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Studi Bentuk Fondasi Dangkal di Atas Tanah Pasir Dengan Model Eksperimen Soewignjo Agus Nugroho; Ferry Fatnanta
Jurnal Fondasi Vol 11, No 2 (2022)
Publisher : JURUSAN TEKNIK SIPIL

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.36055/fondasi.v11i2.9034

Abstract

Distribusi penyebaran beban pada fondasi dangkal terjadi sepanjang lebar pondasi. Beberapa bentuk pondasi dangkal yaitu lajur (strip), lingkaran (circle) bujur sangkar (square), dan persegi panjang (rectangular) dibuat untuk menganalisa pengaruh bentuk pondasi pada luas tapak yang sama terhadap kapasitas dukung pondasi akibat beban vertikal sentris yang bekerja di atas tanah. Pengaruh bentuk fondasi terhadap daya dukung diperkenalkan oleh Terzaghi, Meyerhof, Brich-Hansen, dan Vesic. Pengujian model laboratorium pada tanah pasir dilakukan dengan membuat 3 (tiga) model pondasi bentuk lingkaran, bujur sangkar, dan persegi panjang dengan 3 (tiga) luasan berbeda 100 cm2, 150 cm2 dan 200 cm2. Hasil uji model fisik menunjukan, bentuk bujur sangkar dapat mendukung beban yang lebih besar dari pada bentuk tapak lain dengan luasan sama. Penambahan luasan 50% akan membuat kapasitas dukung fondasi bertambah 102% dan Fondasi dengan luasan tapak dua kali daya dukung fondasi bertambah 157%. Pertambahan daya dukung fondasi bentuk persegi panjang paling tinggi di bandingkan bentuk fondasi lainnya. Ada perbedaan hasil pengujian model dan beberapa rumus empiris, dimana formula empiris menghasilkan peningkatan daya dukung fondasi lebih besar daripada hasil eksperimen akibat pertambahan luas tapak. Interpretasi grafik hubungan beban versus penurunan menggunakan metode Chin menunjukan bahwa hasil mendekati nilai daya dukung fondasi dengan metode Hansen
Analisis Daya Dukung Fondasi Sumuran Dengan Variasi Bentuk Dan Kedalaman Pada Tanah Lunak Epi Mili Yanti; Ferry Fatnanta; Muhammad Yusa
Sainstek (e-Journal) Vol. 10 No. 2 (2022)
Publisher : Sekolah Tinggi Teknologi Pekanbaru

