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Totok Apriyanto
Universitas Darul Ulum Islamic Centre Sudirman GUPPI
Civil Engineering, Building, Construction & Architecture Engineering Transportation

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ANALISIS EFEKTIVITAS KINERJA LALU LINTAS SESUDAH ADANYA FLYOVER AHMAD YANI (SEMARANG) Dede Yusuf Permadi; Shafa Tasya Sutopo; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 3, No 2 (2022): JEI (Jurnal Engineering Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v3i2.371

Abstract

Semarang City is the capital city of Central Java Province, Indonesia as well as the fifth largest metropolitan city in Indonesia after Jakarta, Surabaya, Medan and Bandung. As one of the most developed cities on the island of Java, Semarang City has a population of 1.68 million people. Semarang Ahmad Yani Airport is the most important airport in Central Java. The existence of the airport in the city of Semarang is quite strategic because it is supported by the high intensity of socio- economic activities. Ahmad Yani Airport itself is part of a series of activities in Central Java. As a service-based city, the city of Semarang certainly requires an airport that is able to connect not only national but also international points. The aim of this research is to analyze the conflict points of congestion at the study site after the construction of the Ahmad Yani Airport Flyover and compare the degree of saturation (S) before and after the construction of the Ahmad Yani Airport Flyover. This study is used the 1997 Indonesian Road Capacity Manual (MKJI) method. Results of the analysis concluse degree of saturation 0.16 < 0.19 for the Puri Anjasmoro road section, and 0.19 < 0.28 for the Anjasmoro Raya road section. Meanwhile, the degree of saturation for the Ahmad Yani Airport Flyover Road section, Semarang is 0.10.
Perencanaan Fondasi Pada Pembangunan Gedung 5 Lantai Rumah Sakit Puri Asih Salatiga Andini Eka Lestari; Rafly Nur Wahyuda; Totok Apriyanto; Agung Hari Wibowo
Jurnal Teknik Indonesia Vol 5, No 2 (2024): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v5i2.648

Abstract

A foundation is a part of a system of substructures that holds its own weight and the entire force load of the superstructure, then passes it on to the soil and rock layers located underneath. Foundation Planning must be done carefully to obtain the appropriate carrying capacity to support the load of the structure on it. Good Foundation Planning will avoid the collapse of the structure on top of it. Before planning the foundation, it is good to carry out a soil investigation to determine the type of foundation used, in addition to the results of the soil investigation can determine the treatment of the soil so that the carrying capacity can support the construction to be built. In the research on foundation planning for this five-storey building structure, it is known that the carrying capacity value generated from sondir data with a qc value of 150 kg/cm2 calculated using the Mayerhoff method is 28198.26 kN/m2. With a combination of serving loads, the bore pile foundation is planned with a diameter of 0.5 meters and a depth of 4 meters. For reinforcement design, a combination of ultimate loads is used. From the results of the calculation of the main reinforcement used 12 D19 and the spiral reinforcement used Ø10.
STUDI KOMPARASI KAPASITAS DAYA DUKUNG TIANG PANCANG SECARA ANALITIS TERHADAP HASIL UJI KALENDERING DAN PILE DRIVING ANALYZER (STUDI KASUS STRUKTUR SLAB ON PILE) PADA PROYEK PEMBANGUNAN JALAN TOL SEMARANG – DEMAK PAKET 2 Aldila Winda Merytsa; Imas Istiari; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 3, No 2 (2022): JEI (Jurnal Engineering Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v3i2.367

Abstract

Semarang–Demak Toll Road Construction with length ± 27 km, built for reduce traffic jam in Semarang. Due to road construction must pass area with very soft soil conditions/swamp land. Where type soil this is known have power support very low. For resolve problem the so structure Street use structure Slab on Pile. Structure Slab on Pile consist from slab, pile head and Pile Foundation               In analyzing the carrying capacity of piles analytically in this study, we used several methods such as the Meyerhof method, the Luciano Decourt method and the Schmertman method. Meanwhile, in our calendaring test, we used the Hilley method.On the Semarang–Demak Toll Road Development Project searching for comparison score power support ultimate Pile Foundation single by analytical with Calendaring data and PDA. Based on results calculation of value SPT data power support ultimate pile single on 44 m depth with method Mayerhof obtained 149.72 tons, for Luciano Decourt's method 210.0451 tons, Schmertman method 185,888 tons based on calculation Calendaring method Hilley 145,0251 tons and PDA obtained 148.73 tons.
ANALISA KOMPARASI DAYA DUKUNG PONDASI BORED PILE SECARA ANALISTIS TERHADAP HASIL LOADING TEST STUDI KASUS PROYEK PEMBANGUNAN REZ HOTEL Savira Mirda Anggraeni; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 3, No 2 (2022): JEI (Jurnal Engineering Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v3i2.369

