Perencanaan Ulang Dinding Penahan Tanah dan Pondasi Gedung Pelayanan Jantung di Surabaya

Aditya, Mohammad Dava (2025) Perencanaan Ulang Dinding Penahan Tanah dan Pondasi Gedung Pelayanan Jantung di Surabaya. Other thesis, Institut Teknologi Sepuluh Nopember.

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Abstract

Indonesia memiliki risiko tinggi terhadap bencana alam seperti gempa bumi dan kondisi tanah lunak dengan muka air tanah tinggi. Tantangan ini menjadi krusial dalam perencanaan struktur bawah rumah sakit yang wajib tetap beroperasi saat bencana. Penelitian ini dilakukan untuk merencanakan ulang sistem dinding penahan tanah dan pondasi basement Gedung Jantung RS di Surabaya, yang dibangun di atas tanah lunak serta berdekatan dengan bangunan cagar budaya. Perencanaan ulang difokuskan pada analisis stabilitas dinding penahan tanah dan pondasi dengan mengacu pada standar teknis dan peraturan yang berlaku. Evaluasi dilakukan melalui, pengumpulan data geoteknis, serta analisis numerik menggunakan perangkat lunak PLAXIS dan SAP2000. Evaluasi stabilitas struktur eksisting menjukkan defleksi secant pile eksisting pada BH-1, 72,06 mm > 40 mm dan Mmax = 236,3 kNm/m > 220 kNm/m, dan faktor keamanannya, ΣMsf, 1,332 > 1. Pada sistem FCSP eksisting di BH-2, defleksi maksimum, 53,76 mm > 40 mm dan Mmax = 238,0 kNm/m > 220 kNm/m dan faktor keamanannya, ΣMsf, 2,076 > 1. Perencanaan ulang secant pile Ø60 cm sepanjang 18 m dan strutting WF 250.250.9.14 L spaccing 6 m defleksi menjadi 23,4 mm (BH-1) dan 29,0 mm (BH-2) < 40 mm, serta Mmax 138–174 kNm/m < 220 kNm/m, dan faktor keamanannya, ΣMsf 2,076 > 1, heave 0,528 < 0,589, dan kontrol strutting Pu/ϕPn = 0,455 < 1. Kapasitas kelompok eksisting memiliki beban maksimum, Pmax = 127,99 ton dan beban minimum, Pmin = 118,41 ton. Melebihi kapasitas dukung tiang q ijin dan qs Luciano Decourt (120,78 ton; 106,99 ton), Meyerhof (110,37 ton; 97,78 ton), dan Nakazawa (129.71 ; 114,91 ton), sehingga dinyatakan tidak aman. Konfigurasi alternatif yang di rencanakan memiliki Pmax = 87,89 ton dan Pmin = 75,20 ton, < kelompok ketiga metode tersebut. Dengan demikian, konfigurasi alternatif (PC-9, PC-10, PC-11) memenuhi dan lebih layak digunakan dari segi kapasitas tiang kelompok. Metode pelaksanaan meliputi pemasangan secant pile, pekerjaan pondasi, dan galian bertahap dengan strutting.
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Indonesia faces a high risk of natural disasters such as earthquakes and soft soil conditions with high groundwater levels. These challenges are critical in the design of hospital substructures, which must remain operational during emergencies. This study aims to redesign the retaining wall and foundation system of the Cardiac Center Building at a hospital in Surabaya, which is built on soft soil and located near a heritage structure. The redesign focuses on analyzing the stability of the retaining wall and foundation in accordance with applicable technical standards and regulations. Evaluation was conducted through geotechnical data collection and numerical analysis using PLAXIS and SAP2000 software. The evaluation of the existing structural stability shows that the secant pile system at BH-1 experienced excessive deflection of 72.06 mm > 40 mm and Mmax = 236.3 kNm/m > 220 kNm/m, the safety factor, ΣMsf = 1.332 > 1.0. In the FCSP system at BH-2, the deflection = 53.76 mm > 40 mm, Mmax = 238.0 kNm/m < 220 kNm/m and the safety factor was sufficient at 2.076 > 1.0. The redesigned system using 60 cm diameter secant piles with a depth of 18 m and WF 250.250.9.14 strutting spaced at 6 m reduced deflection to 23.4 mm (BH-1) and 29.0 mm (BH-2) > 40 mm. The Mmax = 138 to 174 kNm/m < 220 kNm/m, with a safety factor ΣMsf of 2.076 > 1.0, heave gradient of 0.528 < 0.589, and strutting control value Pu/ϕPn = 0.455 < 1, indicating overall structural stability. The existing pile group capacity showed a maximum load (Pmax) of 127.99 tons and a minimum load (Pmin) of 118.41 tons, exceeding the allowable capacity from Luciano Decourt (120.78; 106.99 tons), Meyerhof (110.37; 97.78 tons), and Nakazawa (129.71; 114.91 tons), making it unsafe. In contrast, the proposed alternative configuration had Pmax = 87.89 tons and Pmin = 75.20 tons, which were lower than the limits of all three methods, confirming that the new configuration (PC-9, PC-10, PC-11) is safer and more suitable in terms of pile group capacity. The construction method includes secant pile installation, foundation work, and staged excavation with strutting.

Item Type:	Thesis (Other)
Uncontrolled Keywords:	Analisis Stabilitas, Geoteknik, Dinding Penahan Tanah, Pondasi, : Structural Stability, Geotechnics, Retaining Wall, Foundation
Subjects:	T Technology > TA Engineering (General). Civil engineering (General) > TA760+ Retaining walls T Technology > TA Engineering (General). Civil engineering (General) > TA775 Foundations.
Divisions:	Faculty of Vocational > Civil Infrastructure Engineering (D4)
Depositing User:	Mohammad Dava Aditya
Date Deposited:	05 Aug 2025 08:31
Last Modified:	05 Aug 2025 08:31
URI:	http://repository.its.ac.id/id/eprint/127224

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