PUTRA, RESTU ILAHI MELENIA PANCA (2025) ANALISA HYDRAULIC STATIC PILE DRIVER (HSPD) 100T SEBAGAI KOREKSI DAYA DUKUNG TANAH BERDASARKAN NILAI UJI SPT. S1 thesis, Universitas Mercu Buana Jakarta.
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Abstract
Pile foundations are used when the foundation soil at a normal depth is unable to support the load and the hard soil is located at a depth of less than 3 meters. To support the load of the slats, it can be divided into 2 (two) types, namely the bearing capacity of the end of the pile (End Bearing) is a pile whose bearing capacity is determined by the resistance of the end of the pile and the carrying capacity of the pile cover (Skin Fricton) if in a condition where the hard soil layer is located far away. in soil that does not allow the pile foundation to touch it, piles can be made that rely on friction in the concrete cover of the pile, and the Hydraulic Static Pile Driver (HSPD) tool can be used as a pressure axial static load test while the piling is being carried out with results input from the manometer readings in the cabin. Based on the results of the analysis, calculations with several methods and supervision when the work is fielded, the author obtained the results for the type of mast is that Skin Friction has been verified from the results of Qs which is more dominant compared to Qp at point BH-1 with the Meyerhoff (1956) method Qs = 93.96 tons/m2, the L.Decourt (1996) method Qs = 62.83 tons/m2 and Reese & Wright (1977) Qs = 79.59 tons/m2. For the ultimate carrying capacity on the BH-1, the corresponding method even exceeds the input value of the HSPD manometer with a Qult value = 87.17 tons/m2 on the BH-1, namely the Meyerhoff (1956) Qs = 97.52 tons/m2 and Reese & Wright (1977) Qs = 89.91 tons/m2. The results of the evaluation of the poles produced by the HSPD were able to produce the planned poles because from the results of the capacity check of the Group Pole Permit produced by the HSPD, it was able to withstand the planning of the load of the structure on the building. Keywords : End Bearing, Skin Friction, Ultimate, HSPDm Meyerhoff (1956), L. Decourt (1996), Reese & Wright (1977), Group Licensing Capacity and Consolidation. Pondasi tiang (pile foundation), digunakan bila tanah pondasi pada kedalaman yang normal tidak mampu mendukung bebanya dan tanah keras terletak pada kedalaman kurang dari 3 meter. Untuk mendukung beban taing dapat dibagi menjadi 2 (dua) macam yaitu Daya dukung ujung tiang (End Bearing) adalah tiang yang kapasitas dukungnya ditentukan oleh tahanan ujung tiang dan Daya dukung selimut tiang (Skin Fricton) apabila pada suatu kondisi dimana lapisan tanah keras terletak jauh didalam tanah yang tidak memungkinkan pondasi tiang menyentuhnya, maka dapat dibuat tiang pancang yang mengandalkan gesekan pada selimut beton tiang pancang, dan alat Hydraulic Static Pile Driver (HSPD) dapat dimanfaatkan sebagai uji beban statis aksial tekanan pada saat pemancangan sedang dikerjakan dengan hasil input dari bacaan manometer yang berada dalam kabin. Berdasarkan hasil analisa, perhitungan dengan beberapa metode dan pengawasan saat pekerjaan dilapangan, penulis mendapatkan hasil untuk jenis tiang adalah Skin Friction telah terverifikasi dari hasil Qs yang lebih dominan dibandingkan dengan Qp pada titik BH-1 dengan metode Meyerhoff (1956) Qs = 93,96ton/m2, metode L.Decourt (1996) Qs = 62,83ton/m2 dan Reese & Wright (1977) Qs = 79,59ton/m2.. Untuk daya dukung ultimate pada BH-1 metode yang sesuai bahkan melebihi nilai input manometer HSPD dengan nilai Qult = 87,17ton/m2 pada BH-1 yaitu metode Meyerhoff (1956) Qs = 97,52ton/m2 dan Reese & Wright (1977) Qs = 89,91ton/m2. Hasil evaluasi dari tiang yang dihasilkan HSPD mampu menghasilkan tiang yang rencanakan karena dari hasil pemeriksaan kapasitas Ijin Tiang Grup yang dihasilkan oleh HSPD ini mamapu menahan perencanaan beban struktur atas bangunan. Kata Kunci : Daya Dukung Ujung, Daya Dukung Selimut, Ultimate, HSPD, Meyerhoff (1956), L. Decourt (1996), Reese & Wright (1977), Kapasitas Ijin Tinag Grup dan Konsolidasi.
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