PERFORMANCE EVALUATION OF EXISTING SPECIAL BRIDGE IN INDONESIA UNDER SNI 1725:2016 AND SNI 2833:2016 CASE STUDY DR. IR. SOEKARNO BRIDGE
Indonesia is one of the earthquake-prone country so it requires a lot of research on earthquakes. With the increasing number of studies, the risk due to the earthquake can be more realized and mapped, especially the risk of damage to important structures such as bridges. Existing special bridges suc...
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| Format: | Theses |
| Language: | Indonesia |
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| Online Access: | https://digilib.itb.ac.id/gdl/view/46351 |
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| Institution: | Institut Teknologi Bandung |
| Language: | Indonesia |
| Summary: | Indonesia is one of the earthquake-prone country so it requires a lot of research on earthquakes. With the increasing number of studies, the risk due to the earthquake can be more realized and mapped, especially the risk of damage to important structures such as bridges. Existing special bridges such as cable stayed bridges that are very strict in the design criteria need to be evaluated for performance, especially against the latest earthquake code. The case study on this thesis is the Dr. Ir. Soekarno Bridge located in Manado City, North Sulawesi which began to be built in 2004 and inaugurated in 2015. Evaluation of bridge performance is based on SNI 1725: 2016 for standard load and SNI 2833: 2016 for earthquake load. Performance based analysis is used to determine the performance of bridge such as Nonlinear Static Pushover Analysis (NSPA) and Nonlinear Time History Analysis (NLTHA).
With a standard load it is known that the bridge still has deflection below the permitted deflection. Girder has an overstress of 12% in load combination Layan Ic. The cable in the main span also has an overstress on Cable 7 on all four sides, between 0,4% to 6,2%. The lower segment pylon capacity is exceeded by a combination of earthquake load. With performance based analysis in the form of Nonlinear Static Pushover Analysis and Nonlinear Time History Analysis, it is found that the bridge is included in the fully operational performance level and the bridge element is at the level of immediate occupancy. The bridge girder has overstress between 110% to 400% and the cable stresses is far from yiled stress.
From the results of the analysis, it can be concluded that pylon elements and bridge cables are still within safe limits and do not require to improve the capacity. Bridge girders must be of more concern, large overstress due to earthquake loads requires further analysis in more detail and depth based on the planning references used during design to analysis the strength of the bridge girder.
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