Analisis Stabilitas Dinding Penahan Tanah Pada Utara Bangunan Gedung Ftsp Uii Dari As A0-B (Stability Analysis Of Soil Retaining Wall At North Ftsp Uii Building From As A0 To B)

Abstract

The neighborhood around the building FTSP UII grow as the growth of the number of students admitted each year. Growth in the number of students each year is also directly proportional to the number of vehicles passing by on the street campus and its main street belonging to residents in the north building FTSP UII. Location of Indonesia who was among three world major plates, namely the Australian plate, the Eurasian plate and the Pacific plate and is in position to make Indonesia Ring of Fire is often buffeted by earthquakes and volcanic eruptions. Of course this earthquake is one of the aspects to be considered in evaluating the security of retaining wall. This study begins with the soil sampling by means of hand auger. Further laboratory tests to determine the material properties of the soil. Analysis of the stability of the walls done by hand. In this study the retaining wall is modeled with two conditions: a condition without the burden of earthquake and seismic load conditions with the addition and with the same loading input data ie traffic load. Earthquake load calculation using the Seed-Whitman method. From the calculation of the gravity type retaining wall stability in one of the pieces as A0-B on the north building FTSP UII for no seismic load condition value safety factor against overturning moment of 2,612, safety factor against sliding of 1,682, and safety factor against bearing capacity failure of 3,362. With additional seismic load conditions provides the numerical value of safety factor against overturning moment 1,136, safety factor against sliding of 1,0253 , safety factor against bearing capacity failure of 0,921. To meet the requirements established by AASHTO Design Method (1995), the redesign is done on the existing retaining wall. Results of stability calculations done on the design of a new retaining wall in no-load condition earthquake, providing safety factor against overturning moment of 3,523, safety factor against sliding of 2,109, safety factor against bearing capacity failure of 3,090. Additional seismic load conditions with figures showing the results safety factor against overturning moment of 1,533, safety factor against sliding of 1,286, safety factor against bearing capacity failure of 1,061. The overall results of the numerical value of retaining wall safe in the new design has increased and meet the requirements set.