A series of monitoring operations, divided into several measurement sessions, were planned and carried out to assess the state of degradation and to quantify the instability and structural failures: - Analysis of the cracks and mapping of the degradation; - Crack measurements; - Failures in the crown sections; - Failures at the base of the piers; - Thrust measurements of the tie; - Measurement of water table variation. The observation period lasted three years, up to June 2011. The structural analysis was based on the discrete element algebraic model proposed by Heyman, translated into code developed in a Visual Basic environment in Windows XP. The assessment was conducted only for one of the arches, dividing it into 8 discrete elements (9 sections) of 1.80 m width. The first calculation was based on the null hypothesis of impost failures. In this case, the arch was stable in terms of geometry and load conditions; the normal tensions on the extrados and intrados were all of compression, except that on the crown intrados, where the formation of a hinge occurred. Subsequently, the value of the failure measured in the basal section of the pier during the measurement sessions was applied.
An example of degradation quantification applied to structural analysis of masonry arches
GATTI, Marco
2012
Abstract
A series of monitoring operations, divided into several measurement sessions, were planned and carried out to assess the state of degradation and to quantify the instability and structural failures: - Analysis of the cracks and mapping of the degradation; - Crack measurements; - Failures in the crown sections; - Failures at the base of the piers; - Thrust measurements of the tie; - Measurement of water table variation. The observation period lasted three years, up to June 2011. The structural analysis was based on the discrete element algebraic model proposed by Heyman, translated into code developed in a Visual Basic environment in Windows XP. The assessment was conducted only for one of the arches, dividing it into 8 discrete elements (9 sections) of 1.80 m width. The first calculation was based on the null hypothesis of impost failures. In this case, the arch was stable in terms of geometry and load conditions; the normal tensions on the extrados and intrados were all of compression, except that on the crown intrados, where the formation of a hinge occurred. Subsequently, the value of the failure measured in the basal section of the pier during the measurement sessions was applied.I documenti in SFERA sono protetti da copyright e tutti i diritti sono riservati, salvo diversa indicazione.
