<![CDATA[Damage to the coastal protection embankment at Muara Baru required a strengthening system capable of controlling wall response while providing a structural load path that could be verified at both member and connection levels. This case study evaluates the capacity of a Cremona-type steel bracing system and its connections using data from an actual rehabilitation project. A global SAP2000 model was developed using structural loads transferred from PLAXIS 2D geotechnical analysis. Piles and tiebacks were represented by frame elements, the pilecap by shell elements, and soil-structure interaction by soil springs. Steel-member adequacy was assessed using a demand-to-capacity ratio limit of 1.0. Local connection checks were subsequently performed using finite-element analysis in IDEA StatiCa for two critical details: the WF 200×200-to-pilecap connection and the WF 200×200 Cremona bracing connection. The global model indicated that all steel members remained below the specified unity ratio. For the 1200-mm-diameter spun pile, the maximum axial utilization ratio was 0.211, whereas the maximum bending utilization ratio reached 0.933 based on the project capacity-check table. Both local steel connection details satisfied the reported acceptance criteria. The principal connection configuration comprised ASTM A572 Grade 50 plates, ASTM A325 bolts, ASTM A307 anchors, and 16-mm gusset and base plates. The results show that a staged assessment from global structural response to local connection verification provides a practical means of checking force-transfer continuity in pile-supported coastal embankment strengthening and highlights bending demand as the more critical response for the spun-pile wall.]]>
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