Abstract

Foundation failure and other factors that can cause bearing capacity to be incompatible when in the field. This is one of the factors that encourage direct loading tests in the field. Main objective of this study is to s to calculate and compare the ultimate bearing capacity of drilled pile after implementation with ultimate bearing capacity at the time of planning. SPT results were calculated using the Aoki Velosso method, the Decourt method, and the Reese & Wright method. Based on the calculation of the carrying capacity that has been carried out, there are differences in results, both due to the use of the method and the location of the point being reviewed. Based on the SPT data obtained from the calculation results of each Aoki Velosso method for TP-1/BP.48 the value of Qu = 783,933 tons while for TP-3/BP.78 the value of Qu = 1301,239, the Decont method for TP-1/BP.48 values Qu = 2593.098 tons while for TP-3/BP.78 the value of Qu = 2091.817, the Reese & Wright method for TP-1/BP.48 the value of Qu = 401.030ton while for TP-3/BP.78 the value of Qu = 334.022 and the results The loading test of the two test piles is TP-1/BP.48 Qu = 256 tons and TP-3/BP.78 Qu = 257 tons. Based on the calculation results, it can be seen that the efficient method used is the Reese & Wright method because the results of the calculation method are the smallest results, this is necessary to maintain building safety.
REDESAIN BENDUNG KEDUNG JERUK KECAMATAN PRINGAPUS KABUPATEN SEMARANG Paryanto Paryanto; Wibisono Handoko Putro; Totok Apriyanto; Ratih Pujiastuti
Jurnal Teknik Indonesia Vol 3, No 2 (2022): JEI (Jurnal Engineering Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v3i2.366

Abstract

Water is one an important element that can affect life in nature. To increase water resources, a long-term and short-term strategy is needed. Kelampok River has not been utilized optimally by the community. For this reason, it is necessary to build a weir that serves to raise water level. The planning for the construction of the Kedung Jeruk Weir in Pringapus District, Semarang Regency aims to improve the socio-economic environment in the surrounding area.The redesign is based on secondary data with other supporting data. The analyzes carried out include: hydrological analysis, planning dimensional, analysis of the stability of the weir body, and the safety of the weir body.From the results of the hydrological analysis which includes the calculation of planned rainfall using the Thiesen Polygon method and flood discharge using the Synthetic Unit Hydrograph (HSS) Gama 1 method, the water requirement for irrigation in Pringapus Village is 0.3091 m3/s and the 50th flood discharge is 206, 01 m3/s. Weir width 36 m with 0.83 m high weir. The width of the weir crest is 30.4 m, the flushing width is 3.6 m and the pillar width is 2 m (2 Pillars 1 m each). The radius of the weir of the round threshold type is 0.8 m, the stilling pool type is USBR Type III with a length of 9 m. The value of stability during normal water conditions and flood water conditions is still above the safety value so that the weir building meets the requirements and is safe.
ANALISIS DERAJAD KONSOLIDASI PADA PERBAIKAN TANAH DENGAN METODE PRE-FABRICATED VERTICAL DRAIN (PVD) PADA PROYEK PEMBANGUNAN JALAN TOL SEMARANG – DEMAK PAKET 2 Hastari Dita Ningrum; Ririn Anassari; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 3, No 2 (2022): JEI (Jurnal Engineering Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v3i2.370

Abstract

Soft soil is a type of soil that has low shear strength, small coefficient of permeability, compressibility and low soil bearing capacity. 1-D consolidation theory by Terzaghi (1925), assumes that during the consolidation process the value of the consolidation coefficient (Cv) is constant. Flow is only vertical direction. The analysis carried out is to know magnitude of decline and time required to achieve 90% consolidation. Quantitative data is used to analysis numerical data and calculated using existing formulas. Value of settlement using Terzaghi method and principle of normal consolidation is 1.68834 m. To achieve a degree of consolidation of 90% without PVD is 274350 days with a decrease of 1.5196 m. With triangular pattern PVD installation on distance of 0.9 m is 75 days with a large reduction of 1.523 m. Based on the result, time required to achieve a degree of 90% consolidation using PVD is onliy 75 days, while on same day without using PVD consolidation results are around 0.017%. This shows that PVD can speed up the time required for soil consolidation.
Co-Authors Agung Hari Wibowo Aldila Winda Merytsa Andini Eka Lestari Dede Yusuf Permadi Hartopo Hartopo Hastari Dita Ningrum Imas Istiari Paryanto Paryanto Rafly Nur Wahyuda Ratih Pujiastuti Ririn Anassari Savira Mirda Anggraeni Shafa Tasya Sutopo Wibisono Handoko Putro