http://repository.president.ac.id/xmlui/handle/123456789/12144 2026-04-21T01:41:13Z 2026-04-21T01:41:13Z Yoneri, Oriza Sativa http://repository.president.ac.id/xmlui/handle/123456789/12148 2024-11-19T03:22:31Z 2023-01-01T00:00:00Z

ANALYSIS OF BEARING CAPACITY AND SETTLEMENT OF BORE PILE FOUNDATION Yoneri, Oriza Sativa This final project presents the bearing capacity and settlement that occurs on the bore pile foundation for a sulfuric acid tank with an operational weight of 796 kN, a diameter of 3 m, and a tank height of 6 m. The use of bore pile foundations is another alternative because there are existing buildings in the construction area. Bore pile foundation construction generally produces less vibration so it does not disturb existing buildings around the construction area. The foundation is crucial to the building's construction because it ensures the building's safety, stability, and structural integrity. Without a solid and powerful base, the structure can be severely damaged and even lead to a collapse. Calculate bearing capacity and settlement with a bore pile foundation depth of 5,15 m, using variations in 40 cm and 30 cm diameter variations. Based on SPT data using the Reese & Wright method, the allowable carrying capacity of a single pile foundation for a diameter of 40 cm is 293,6 kN, and for a diameter of 30 cm is 201,9 kN. The bearing capacity of the pile group is also calculated, with the results for a bore pile foundation with a diameter of 40 cm, namely 1001,54 kN with a total of 4 piles, while for a pile diameter of 30 cm, it is 990,91 kN with a total of 6 piles, these values are greater than the axial load (P) which is 931,63 kN. The results of calculating the settlement of a single bore pile using the Vesic method is 3,24 cm, and the group settlement is 7,41 cm, while with a pile diameter of 30 cm, the settlement of a single bore pile is 2,41 cm and settlement in the pile group is 7,23 cm. The settlement that occurs in both variations of pile diameter is said to be safe or still at the tolerable limit because they are smaller than the allowable settlement, which is around 15 cm.

2023-01-01T00:00:00Z Wisan, Nathanael Edward http://repository.president.ac.id/xmlui/handle/123456789/12146 2024-11-19T03:14:02Z 2023-01-01T00:00:00Z

ANALYSIS OF BORE PILE FOUNDATION CAPACITY IN HIGH STOREY BUILDING AT PULOMAS, EAST JAKARTA Wisan, Nathanael Edward Foundation is very important for building as foundation is the lowest part of the building that transmits the building load to the soil or rock that is on the ground underneath. This study aims to determine the comparison of ultimate bearing capacity of bore pile foundation using several methods. Based on CPT data using Aoki & De Alencar method, the ultimate bearing capacity for bore pile foundation with diameter 80 cm are 187.74 ton and 339.76 ton, with diameter 100 cm, the ultimate bearing capacity are 285.17 ton and 522.53 ton. Using Meyerhoff method on CPT data, the ultimate bearing capacity for 80 cm diameter foundation are 986.96 ton and 767.05 ton, for 100 cm diameter foundation, the ultimate bearing capacity are 1542.12 ton and 1198.51 ton. Based on SPT data using Reese & Wright method, the ultimate bearing capacity are 994.26 ton and 921.76 ton for 80 cm diameter and for 100 cm diameter are 1861.53 ton and 1628.89 ton. The ultimate bearing capacity using Luciano Decourt method are 1361.54 ton and 1192.98 ton for 80 cm diameter. For 100 cm diameter, the ultimate bearing capacity are 1861.53 ton and 1628.89 ton. Lastly, there is O’Neill & Reese method which have 569.23 ton and 584.22 ton for 80 cm diameter, 729.77 ton and 749.55 ton for 100 cm diameter. The interpretation of Static Loading Test from Chin method has an ultimate bearing capacity 952.38 ton. The interpretation of Static Loading Test from Mazurkiewicz method have lower ultimate bearing capacity than Chin method which is 800 ton.

2023-01-01T00:00:00Z Puspita, Keivylarza Sweethania http://repository.president.ac.id/xmlui/handle/123456789/12145 2024-11-19T03:11:20Z 2023-01-01T00:00:00Z

CONTROLLING CONSTRUCTION MATERIAL PROCUREMENT USING THE MATERIAL REQUIREMENT PLANNING (MRP) METHOD IN THE FOX LOGGER OFFICE PROJECT - JAKARTA Puspita, Keivylarza Sweethania The size of the land area affects the course of the project. An example is the Fox Logger Office construction project which has a small land area of 196.43 m2. Many obstacles arose due to these conditions, one of which was that there was no material storage in the project area. If a project does not have space to store materials, it will result in all materials being unable to be stored in the project area. In other words, with the remaining space, there is only a little material that can be stored or material that will be used immediately. Therefore, the project manager usually works around this by renting a warehouse outside the project area. However, renting a warehouse means additional costs are incurred during the material procurement process. In a project, an unexpected cost increase certainly disappoints some parties. Therefore, in this study, the authors try to reduce the additional costs of renting a material warehouse. Storage costs will be eliminated by making a very detailed material ordering schedule according to the needs of each job. This research will be assisted by the Material Requirement Planning method using the Fixed Period Requirement and Lot-for- Lot calculation technique. This method is beneficial for reducing material inventory costs in Fox Logger Office construction projects. After calculation and comparison, the writer saved IDR 36,000,000 on holding costs using Lot-for-Lot technique. Therefore the authors highly recommend using a material management system with the MRP method if the conditions in the project are similar to the Fox Logger Office project.

2023-01-01T00:00:00Z Ngantu, Magdalena Novembrine http://repository.president.ac.id/xmlui/handle/123456789/12147 2024-11-19T03:20:09Z 2023-01-01T00:00:00Z

DESIGN AND STABILITY CONSIDERATION OF SHALLOW FOUNDATION OF SULFURIC ACID TANK CONSTRUCTION Ngantu, Magdalena Novembrine This final project presents the bearing capacity, settlement and rotation that occurs in the shallow foundations that are analyzed. This shallow foundation will support a tank load of 780,6 kN with a diameter of 3 m and a height of 6 m. The use of this shallow foundation is another alternative in foundation construction because in carrying out a project it will be better if the costs incurred can be minimized with a foundation design that remains optimal. Foundations are one of the most important elements in a building. Its function is to distribute structural loads and building floor loads to the ground below. Choosing the right type of foundation is very crucial because it can affect the stability, strength and overall performance of the building. Calculations of bearing capacity, settlement and rotation were analyzed on a foundation with a width of 4 m and a length of 6 meters with a depth of 0,5 m. Based on SPT data using the Meyerhof method, The bearing capacity of a shallow foundation is 255,5 kN/m2. This is said to be safe because the soil tension is 66,4 kN. Based on the results of calculations using Coduto foundation design principles, it was found that the decrease that occurred in shallow foundations was 0,02 mm. This is said to be safe because the allowable settlement in the tank structure is 25 mm. then regarding the rotation that occurs in shallow foundations with predetermined dimensions. The analysis used uses the Bowles method, then the rotation that occurs in the rectangular foundation analyzed is quite low with a value of 0,06 radians.

2023-01-01T00:00:00Z