Correlation of tensile and flexural responses of strain softening and strain hardening cement composites

Soranakom, Chote; Mobasher, Barzin

doi:10.1016/j.cemconcomp.2008.01.007

Cited by 119 publications

(68 citation statements)

References 11 publications

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“…The neutral axis parameter k is found by solving the equilibrium of net internal forces and the nominal moment capacity Mn is obtained by taking the first moment of force about the neutral axis. Closed-form equations of moment and curvature at different stages for FRC and HRC sections can be found in (Soranakom and Mobasher 2008;Mobasher et al 2015). Figure 3 shows an example of the normalized moment-curvature and linearized portions for deflection-hardening material which can be exhibited by UHPC.…”

Section: Closed-form Moment-curvature Relationshipmentioning

confidence: 99%

“…Moment capacity of a beam section according to the imposed tensile strain at the bottom fiber (t = cr) can be derived based on the assumed linear strain distribution as shown in Figure 2. For example, Figure 2 shows the strain and stress distributions of cross-section in different stages as defined by Soranakom and Mobasher (2008). The corresponding strain and stress distributions of other stage also can be generated by flowing the tension and compression models.…”

Section: Closed-form Moment-curvature Relationshipmentioning

confidence: 99%

“…A general strain hardening tensile, and an elastic perfectly plastic compression model as derived by Soranakom and Mobasher (2008) and shown in Figure 1. Tensile response is defined by tensile stiffness, E, first crack tensile strain, cr, Cracking tensile strength, cr =Ecr, ultimate tensile capacity, cr, and post crack modulus, Ecr=.…”

Section: Closed-form Moment-curvature Relationshipmentioning

confidence: 99%

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Flexural Design Procedures for UHPC Beams and Slabs

Mobasher

Wang

Yao

2016

First International Interactive Symposium on UHPC

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Abstract:Analytical solutions are developed for deflection calculations of determinate beams subjected to usual loading patterns. The solutions are based on a bilinear moment curvature response characterized by the flexural crack initiation and ultimate capacity based on a deflection hardening behavior. Equations for deflection distribution along the full length of a beam are presented for multiple cases including three-and four-point bending, which can be further extended to uniform load, concentrated moment, and cantilever beams. The proposed equations are capable of tracking the curvature, angle of rotation and deflection at any point along the beam as serviceability based design approach. A parametric study is conducted to examine the effects of moment and curvature at the ultimate stage to moment and curvature at the first crack ratios on the deflection. Results are examined for UHPC beams with different reinforcement types and test configurations. The accuracy of the present model is successfully verified.

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Section: Closed-form Moment-curvature Relationshipmentioning

confidence: 99%

Section: Closed-form Moment-curvature Relationshipmentioning

confidence: 99%

Section: Closed-form Moment-curvature Relationshipmentioning

confidence: 99%

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Flexural Design Procedures for UHPC Beams and Slabs

Mobasher

Wang

Yao

2016

First International Interactive Symposium on UHPC

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“…Closed-form solutions of moment-curvature responses are explicitly derived based on interactions among different stages in tension and compression models. The detailed derivations for strain softening, strain hardening FRC as well as hybrid reinforced concrete (HRC) sections containing rebar and fibers can be found in (Mobasher et al 2015;Soranakom and Mobasher 2008). These equations can be further simplified using polynomial or power curve fitting with detailed applications for individual cases presented in (Yao et al 2017).…”

Section: 2-modeling and Structural Design Of Strain-hardening Compmentioning

confidence: 99%

“…These materials include textile reinforced concrete (TRC), fiber reinforced concrete (FRC), and ultra-high performance fiber reinforced concrete (UHPC). The general behavior can be simulated by linearized compression and tension models that address nonlinear and hardening properties as shown in Figure 5 (Soranakom and Mobasher 2008 respectively as normalized tensile strain at peak strength, residual tensile strength, postcrack modulus, and compressive yield strength (Soranakom and Mobasher 2008).…”

Section: 2-modeling and Structural Design Of Strain-hardening Compmentioning

confidence: 99%

Ultra high Performance Concrete - Materials Formulations and Serviceability based Design

Yao

Arora

Neithalath

et al. 2018

Libro De Comunicaciones / Livro Das Comunicações

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Materials and mechanical design procedures for ultra-high performance cement composites (UHPC) members based on analytical models are addressed. A procedure for the design of blended components of UHPC is proposed using quaternary cementitious materials. The blending procedures are used using a packing and rheology optimization approach to blend high performance mixtures using non-proprietary formulations. Closed-form solutions of moment-curvature responses of UHPC are derived based on elastic-plastic compressive model and trilinear strain hardening tension stress strain responses. Tension stiffening behavior of UHPC due to fiber toughening and distributed cracking is then incorporated in the cross-sectional analysis. Load-deflection responses for beam members are obtained using moment-area, and direct integration approach. The proposed models provide insights in the design of SHCC to utilize the hardening properties after cracking. Using proper parameters, generalized materials model developed are applicable to both SHCC and strain softening cement composites such as steel fiber reinforced concrete (SFRC), textile reinforced concrete (TRC) and ultra-high performance concrete (UHPC).

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Thin‐walled shell structures made of textile‐reinforced concrete

Scholzen

Chudoba

Hegger

2015

Structural Concrete

112

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Further, textile reinforced concrete has been successfully used in many cases as a retrofitting system for existing steel reinforced concrete structures, such as in the renovation of a heritage-listed barrel-shaped roof [9]. A detailed review of applications of textile-reinforced concrete recently carried out in Germany is given in [10].The present paper describes in detail the structural design and construction of a pavilion with an ambitious roof structure made of textile-reinforced concrete recently built on the campus of RWTH Aachen University. Once glazed on all sides, the pavilion will be used as a room for seminars and events (Fig. 1). The design by the Institute of Building Construction of RWTH Aachen University (bauko 2) uses umbrella-like shells as basic elements, each of which consists of an addition of four surfaces in double curvature, known as hyperbolic paraboloids (hypar surfaces).This shape refers to designs by the Spanish architect Félix Candela who, especially in the 1950s and 1960s, created many buildings in Mexico which are based on variations of such hypar shells [11] (Fig. 2).Such shell structures made of reinforced concrete have almost completely vanished from the current construction scene because of the corrosion problems of steel reinforced concrete and because of the labour-intensive fabrication of the complex in situ formwork. Here, TRC with non-corroding textile reinforcement provides new possibilities for the efficient realization of loadbearing systems with a small cross-sectional thickness. Owing to their low weight, such filigree loadbearing structures are particularly suitable for economical prefabricated construction

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Correlation of tensile and flexural responses of strain softening and strain hardening cement composites

Cited by 119 publications

References 11 publications

Flexural Design Procedures for UHPC Beams and Slabs

Flexural Design Procedures for UHPC Beams and Slabs

Ultra high Performance Concrete - Materials Formulations and Serviceability based Design

Thin‐walled shell structures made of textile‐reinforced concrete

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