Simplified shear provisions of the AASHTO LRFD Bridge Design Specifications

Kuchma, Daniel A.; Hawkins, Neil M.; Kim, Sang-Ho; Sun, Shaoyun; Kim, Kang Su

doi:10.15554/pcij.05012008.53.73

Cited by 18 publications

(9 citation statements)

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“…The best estimate prediction according to ACI 318 is calculated using the resistance model described in Equation . The concrete contribution term

V_{c} = \frac{1}{6} \sqrt{f_{italiccm}} b_{w} d

is an empirical formulation obtained from a database of beam experiments (normal strength concrete, average depth of 340 mm and 2% longitudinal reinforcement)

V_{ACI} = \frac{A_{italicsw}}{s} f_{ywm} d + \frac{1}{6} \sqrt{f_{italiccm}} b_{w} d

…”

Section: Assessment Of Model Uncertainty and Biasmentioning

confidence: 99%

“…The concrete contribution term V c = 1 6 ffiffiffiffiffiffi ffi f cm p b w d is an empirical formulation obtained from a database of beam experiments (normal strength concrete, average depth of 340 mm and 2% longitudinal reinforcement). 6…”

Section: Mf For Fib Model Code 2010 (Loa Iii)mentioning

confidence: 99%

“…5 The shear span-to-depth ratio (a/d) influences the failure mode of reinforced concrete beams. 2,6,7 This work considers slender beams (a/d > 2.5) in shear stirrup failure.…”

Section: Introductionmentioning

confidence: 99%

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Model uncertainties and bias in SHEAR strength predictions of slender stirrup reinforced concrete beams

Olalusi

Viljoen

2019

Structural Concrete

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Prior studies point to high model uncertainty in shear prediction. Model factors for various shear prediction models are characterized here, based on a recent and well‐vetted database of shear failures. Characterization includes estimation of main statistical parameters; and importantly also correlation and regression analysis to assess consistency of model factors over ranges of design parameters. The aim of the study is to identify models suitable for use as general probabilistic model (GPM) in future reliability assessments. The Variable Strut Inclination Method (VSIM), shear level of approximation III of the fib Model Code 2010, and ACI 318 displayed high bias, variability and various correlations with shear input parameters which make them unsuitable choices for GPM. The compression chord capacity model and the modified compression field theory displayed low bias and variability with consistent model factors over the ranges of shear design parameters and are thus suitable as GPM. Concerns stem from observed inconsistency in capacity prediction by VSIM and size effect in ACI. Reliability assessment is advised.

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“…The best estimate prediction according to ACI 318 is calculated using the resistance model described in Equation . The concrete contribution term

V_{c} = \frac{1}{6} \sqrt{f_{italiccm}} b_{w} d

is an empirical formulation obtained from a database of beam experiments (normal strength concrete, average depth of 340 mm and 2% longitudinal reinforcement)

V_{ACI} = \frac{A_{italicsw}}{s} f_{ywm} d + \frac{1}{6} \sqrt{f_{italiccm}} b_{w} d

…”

Section: Assessment Of Model Uncertainty and Biasmentioning

confidence: 99%

Section: Mf For Fib Model Code 2010 (Loa Iii)mentioning

confidence: 99%

See 1 more Smart Citation

Model uncertainties and bias in SHEAR strength predictions of slender stirrup reinforced concrete beams

Olalusi

Viljoen

2019

Structural Concrete

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“…A total of 1018 shear test results of RC beams were collected for this study; 750 specimens had no shear reinforcement and the remaining 268 specimens were transversely reinforced for shear. The test specimens collected included a broad range of key variables, and the detailed information and sources of the collected specimens are listed in Appendices A and B respectively.…”

Section: Verification Of Proposed Dpcmmentioning

confidence: 99%

Dual potential capacity model for reinforced concrete beams subjected to shear

Lee

Han

Kim

2016

Structural Concrete

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The shear resistance mechanisms of a reinforced concrete (RC) member with shear reinforcement can be divided into the contributions of concrete and shear reinforcement. The shear resistance mechanisms of concrete can be further divided into the shear resistance of intact concrete in the compression zone, the aggregate interlock in the cracked tension zone, and the dowel action of the longitudinal tension reinforcement. In this study, the shear demand curves and potential shear capacity curves for both tension and compression zones were derived with the assumption that the shear failures of RC members are dominated by the flexural-shear strength. On this basis, the shear capacity model was also proposed. In the proposed model, the crack width and the local stress increase in reinforcements were calculated based on the bond behavior between the reinforcement and its surrounding concrete, and the crack concentration factor was introduced to consider the formation and propagation of the critical shear crack developed from the flexural cracks. A total of 940 shear test results was collected and compared with the analysis results provided by the proposed model, and it was demonstrated that the proposed model provided a good estimation on the shear strengths of RC beams.

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“…The shear failures of PSC members without shear reinforcements are generally divided into the web-shear and flexuralshear failures [20][21][22]. The shear failure of PHC slabs that have a thin web due to the hollow-cores in the section is dominated by web-shear strength in most cases [3,[6][7][8][9][23][24][25].…”

Section: Web-shear Strengthmentioning

confidence: 99%

Shear Strength Reduction Factor of Prestressed Hollow-Core Slab Units Based on the Reliability Approach

Cho

Park

et al. 2017

Advances in Materials Science and Engineering

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This study investigated the shear design equations for prestressed hollow-core (PHC) slabs and examined the suitability of strength reduction factors based on the structural reliability theory. The reliability indexes were calculated for the shear strength equations of PHC slabs specified in several national design codes and those proposed in previous studies. In addition, the appropriate strength reduction factors for the shear strength equations to ensure the target reliability index were calculated. The results of the reliability index analysis on the ACI318-08 equation showed that the shear strengths of the members with the heights of more than 315 mm were evaluated to be excessively safe, whereas some members with low depths did not satisfy the target reliability index.

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Simplified shear provisions of the AASHTO LRFD Bridge Design Specifications

Cited by 18 publications

References 0 publications

Model uncertainties and bias in SHEAR strength predictions of slender stirrup reinforced concrete beams

Model uncertainties and bias in SHEAR strength predictions of slender stirrup reinforced concrete beams

Dual potential capacity model for reinforced concrete beams subjected to shear

Shear Strength Reduction Factor of Prestressed Hollow-Core Slab Units Based on the Reliability Approach

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