Abstract

The structural analysis and reinforcement project is presented for a city complex consisting of 31 houses with obvious signs of failure, built in the city of Barquisimeto in 2008 on unconstrained land. The results of the analysis showed insufficient responsiveness to service stresses, high seismic vulnerability, and deficiencies in the amount and distribution of reinforcing steel. The reinforcement of the superstructure was proposed by means of the construction of panel walls, and micro piles and / or reinforced solid slab for the infrastructure, using values of resistance of the concrete obtained in the destructive tests, soil parameters from the geotechnical study and the settlements Differentials derived from topographic leveling.

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The study of earthquake losses in structures has been traditionally addressed for a single seismic intensity, but this could be unrealistic since throughout the life of a building it can be subjected to several earthquakes with different intensities. This paper analyzes the relations between the seismic intensities with the corresponding damage costs. Three nonlinear analytical models of reinforced concrete were analyzed. Each model differs in dynamic characteristics and was designed by scaling the design spectrum for three amplification factors. A firm soil earthquake was analyzed, which was scaled to 22 intensities and with this results, dynamic capacity curves of the studied models were constructed. From the analyses it was obtained interstory drift and maximum accelerations, with which the following seismic damage costs were estimated: structural and non-structural damage, contents replacement, income and profits, injuries and deaths. The results show different types of relations between intensity and each type of loss. They also justify the importance of introducing amplification factors at the design stage to minimize the cost of a particular type of damage.

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In this paper, an analytical solution is developed to investigate soil consolidation around a pile under earthquake loading. The solution is validated using finite element method. The influence of various parameters on excess pore water pressure is analyzed. The results show that excess pore water pressure increases with depth and is positively correlated with n and N_eq/N₁, while negatively correlated with η, χ, k_v, and t_d. The values of η, χ, k_v, N_eq/N₁, and t_d affect excess pore water pressure during and after the earthquake, while the value of n only affects excess pore water pressure after the earthquake. The growth rate of excess pore water pressure during the earthquake is positively correlated with n, η, k_v, and N_eq/N₁, and negatively correlated with χ and t_d. The dissipation rate of excess pore water pressure during the earthquake is positively correlated with η, χ, k_v, N_eq/N₁, and t_d, and negatively correlated with n. Additionally, a formula for calculating the reconsolidation settlement of pile-soil foundation after an earthquake is proposed, and the effects of pile and soil parameters on pile-soil foundation reconsolidation settlement are analyzed. The results indicate that reconsolidation settlement can be divided into two stages: rapid settlement stage and slow settlement stage. The total settlement of the foundation is positively correlated with n, η, and N_eq/N₁, while negatively correlated with χ, k_v, and t_d.

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