Dimas Prasetyo Nugroho
Jurusan Teknik Sipil FT. UNDIP Jl. Prof. Soedarto SH. Tembalang, Semarang 50275

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Perbandingan Deformasi dan Tegangan Sisa pada Socket-Weld dan Butt-Weld Menggunakan Metode Elemen Hingga Nugroho, Dimas Prasetyo; Yulianto, Totok
Jurnal Teknik ITS Vol 1, No 1 (2012): Jurnal Teknik ITS (ISSN 2301-9271)
Publisher : Lembaga Penelitian dan Pengabdian Kepada Masyarakat (LPPM), ITS

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Abstract

Penelitian ini bertujuan untuk mengetahui deformasi dan tegangan sisa pada sambungan pipa-flange dengan variasi sambungan socket-weld, butt-weld dan urutan pengelasan untuk material stainless steel. Penelitian dilakukan dengan pendekatan numerik. Validasi hasil dilakukan dengan dengan hasil percobaan yang dilakukan oleh Xiangyang Lu untuk validasi struktur dan percobaan S. Murugan untuk validasi termal. Hasil variasi sambungan dan urutan pengelasan yang telah dilakukan diperoleh kesimpulan bahwa pada sambungan socket-weld (urutan pengelasan loncat) memiliki nilai tegangan sisa lebih besar dibandingkan sambungan butt-weld (urutan pengelasan loncat), sedangkan deformasi yang terjadi sambungan pada socket-weld (urutan pengelasan loncat) memiliki nilai yang lebih kecil dibandingkan sambungan butt-weld (urutan pengelasan loncat).
PERENCANAAN STRUKTUR JEMBATAN LEMAH IRENG 1 JALAN TOL SEMARANG – SOLO Nugroho, Dimas Prasetyo; Muhammad, Sidqi; Tudjono, Sri; Sukamta, Sukamta
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 4, Tahun 2013
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Abstract

Lemah Ireng 1 Bridge is located at Semarang – Solo Toll Road Phase I Section Ungaran – Bawen Package V Tinalun – Lemah Ireng. This bridge was constructed due to a deep ravine at Lemah Ireng Village, so necessary this bridge as a part of the toll road. This bridge is designed using prestressed concrete box girder construction. The method of execution is used by balance cantilever with cast in place box girder. The equipment which is used in the work of box girder is traveller. The length of the bridge is 879 m, which is divided into 8 spans. The bridge with length of 879 m requires complex planning in order to obtain efficient results. This bridge has two abutments and seven piers. Design of this bridge began of planning do the pre-dimension on top of the structure. The dimensions of box girder on this bridge are different in each segment with a shape like a parabola. The next step is analyzing loads incurred, including its own weight, additional dead load, traffic load, wind load, and earthquake load. From the results of this analysis is then performed structural analysis with the program SAP2000 to output results axial force, moment, shear, and torsion. The output of it is able to calculated loss of prestressing force, needs of tendon, and reinforcement of box girder. Sub structures are planned with do the pre-dimension of pier and calculating its strength by biaxial bending Bresler method. A Result from these calculations obtained pier reinforcement ratio is 1%. The next step is calculation of abutment with the first step do pre-dimension and calculated strengths and reinforcement needs. The final stage in the planning of this bridge is foundation of abutment and pier calculations. Calculation bore pile using Broms method for calculating moments received by the bore pile. Results from these calculations obtained bore pile reinforcement ratio is 1% for the abutments and pier amounted to 1.5%.
KAJIAN TRANSFORMASI SPASIAL DI PERI URBAN KORIDOR KARTASURA-BOYOLALI (Untuk Memperkuat Substansi Pembelajaran Geografi Kd Menganalisis Pola Persebaran dan Interaksi Spasial Antara Desa dan Kota Kelas XII) Nugroho, Dimas Prasetyo
Pendidikan Geografi Vol 4, No 2 (2014): JURNAL PENDIDIKAN GEOGRAFI
Publisher : Pendidikan Geografi

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Abstract

ABSTRACTThe purpose of this study: (1) ) to find out the comparison of constructed and non-constructed lands in Kartasura-Boyolali Corridor in 2004, 2009, and 2013 (2) to find out the development of settlement in Kartasura-Boyolali Corridor in 2004, 2009, and 2013 (3) to find out the settlement pattern in Kartasura-Boyolali Corridor. The unit of analysis used in this study was administrative regional unit of Kartasura-Boyolali Corridor. The approach used in this study was spatial pattern approach and spatial process approach.Considering the result of research on spatial transformation in Kartasura-Boyolali Corridor, it could be concluded that (1) the constructed area width in Kartasura-Boyolali Corridor was 1042.87 Ha in 2004, 1078.88 Ha in 2009, and 1087.28 Ha in 200013, the width of constructed land increased by 3.45% in 2004-2009 time interval and by 0.77% in 2009-2013, overall it increased by 4.25% in 2004-2013 (2) The settlement width in Kartasura-Boyolali Corridor was 740.45 Ha in 2004, 747.52 Ha in 2009, and 770.13 Ha in 2013, the settlement width increased by 0.24% in 2004-2009, 0.75% in 2009-20013 and overall it increased by 4.1% in 2004-2013 (3) The settlement pattern in Kartasura-Boyolali Corridor was protracted clustered medium density in type.Keywords: intercity corridor, peri urban, urban sprawl, spatial transformation
PERENCANAAN STRUKTUR JEMBATAN LEMAH IRENG 1 JALAN TOL SEMARANG – SOLO Nugroho, Dimas Prasetyo; Muhammad, Sidqi; Tudjono, Sri; Sukamta, Sukamta
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 4, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Lemah Ireng 1 Bridge is located at Semarang ? Solo Toll Road Phase I Section Ungaran ? Bawen Package V Tinalun ? Lemah Ireng. This bridge was constructed due to a deep ravine at Lemah Ireng Village, so necessary this bridge as a part of the toll road. This bridge is designed using prestressed concrete box girder construction. The method of execution is used by balance cantilever with cast in place box girder. The equipment which is used in the work of box girder is traveller. The length of the bridge is 879 m, which is divided into 8 spans. The bridge with length of 879 m requires complex planning in order to obtain efficient results. This bridge has two abutments and seven piers. Design of this bridge began of planning do the pre-dimension on top of the structure. The dimensions of box girder on this bridge are different in each segment with a shape like a parabola. The next step is analyzing loads incurred, including its own weight, additional dead load, traffic load, wind load, and earthquake load. From the results of this analysis is then performed structural analysis with the program SAP2000 to output results axial force, moment, shear, and torsion. The output of it is able to calculated loss of prestressing force, needs of tendon, and reinforcement of box girder. Sub structures are planned with do the pre-dimension of pier and calculating its strength by biaxial bending Bresler method. A Result from these calculations obtained pier reinforcement ratio is 1%. The next step is calculation of abutment with the first step do pre-dimension and calculated strengths and reinforcement needs. The final stage in the planning of this bridge is foundation of abutment and pier calculations. Calculation bore pile using Broms method for calculating moments received by the bore pile. Results from these calculations obtained bore pile reinforcement ratio is 1% for the abutments and pier amounted to 1.5%.