping walls

Jafari

Ghasemi

Bengar

et al. 2018

Structural Concrete

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“…Hassanli et al investigated the influence of axial stress ratio on seismic behaviors of unbonded posttensioned masonry wall (PT-MW) [156][157][158][159][160]; both experimental and numerical results showed that low axial stress ratio causes higher increase in lateral strength and better displacement ductility, but larger residual drift to PT-MW; the axial stress ratio is limited to 0.15. The wall length is another most influential factor contributing to the rotation and the compression zone length of unbonded PT-MW.…”

Section: Self-centering Masonrymentioning

confidence: 99%

“…Kalliontzis and Schultz [196] developed a simplified procedure based on the equivalent stress block analysis and the neutral axis depth (NAD) versus wall rotation relationship proposed by Thomas and Sritharan [197]; the comparison with the finite element method showed that the above-proposed analysis method could adequately capture the experimental force-displacement responses. Furthermore, the in-plane flexural strength of unbonded PT-CW for the designer can be evaluated using the equation proposed by Hassanli et al [160].…”

Section: Analysis Of Monotonic Seismic Behavior and Design Of Drsrs Smentioning

confidence: 99%

High Performance Damage‐Resistant Seismic Resistant Structural Systems for Sustainable and Resilient City: A Review

Wang

Hua

2018

Shock and Vibration

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This paper presents a review of high performance damage-resistant seismic resistant structural (DRSRS) systems for the sustainable and resilient city. Firstly, the motivation and the basic principle as well as methodology of the developing DRSRS system are briefly illustrated. Then, the structural detailing and the seismic behaviors of three types of existing DRSRS systems, namely, the replaceable structural element (RSE), rocking seismic resisting structural (RSRS) system, and self-centering seismic resisting structural (SCSRS) system, are summarized in detail. The theoretical and extensive experimental study results indicated that the three existing types of DRSRS system can minimize the postdamage after loading. Types of energy dissipation devices and dampers, as well as fuse sections, can largely enhance the energy dissipation capacity of the proposed structural system. Many numerical and finite element models have been proposed to analyze the dynamic and static cyclic responses of them. The residual deformation after the dynamic response is smaller compared to that following the cyclic response. Then, the current research challenges of DRSRS system are illustrated, and the new research highlights that emerged in recent years are stated. Finally, the conclusions of this paper are summarized; furthermore, the recommendations for the future studies are pointed out at the end of the paper.

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Simplified Dynamic Model for Post‐tensioned Cross‐laminated Timber Rocking Walls

Pei

Huang

Berman

et al. 2020

Earthq Engng Struct Dyn

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This paper presents a computationally efficient numerical model for predicting seismic responses of post‐tensioned cross‐laminated timber (CLT) rocking wall systems. The rocking wall is modeled as a simple linear beam element with a nonlinear rotational spring at the base. The model is primarily intended for preliminary design and assessment of multistory buildings using this particular lateral system. A method was developed to determine the nonlinear rotational spring parameters by considering the dimension of the CLT wall panel and post‐tensioned steel rods and energy dissipating devices’ contributions. The proposed model was validated by comparing the simulated results with the responses from a series of shake table tests of a full‐scale two‐story building with CLT rocking walls. The numerical results show reasonable agreement with the shake table test results considering the simplicity of the model.

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In-plane flexural strength of unbonded post-tensioned concrete masonry walls

Cited by 21 publications

References 7 publications

A novel method for quantifying damage to cast‐in‐place self‐centering concrete stepping walls

A novel method for quantifying damage to cast‐in‐place self‐centering concrete stepping walls

High Performance Damage‐Resistant Seismic Resistant Structural Systems for Sustainable and Resilient City: A Review

Simplified Dynamic Model for Post‐tensioned Cross‐laminated Timber Rocking Walls

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