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All Journal Reka Buana : Jurnal Ilmiah Teknik Sipil dan Teknik Kimia Jurnal Qua Teknika
Nawir Rasidi
Program Studi Teknik Sipil, Fakultas Teknik, Universitas Tribhuwana Tunggadewi Malang
Chemical Engineering, Chemistry & Bioengineering Civil Engineering, Building, Construction & Architecture Engineering Environmental Science Industrial & Manufacturing Engineering

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PERENCANAAN GEDUNG PERKULIAHAN 3 LANTAI DENGAN PONDASI SARANG LABA-LABA DI UNIVERSITAS TIMOR (TTU) Wilfridus Palbeno; Nawir Rasidi; Galih Damar Pandulu
Reka Buana : Jurnal Ilmiah Teknik Sipil dan Teknik Kimia Vol 3, No 1 (2018): EDISI MARET 2018
Publisher : Universitas Tribhuwana Tunggadewi Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33366/rekabuana.v3i1.919

Abstract

University of Timor is one of the educational institutions located in Central Timor Regency (NTT) and very important role in improving human resources. In this thesis, taking the topic of planning the building on the foundation of the cobwebs. The foundation cobweb is a combination of conventional substructure which is a blend of flat concrete slab foundation constantly filled with soil improvement so that it becomes an integral composite reinforced concrete. These systems are specifically use the land as part of the foundation structure. This study aims to determine the strength of the foundation ksll meet q_a(Raft Foundation) < q_a(Foundations KSLL) and the cost required. The parameters used are from the test results sondir. The analysis starts from determining soil classification and load analysis. Then calculate the bearing capacity of the foundation, the maximum ground voltage, decrease, equivalent thickness, reinforcement dimensions ksll and budget plan (RAB) In University Timor East Timor Regency North. The results of the analysis of the maximum loading of 306.465 tons. Calculation of ground voltage due to the load of the building q = 5.352 tons / m². Calculation of the effective soil pressures (po) = 3.5022 or at 35.022 kn / m². Calculation of reduction / settlement total is 1.99 cm. Equivalent thickness of rib construction / settlement t_e = 134.5 cm. High-rib construction / settlement is 1.70 m. While the load distribution rib area construction / settlement is 5.81 t / m². Control of the shear reinforcement rib construction is s
Pengaruh Penggunaan Limbah Abu Sekam Padi dan Viscocrete 1003 Terhadap Kuat Tekan dan Kuat Lentur Beton: Pengaruh Penggunaan Limbah Abu Sekam Padi dan Viscocrete 1003 Terhadap Kuat Tekan dan Kuat Lentur Beton Diana Ningrum; Nawir Rasidi; Hamdisuryaman Siritoitet
Jurnal Qua Teknika Vol 12 No 2 (2022): September 2022
Publisher : Universitas Islam Balitar Blitar

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.35457/quateknika.v12i2.2370

Abstract

The purpose of this study was to determine the effect of the use of waste rice husk ash and viscocrete 1003 on the compressive strength and flexural strength of concrete with variations in the mixture of rice husk ash waste 0%, 25%, 30% and viscocrete 1003 0.6%. The results showed that the chemical content of rice husk ash that had been burned was high SiO2 (Silicon Dioxide), which was 75.5 ─ 87.9 % by weight, while the chemical content of unburned rice husk ash was SiO2 (Silicon Dioxide). Which is high that is equal to 86.9 ─ 94.7% by weight. The compressive strength test value of each variation of the specimen which is converted into 28 days of age is for variation 0% the average compressive strength value is 21.590 MPa, for variation 25% with an average compressive strength value of 15.635 MPa and 30% variation with the average compressive strength value is 11.486 MPa. So it can be concluded that the average compressive strength value from the 0% variation to the 25% variation has decreased by 0.05955%, while from the 25% variation to the 30% variation it has decreased by 0.0415%. The flexural strength test value in terms of the maximum average moment on the slab for each variation of the test object converted into 28 days of age is for 0% variation of 146.820 kN.m, for 25% variation of 165.760 Kn.m and variation of 30% of 170.490 Kn.m. So it can be concluded that the average flexural strength value from the 0% variation to the 25% variation has increased by 3.13%, while from the 25% variation to the 30% variation it has increased by 3.36%.
Co-Authors Diana Ningrum, Diana Galih Damar Pandulu Hamdisuryaman Siritoitet Wilfridus Palbeno