Service Load Deflections of High-Strength Fiber Reinforced Concrete Beams

Ashour, Samir A.; Mahmood, Khalid; Wafa, Faisal F.

doi:10.4197/eng.12-2.2

Cited by 6 publications

(7 citation statements)

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“…A database containing 222 SFRC beams without stirrups was compiled from 23 existing experimental studies conducted by Batson et al (1972), Swamy and Bahia (1985), Mansur et al (1986), Sharma (1986), Murty and Venkatacharyulu (1987), Narayanan and Darwish (1987), Ashour et al (1992), Li et al (1992), Swamy et al (1993), Tan et al (1993), Imam et al (1994), Shin et al (1994), Khaloo and Kim (1997), Lim and Oh (1999), Noghabai (2000), Kwak …”

Section: Existing Experimental Resultsmentioning

confidence: 99%

“…Among all the models in predicting the shear capacity of high strength SFRC beams with a/d C 2.5 and plain, crimped and hooked fibers (HS-SB-PCH), as shown in Table 7, the equations proposed by Li et al (1992) was most inaccurate, and those recommended by Ashour et al (1992) underestimated the shear capacity of HS-SB-PCH beams. Of the existing models, the procedure suggested by Kwak et al (2002) showed the best results with an R 2 value of 0.64, k 2 of 17.43 and AAE of 15.57.…”

Section: Proposed Shear Strength Predict Model 411 Multiple Regressmentioning

confidence: 99%

“…As can be noted, the shear behavior of SFRC beams mainly depends on concrete compressive strength (f 0 c ), tensile reinforcement ratio (q), span-depth ratio (a/d), fiber aspect ratio (l f /l d ) and the amount of fiber in concrete (v f ). The ultimate shear strength of SFRC beams decreases with an increase in the span-depth ratio of beam (Narayanan and Darwish 1987;Mansur et al 1986;Ashour et al 1992;Li et al 1992;Imam et al 1994;Noghabai 2000;Dinh 2007) and increases with increasing flexural reinforcement ratio (Narayanan and Darwish 1987;Imam et al 1994;Dinh 2007) and ultimate compressive strength (Narayanan and Darwish 1987;Kwak el al. 2002;Dinh 2007).…”

Section: Introductionmentioning

confidence: 99%

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Principal Component and Multiple Regression Analysis for Steel Fiber Reinforced Concrete (SFRC) Beams

Islam

Alam

2013

Int J Concr Struct Mater

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This study evaluates the shear strength of steel fiber reinforced concrete (SFRC) beams from a database, which consists of extensive experimental results of 222 SFRC beams having no stirrups. In order to predict the analytical shear strength of the SFRC beams more precisely, the selected beams were sorted into six different groups based on their ultimate concrete strength (low strength with f 0 c \50 MPa and high strength with f 0 c \50 MPa), span-depth ratio (shallow beam with a/d C 2.5 and deep beam with a/d \ 2.5) and steel fiber shape (plain, crimped and hooked). Principal component and multiple regression analyses were performed to determine the most feasible model in predicting the shear strength of SFRC beams. A variety of statistical analyses were conducted, and compared with those of the existing equations in estimating the shear strength of SFRC beams. The results showed that the recommended empirical equations were best suited to assess the shear strength of SFRC beams more accurately as compared to those obtained by the previously developed models.

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Section: Existing Experimental Resultsmentioning

confidence: 99%

Section: Proposed Shear Strength Predict Model 411 Multiple Regressmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Principal Component and Multiple Regression Analysis for Steel Fiber Reinforced Concrete (SFRC) Beams

Islam

Alam

2013

Int J Concr Struct Mater

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“…The result agrees with Balaguru [4] where there is little improvement in strength beyond a Vf of 0.75%. Other tests on RFRC beams [15][16][17] showed reduced improvement beyond 1%. The appearance of an optimum Vfis partially due to reduced concrete workability with increasing fibre content.…”

Section: Fibre Supplement Additive Methodsmentioning

confidence: 99%

“…5, and suggests that fibres in concrete with a compressive cube strength greater than 70 N/mm 2 will fail by rupture rather than by pulling-out of the matrix. Using Equations (13) and (14) (rounding offfrom 0.48 to 0.5)fct,5 p is given as: ,ci=f(fcu)=l.7e ~176176 (17) The maximum fibre bridging stress in tension may be approximated as 0 37fa e 300 [13]. Equation (16) fc,,,p =0.5 f~, + 0.37ffl,eq,300…”

Section: 64mentioning

confidence: 99%

Experimental and theoretical investigation of the shear resistance of steel fibre reinforced prestressed concrete X-beams—Part II: Theoretical analysis and comparison with experiments

2002

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A B S T R A C T R I~ S U M I~This is the second part of two papers on the experimental (Part I) and theoretical (Part II) resistance of steel fibre reinforced precast concrete beams.High strength steel wire, and thin amorphous metal fibres have been introduced into prestressed concrete X beams in order to study their behaviour under shear loads. Experimental tests have determined shear strengths at the ultimate and cracking loads, and shown increased ductility with up to 2 % fibre content. From these tests two different methods are proposed for predicting the ultimate shear capacity -these are the fibre supplement additive method, and the modified FlkC principal tensile stress method. The principal tensile strength of the fibre reinforced concrete is given as a function of compressive strength and fibre volume. The mean value of the ratio of the calculated to the test strength is 0.89 without partial safety factors, and, being conservative, is proposed for use in design. A calculation modal is presented. Cette pattie est la deuxi~me de deux articles sur les exp&iences (partie I) et la th&rie (partie II) sur la r&istance des poutres en bdton pr~fabriquO renforcO de fibres d' ac#r. Des aciers a haute adh&ence et de minces fibres m(talliques amorphes ont ~t~ introduits dans des poutres X en b~ton pr&ontraint REVIEW OF EARLIER STUDIES Shear tests on prestressed fibre reinforced concrete (PFRC) beamsThe main purpose of these tests has been to determine the enhancement in shear resistance due to the presence of fibres, given by the fibre volume ratio Vf, the shear span-to-effective depth ratio a/d, and the amount of prestress. Results are expressed in terms of the percentage increase 11 in shear load at ultimate failure Vut t to that at first crack Vc~. Narayanan and Darwish [1] tested prestressed beams (PFRC) using crimped steel fibres of Vf = 0.3% to 3.0%, a/cl = 2.0 and 3.0, with partial and full pr~estress. Partly prestressed beams (with additional rebars) failed at higher loads than their counterparts such that r I reduced with increasing prestress. For beams failing in web shear tension at aid = 2.0, the plain concrete beams collapsed immediately after first cracking, while fibre reinforced beams cracked at similar loads but were able to sustain considerable loads beyond the first crack giving r I = 40% for i_~fS=1%. Abdul-Wahab [2] recorded rl = 18% for Vf = 1% fibres at a/d = 2.25. Flexural shear failure~were observed at aid = 3.0 by both these researchers. Lorentsen [3] recorded r 1 = 50% using Vf = 1.5% HS fibres on fully prestressed I-beams tested at aid = 3.7. Balaguru [4] recorded rl = 6% using V( = 1.5% HS fibres on PFILC Tbeams with minimum shear finks. There was an optimum value of/~= 0.75 %, beyond which there was an insignif-1359-5997/02 ORILEM 528

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