000019871 001__ 19871
000019871 005__ 20170118182340.0
000019871 04107 $$aeng
000019871 046__ $$k2017-01-09
000019871 100__ $$aZavala, Carlos
000019871 24500 $$aDamage Curves for Non-Engineering Confined Masonry Buildings

000019871 24630 $$n16.$$pProceedings of the 16th World Conference on Earthquake Engineering
000019871 260__ $$b
000019871 506__ $$arestricted
000019871 520__ $$2eng$$aMasonry buildings are the mostly used structures in urban areas of Peru. Most of these buildings has been built using non engineering techniques, and they are considered weak buildings against earthquake. Since Peruvian coastal areas have more than 60% of non-engineering buildings, the development of damage curves to estimate earthquake response of building from seismic demand is required. For that purpose characterization of masonry capacity of walls is estimated using the CISMID database of masonry walls test collected in 20 years. Damage limits proposed in the database are used for two kinds of masonry units: horizontal hollow bricks (is called also tubular bricks) and handmade solid bricks. Both of these masonry units have lower resistant capacity, and represents lower limit values from the recommended for bearing walls by NTE-070 Peruvian standard. Structural modeling were performed developing nonlinear earthquake response analysis for 1563 models of non-engineering buildings. Seismic demands of five Peruvian earthquakes are used to compute maximum seismic response of these models that represents typical masonry buildings which are likely used on urban emerging areas for cities in the coastal of Peru. From the results of the nonlinear earthquake response, ratios between peak ground acceleration and drift response were evaluate. These data produce a series of damage curves as PGA function to find drift response. Then for the evaluation of the seismic risk as function of peak ground acceleration (PGA), a process of regression of various types of damage masonry buildings developed by the authors previously, was used. In this way, the quantifying of the repair costs relate with the seismic demand, generate damage amount curves in terms of percentage of repair cost of the building and PGA. In order to check damage amount curves, comparison between damage survey of Pisco city and simulation using the curves was performed, with good agreement.

000019871 540__ $$aText je chráněný podle autorského zákona č. 121/2000 Sb.
000019871 653__ $$anon engineering masonry, fragility curves, damage curves

000019871 7112_ $$a16th World Conference on Earthquake Engineering$$cSantiago (CL)$$d2017-01-09 / 2017-01-13$$gWCEE16
000019871 720__ $$aZavala, Carlos$$iDiaz, Miguel$$iCardenas, Lourdes$$iFlores, Erika$$iEstrada, Miguel
000019871 8560_ $$ffischerc@itam.cas.cz
000019871 8564_ $$s727896$$uhttps://invenio.itam.cas.cz/record/19871/files/4580.pdf$$yOriginal version of the author's contribution as presented on USB, paper 4580.
000019871 962__ $$r16048
000019871 980__ $$aPAPER