Test and numerical analysis on performance of reinforced concrete segment in subway tunnel

Zhou, Haijiang; Chen, Tingguo; Li, Lixin

doi:10.1007/s12209-012-1623-y

Cited by 6 publications

(6 citation statements)

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“…Fatigue residual strength model of concrete. Similar principles governing the degradation of strength can be discerned through a comparative analysis of different fatigue residual strength models for concrete (Meng, 2006;Zhu, 2010). The initial and fatigue failure boundary conditions of the residual strength model are characterized by the stresses corresponding to the material's static load and the fatigue upper limit load, respectively.…”

Section: Fatigue Degradation Modelmentioning

confidence: 99%

Section: Fatigue Degradation Modelmentioning

confidence: 99%

“…As the fatigue failure of reinforcements typically manifests through a reduction in the effective cross-sectional area (Balaguru and Shah, 1982;Wang et al, 2016;Zhu, 2010), this reduction is commonly employed as an indicator for investigating the fatigue residual strength of reinforcements. Zhu (2010) derived the equation for the fatigue residual strength of reinforcements under arbitrary fatigue loading, utilizing the envelope curve of fatigue residual strength and the S-N double logarithmic curve of reinforcements, as presented in equation ( 5). Notably, equation (5) reveals that the fatigue residual strength is not equal to the maximum stress value (σ s,max ) corresponding to the fatigue upper limit load when the cycle loading times reach the fatigue life.…”

Section: Fatigue Degradation Modelmentioning

confidence: 99%

“…Balaguru and Shah (1982) proposed a straightforward equation for the fatigue residual tensile strength of concrete, with the initial tensile strength ( f t ) as the main parameter, as depicted in equation (2). Subsequently, Zhu (2010) introduced equations for calculating the fatigue residual tensile and compressive strengths of concrete, as shown in equations (3) and (4), respectively. In equations (3) and (4), x ( N ) is a function related to the fatigue loading times, considering both the initial tensile strength ( f t ) and the initial compressive strength ( fc ) of concrete.where σ r , t ( N ) and σ r , c ( N ) means the fatigue residual tensile and compressive strength of concrete under cyclic loading N times, respectively; α d and α t are the parameter values of the concrete uniaxial compression and tension σ−ε curves, respectively; x ( N ) is an equation related to the fatigue loading times, and the value is x (1) = 1.…”

Section: Theoretical Basismentioning

confidence: 99%

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Fatigue performance analysis of precast segmental assembled concrete beams

Liang,

Ren,

Tong

et al. 2024

Advances in Structural Engineering

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In recent years, assembled bridges have become widely utilized in bridge construction, raising concerns about durability-related bridge diseases over time. These issues significantly impact the fatigue life of assembled bridges, necessitating an in-depth exploration of their fatigue performance. While existing research primarily concentrates on the transverse connection of multiple longitudinal beams, there is a notable dearth of studies on longitudinal precast segmental assembled bridges. This paper addresses this gap by establishing a fatigue benchmark finite element model for segmental assembled concrete beams, building upon existing experiments. The study employs numerical simulation to analyze the entire fatigue process, examining stress distribution, damage development, and considering the influence of reinforcement corrosion. Furthermore, a fatigue life prediction method, based on fatigue residual strength (R), is proposed for predicting the fatigue life (N) of concrete in precast segmental assembled beams. Results reveal that prestressed and ordinary reinforcements experience increasing stress with loading cycles, peaking around 100,000 cycles. Throughout fatigue loading, compressive stress in concrete remains low, preventing fatigue compression failure. However, tensile stress near joints gradually rises, initiating cracks at the mid-span beam’s bottom. With continued cyclic loading, these cracks propagate towards the loading point. The upper and lower limits of fatigue life predicted by the fatigue life prediction method closely align with the compressive fatigue test values of concrete, proposed fatigue life prediction method is efficient and accurate.

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Section: Fatigue Degradation Modelmentioning

confidence: 99%

Section: Fatigue Degradation Modelmentioning

confidence: 99%

Section: Fatigue Degradation Modelmentioning

confidence: 99%

Section: Theoretical Basismentioning

confidence: 99%

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Fatigue performance analysis of precast segmental assembled concrete beams

Liang,

Ren,

Tong

et al. 2024

Advances in Structural Engineering

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“…Lin et al [31] studied the anti-explosion performance of RC slabs protected by CAF, finding that the antiexplosion performance of the concrete slabs was promoted by the increases in the thicknesses of the CAF material. Cong et al [32] investigated protection measures for RC columns under collision impact loading and determined that the damage to structural columns with the protection of CAF was less than the damage to structural columns without protection. Ying et al [33] examined the damage effects of concrete slabs when aluminium foam protection layers were available or unavailable.…”

Section: Introductionmentioning

confidence: 99%

Impact performance of RC piers protected by closed-cell aluminium foam (CAF) of different thicknesses

2024

JCE

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Considering ship–bridge collisions can cause serious damage to pier components, we investigated the protective effect of closed-cell aluminium foam (CAF) on reinforced concrete (RC) piers. The effect of CAFs with different thicknesses on the impact resistance of RC pier specimens was studied by analysing the impact force, displacement, reinforcement strain, other dynamic responses of RC pier specimens, and the damage degree of RC piers using an ultrahigh drop hammer impact test system. The results show that the CAF material was in a linear elastic stage when the impact velocity was within 0.76 to 1.14 m/s. When the thicknesses were increased from 50 mm to 75 mm and 100 mm, the impact force and top displacements tested from the two groups of specimens showed an increasing amount of decline. The CAF material was observed to be at a yield platform stage when the value of the impact velocity was within 1.14 to 1.98 m/s. Under these conditions, the CAF material exhibited the best energy consumption and absorbed the impact energy in a nearly constant stress stage, while the impact force remained approximately constant. This study discovered that under high-energy impact conditions, CAF materials with larger thicknesses delayed entry into the densification stage, resulting in better control of the lateral dynamic responses of RC piers.

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