Reinforced Concrete Design

Mosley, W. H.; Bungey, J. H.

doi:10.1007/978-1-349-20929-3

Cited by 16 publications

(7 citation statements)

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“…The failure of the building notwithstanding, it was clear that the owner of the failed building wanted to keep the functions originally intended for the building, but it can no longer meet the serviceability requirements. Based on this, a new structural design was carried out for the building in accordance with provisions of relevant Codes of Practice BS 6399 [14] and BS 8110 [15,16], as well as Moseley and Bungey [17] and Kong and Evans [18]. The remedial option recommended involves demolition and rebuilding of apparent, and engineering support is critically lacking because of patronage of nonprofessionals in executing engineering projects.…”

Section: Engineering Assessment Of the Buildingmentioning

confidence: 99%

Engineering Failure Analysis of a Failed Building in Osun State, Nigeria

Olajumoke

Oke

Fajobi

et al. 2008

J Fail. Anal. and Preven.

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This paper assesses the causes and socioeconomic impact of some recent cases of collapsed buildings in Nigeria. Information on selected collapsed buildings was collated, and a case study of a failed one-story building is presented for emphasis. A summary of the technical assessment and remediation of the building was presented as well. Both field and laboratory work involved close inspection of the building, excavation to reveal the condition of the foundation, taking samples of slabs and beams from the collapsed building for laboratory study, detailed structural analysis, a design analysis of the structural elements of the building to reveal causes of failure, and identification of remedial options and recommendation. Solubility of concrete in acids was used to assess the quality of concrete used. This study revealed that a lot of lives and properties have been lost in the various collapsed buildings, and these losses have negatively impacted the socioeconomic status of Nigerians. The results of the case study revealed that the main structural components (slab, beam, column, and footing) of the building were not properly proportioned and were seriously underreinforced, which led to excessive deflection. Additionally, concrete mixes used in the construction were found to be weak, and walls that should have been non-load-bearing ended up carrying loads and induced a hogging moment onto the slab for which reinforcement was not provided. The solubility tests showed that the ratio of calcium concentration of concrete mix used in the collapsed building to that of standard 1:2:4 concrete mixes were 0.03, 0.20, and 0.73, respectively. These low ratios indicate that the cement portion in the concrete was not adequate, and it was concluded that the concrete samples from the collapsed building contained less calcium than necessary for structural success. The summary of the assessment underscored the need for ensuring quality control and proper supervision in the construction of reinforced concrete structures.

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Section: Engineering Assessment Of the Buildingmentioning

confidence: 99%

Engineering Failure Analysis of a Failed Building in Osun State, Nigeria

Olajumoke

Oke

Fajobi

et al. 2008

J Fail. Anal. and Preven.

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“…Whereas in the CEB-FIP model code, 14 an equilibrium equation was established using a second-order ordinary differential equation from the bond-slip relationship at the rebar rib in the crack face that assumed the occurred slip of rebar as derived in Equation (6). Crack widths calculated using Equation (1) or (6), which are based on the traditional bond-slip relationship of rebar, differ from actual crack widths of strengthened RC member, because actual crack widths are affected by strengthening variables such as the loading scheme and stress level, as well as bond-slip relationship: [17][18][19] …”

Section: General Review Of Crack Width Equationsmentioning

confidence: 99%

Empirical crack estimation on the strengthened concrete members with FRPs

2011

Journal of Reinforced Plastics and Composites

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The crack pattern in a strengthened concrete member differs from that in a traditional reinforced concrete member. Generally, average crack spacing and width in strengthened concrete is dependent on strengthening factors other than the rebar. Therefore, it is difficult to determine actual crack widths in a strengthened concrete member with FRPs, such as a beam or a two-way slab, using existing equations. In this study, crack propagation characteristics were identified based on test results; a semi-empirical crack equation is proposed to evaluate the serviceability of strengthened concrete members and the possibility of intermediate crack-induced interfacial debonding failure. Although the proposed equation provides more accurate results, prediction error increases with the strain in the rebar or strengthening material after the rebar yields due to fatigue loading conditions. Therefore, further research is required to improve crack-width predictions after rebar yields.

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“…Therefore, the average crack spacing can be assumed to be approximately 1.5 a min . The practical crack spacing in RC beams is generally 0.67-1.33 times the average crack spacing [9,10]. Crack width should be de ned as a deformation of GFRP and concrete at the spacing of two adjacent cracks.…”

Section: Interface Debonding Mechanismmentioning

confidence: 99%

“…The term f p;peeling =E p in equation (4) describes the GFRP strain at the mid-point of the beam, and can be obtained from the experimental results given in Table 3. The concrete and rebar bonding strength is u s D 0:28 p f ck (kgf/ cm 2 ) [10], and the GFRP bonding strength from the test results is u p D 5 MPa. The measured critical crack widths of ve specimens are shown in Table 4; the average crack width based on the test results was 0.092 cm.…”

Section: Interface Debonding Mechanismmentioning

confidence: 99%

Interface debonding failure in beams strengthened with externally bonded GFRP

Oh¹,

Sim²

2004

Composite Interfaces

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Although strengthened concrete members with Fiber Reinforced Polymer Plastic (FRP) are well-known to improve both strength and stiffness of constructions, relatively little is known about their premature failure, and specially, the development of interface debonding when exural macro cracks at the mid-point of a strengthened beam reach a critical state and an interface crack propagates to the end-block. Herein, an experimental study using GFRP-strengthened beams is performed, in which the effects of length, thickness, and plate width on interface debonding failure were examined. According as strengthening length is increased, failure pattern changed from ripoff to interface debonding, and there was comparatively smaller effect in which failure pattern by the strengthening amount changes. From the comparison of anchoring schemes in end-block of FRP, U-wrap anchoring is more effectively resistant to shear stress than ber anchor. As exural cracks developed near the mid-point of the beams, horizontal interface debonding cracks between the concrete and GFRP propagated to the end-blocks of the plates after the tensile rebars yielded. In this study, a semi-empiricalequation is developed to predict debonding loads, based on the test results. The proposed theory, which is based on nonlinear analysis and the critical exural crack width, predicted the debonding failure loads of the specimens relatively well, and can be used for the analysis and design of GFRP-strengthened RC beams.

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Reinforced Concrete Design

Cited by 16 publications

References 0 publications

Engineering Failure Analysis of a Failed Building in Osun State, Nigeria

Engineering Failure Analysis of a Failed Building in Osun State, Nigeria

Empirical crack estimation on the strengthened concrete members with FRPs

Interface debonding failure in beams strengthened with externally bonded GFRP

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