scholarly journals Numerical investigation of the effect on ultimate loading capacity of different longitudinal reinforcement ratios of a RC portal frame

2018 ◽  
Vol 1 (3) ◽  
pp. 147-154
Author(s):  
M Karaton ◽  
HA Awla
Keyword(s):  
Numerical Investigation ◽  
Loading Capacity ◽  
Longitudinal Reinforcement ◽  
Portal Frame ◽  
Ultimate Loading Capacity ◽  
Ultimate Loading

scholarly journals Impact and Post-Impact Performance of Sandwich Wall Boards with GFRP Face Sheets and a Web-Foam Core: The Effects of Impact Location

Materials ◽  
2018 ◽  
Vol 11 (9) ◽  
pp. 1714 ◽  
Author(s):  
Yiwei Xia ◽  
Xiaoping Li ◽  
Yu Peng ◽  
Mianheng Lai ◽  
Lu Wang
Keyword(s):  
Mechanical Performance ◽  
Loading Capacity ◽  
Foam Core ◽  
Impact Performance ◽  
Impact Location ◽  
Post Impact ◽  
Sandwich Wall ◽  
Ultimate Loading Capacity ◽  
The Impact ◽  
Ultimate Loading

In recent years, load-bearing exterior sandwich wall boards have been adopted in civil engineering. The exterior walls of structures are often exposed to low velocity impacts such as stones, tools, and windborne debris, etc. The ultimate loading capacity, deformation, and ductility of sandwich walls are weakened by impact loads. In this study, the sandwich wall boards consisted of glass fiber reinforced plastic (GFRP) face sheets and a web-foam core. The core of wall boards was not the isotropic material. There was no doubt that the mechanical performance was seriously influenced by the impact locations. Therefore, it is necessary to carry out an investigation on the impact and post-impact performance of exterior wall boards. A comprehensive testing program was conducted to evaluate the effects of impact locations and impact energies on the maximum contact load, deflection, and contact time. Meanwhile, the compression after impact (CAI) performance of wall boards were also studied. The results indicated that the impact location significantly affects the performance of wall boards. Compared with an un-damaged wall board, the residual ultimate loading capacity of damaged wall boards reduced seriously, which were not larger than 50% of the designed ultimate loading capacity.

Analysis of Ultimate Loading Capacity of Inner Concave Cable-Arch Structure with Different Arch Rise-Span Ratio

2012 ◽  
Vol 204-208 ◽  
pp. 954-957 ◽  
Author(s):  
You Bao Jiang ◽  
Guo Yu Liao
Keyword(s):  
Failure Mode ◽  
Rational Design ◽  
Failure Modes ◽  
Loading Capacity ◽  
The Finite Element Method ◽  
Failure Loads ◽  
Linear Effects ◽  
Arch Structure ◽  
Ultimate Loading Capacity ◽  
Ultimate Loading

Parametric analysis of ultimate loading capacity is performed by the finite element method considering the dual non-linear effects for inner concave cable-arch structure with different arch rise-span ratio. The results show that for the inner concave cable-arch structure with other given conditions, the failure loads of the steel arch and the cable increase with the increase arch rise-span ratio, but the increasing ratios are different. The failure modes of inner concave cable-arch structure may be divided into three types: the steel arch failure, the overall failure and the cable failure. According to the considered parameters range in this paper, the steel arch failure mode may occur when the arch rise-span ratio is less than 0.3; the overall failure mode may occur when the arch rise-span ratio is between 0.3 to 0.35; and the cable failure mode may occur when the arch rise-span ratio is greater than 0.35. This provides some useful references for rational design of such structures.

Non-Linear Analysis for Ultimate Loading Capacity of Cast Tubular T-Joints

2005 ◽  
Author(s):  
Peng Sun ◽  
Yuanqing Wang ◽  
Yongjiu Shi
Keyword(s):  
Finite Element ◽  
Linear Analysis ◽  
Additional Parameter ◽  
Loading Capacity ◽  
T Joints ◽  
Geometry Model ◽  
Tubular Joints ◽  
Non Linear ◽  
Ultimate Loading Capacity ◽  
Ultimate Loading

In this paper, we performed a lot of parametric analysis of cast T-joints. The geometry model was established using Solidworks. Non-linear analysis was carried out using the commercial finite element programme Ansys. Parametric equations of ultimate loading capacity derived from the results of finite element analysis are presented for the usual range of basic shapes of T-joints under axial loading, in-plane and out-of-plane bending. The sensitivity of the ultimate loading capacity in cast tubular joints to variation in the geometric parameters has been assessed. Besides the parameters which governing the stresses in welded joints, an additional parameter ρ that is defined by C. D. Edwards has been introduced to describe the size of fillet. In this paper, the sensitivity of ultimate loading capacity of cast tubular joints to the parameter ρ is presented.

scholarly journals Experimental analysis of reinforced concrete columns strengthened with Self-Compacting concrete

2010 ◽  
Vol 3 (3) ◽  
pp. 271-283 ◽  
Author(s):  
M. Y. M. Omar ◽  
R. B. Gomes ◽  
A. P. A. Reis
Keyword(s):  
Reinforced Concrete ◽  
Ultimate Load ◽  
Rectangular Cross Section ◽  
Concrete Columns ◽  
Loading Capacity ◽  
Longitudinal Reinforcement ◽  
Self Compacting Concrete ◽  
Reinforced Concrete Columns ◽  
Subsequent Test ◽  
Steel Bars

This paper presents the results of reinforced concrete columns strengthened by addition of a self-compacting concrete overlay at the compressed and at the tensioned face of the member, with and without addition of longitudinal steel bars. Eight columns were submit- ted to loading with an initial eccentricity of 60 mm . These columns had 120 mm x 250 mm of rectangular cross section, 2000 mm in length and four longitudinal reinforcement steel bars with 10 mm in diameter. Reference columns P1 and P2 were tested to failure without any type of rehabilitation. Columns P3 to P8 were loaded to a predefined load (close to the initial yield point of tension reinforce- ment), then unloaded and strengthened for a subsequent test until failure. Results showed that the method of rehabilitation used was effective, increasing the loading capacity of the strengthened pieces by 2 to 5 times the ultimate load of the reference column.

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