DRIVEN PILE FOUNDATION, BASEMENT, AND SOIL IMPROVEMENT WITH STONE COLUMN DESIGN FOR REGATTA APARTMENT (PHASE II), NORTH JAKARTA

• Main Author: Parande Bayudanto, Alvin
• Format: Final Project
• Language: Indonesia
• Subjects: Teknik sipil
• Online Access: https://digilib.itb.ac.id/gdl/view/45998
• Institution: Institut Teknologi Bandung

Regatta Apartment Phase II is built after the construction of Regatta Apartment Phase I. This apartment is built with the aim to increase residential area for citizens of Jakarta. Regatta Apartment Phase II is located in the area of Pantai Mutiara, Pluit, North Jakarta. The building consists of three identical towers, each has 24 floors with 2 basement floors which are built to provide parking space. Driven piles are chosen to facilitate static load on upper structure and lateral load due to earthquake. Soil layers at the project site are considered poor, therefore, soil improvement with stone column is required to facilitate earthquake load and prevent liquefaction in the sand layers. Retaining wall with diaphragm wall and reinforcement strut are required for the basement. Geotechnical designs of this project consist of analysis and design calculations, such as factor of safety analysis from liquefaction potential, driven pile foundation design, soil improvement design with stone column, and diaphragm wall design for basement. Liquefaction analysis calculation produces factor of safety output against 475 and 2475 years earthquake. Driven pile foundation design has diameter and depth of single pile, group of piles configuration, lateral deformation (calculated using Ensoft LPILE Program) as its outputs, by considering the static load, 475 and 2475 years earthquake loads. Stone column design produces diameter and distance between stone column as its output to dissipate excess pore water pressure and reduce the seismic forces that occur in sand layers on the 475 and 2475 years earthquake. The amount of reinforcement required for the diaphragm wall and steel profile for strut in order to facilitate static and dynamic lateral pressure caused by 475 and 2475 years earthquake are the outputs of basement design in the final project. From calculations carried out from four aspects stated before, following results are obtained: for liquefaction analysis, we can conclude that saturated sand layers at the bottom of excavation to a depth of 10,5 m are liquefied. Regatta Peoject needs driven pile with a size of 600 mm with 21-45 meters depth of penetration, with varying configurations such as 1x1, 1x2, 1x3, 2x2, up to 10x22 with 3-4 diameters for distance between piles, lateral deformations range between 0,2 to 15 milimeters. Diameter and distance between stone columns are 1 meter and 2; 2,2; 2,4 meters. Design of reinforcement required for the diaphragm wall consist of D28-200 for positive moment, D28-150 for negative moment, and 2D13-250 for stirrups. IWF 400.400.13.21 steel profile is used for strut design with axial load bearing capacity of 4075,894 kN.