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.35583/js.v10i2.163

Abstract

Tanah lunak pada umumnya mempunyai kekuatan geser lebih rendah dari tanah berbutir kasar. Apabila tanah lunak digunakan sebagai pendukung fondasi dan bangunan sangat tidak menguntungkan, karena akan banyak kerugian yang ditimbulkan. Meskipun kerusakan yang diakibatkan tidak bersifat mendadak dan langsung namun kerugian secara materi yang diakibatkan akan cukup besar, oleh karena itu perlu di rencanakan fondasi apa yang sesuai dengan kondisi tanah lunak yang ada di Riau. Fondasi sumuran adalah salah satu alternatif yang layak dicoba digunakan pada tanah lunak. Perilaku daya dukung fondasi sumuran dengan variasi bentuk dan kedalaman fondasi memiliki kesamaan perilaku yaitu pada akhir kurva masih menunjukkan bahwa pada akhir penurunan masih terjadi peningkatan beban. Perbedaan daya dukung ini dikarenakan perbedaan bentuk fondasi, sekalipun dengan panjang dan diameter yang sama fondasi memiliki daya dukung yang berbeda. Adanya perbedaan bentuk pada fondasi sumuran tersebut membuat adanya perbedaan daya dukung antara fondasi bentuk lingkaran dan fondasi bujur sangkar. Untuk ukuran fondasi panjang 30 cm perbedaannya 4,55%, untuk ukuran fondasi panjang 45 cm perbedaanya 13,43%, untuk ukuran fondasi panjang 60 cm perbedaanya 34,41%. Fondasi sumuran bentuk lingkaran dengan panjang 60 cm memiliki daya dukung terbesar yaitu 45,7 N, dan yang terkecil fondasi sumuran bentuk bujur sangkar yaitu 33 N. Panjang fondasi menjadi penyebab kemampuan fondasi sumuran menahan beban lebih besar daripada fondasi yang lebih pendek lainnya. Berdasarkan hitungan secara teoritis dengan metode Cooke dan Whitaker (1966) memiliki hasil lebih besar dari pada hasil pengujian di laboratorium menggunakan metode Terzaghi & Peck (1967) . Hal ini dikarenakan data-data parameter tanah seperti kohesi, sudut geser, dan berat volume dilapangan tidak homogen sedangkan dalam perhitungan teoritis data-data tersebut diasumsikan homogen untuk rentang luas dan kedalaman tertentu. Adapun persentase selisih kapasitas daya dukung fondasi antara lain ,untuk ukuran fondasi lingkaran panjang 30 cm perbedaannya 56,52%, untuk ukuran fondasi panjang 45 cm perbedaanya 64,87%, untuk ukuran fondasi panjang 60 cm perbedaanya 67,16%. untuk ukuran fondasi bujur sangkar panjang 30 cm perbedaannya 68,30%, untuk ukuran fondasi panjang 45 cm perbedaanya 76,44%, untuk ukuran fondasi panjang 60 cm perbedaanya 81,15%.
Analysis of the capability of pile assembly foundations in soft soil in physical modeling of variationsiin laboratory scale distances Arief Rahman; Ferry Fatnanta; Syawal Satibi
ASTONJADRO Vol. 12 No. 1 (2023): ASTONJADRO
Publisher : Universitas Ibn Khaldun Bogor

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32832/astonjadro.v12i1.8139

Abstract

The capacity of raft foundations, pile foundations and pile rafts on soft soil with variations in the distance between the piles. Perform analysis of the carrying capacity and settlement of each foundation test and then compare the results of the theoretical carrying capacity research with the analysis of carrying capacity calculations. The implementation of the test prepares the test along with samples of the raft foundation, pile foundation and pile raft foundation. The test were carried out using a gradual load then a dial gauge is placed at both ends of the sample raft and the load reading is taken. The pile foundation was tested with a decrease of 10 cm while the settlement on the raft foundation and the pile raft foundation was 3 cm, the carrying capacity of the raft foundation was 24 kg, the pile foundation varied 4D distances; 6D and 8D, namely 7.5 kg and the foundation of the pile raft with variations in 4D distance; 6D and 8D are 26 ; 32 and 32 kg. In the interpretation method, the pile raft foundation with various distances increased from 4D to 6D but decreased in 8D. Pile raft foundations with various distances between pile have not a significant effect where raft foundations are more dominant in supporting resistance than pile foundations.
Kajian Uji Kualitas Sumber Air untuk Pemenuhan Kebutuhan Air Bersih di Daerah Rawa yang Berkelanjutan Imam Suprayogi; Manyuk Fauzi; Ferry Fatnanta; Alfian Alfian; Ela Fitriana; Aras Mulyadi; Effendi Sianipar
Dinamika Lingkungan Indonesia Vol 10, No 1 (2023)
Publisher : Universitas Riau

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.31258/dli.10.1.p.56-62

Abstract

Siak Regency consists of plains and hills with an average soil composition consisting of podzolic red yellow rocks and alluvium and organosol soil and humus gley in the form of swamps or wet gley. United States Department of Agriculture (USDA) that Podsolic Red Yellow (PMK) soil is a soil formed due to too low temperature and very high rainfall and is an ancient mineral soil type with a reddish or yellowish color. This podzolic soil color indicates relatively low soil productivity due to leaching. While the red and yellow soil colors are caused by rusty iron and lumps of aluminum that decompose and undergo weathering. Clay minerals in this soil are dominated by compounds containing silicon, oxygen, and some metals, which have implications for water quality. The purpose of this research is to test water quality to support the fulfillment of sustainable clean water needs in the Swamp Area in Rempak Village, Siak District, Siak Regency, Riau Provonce. The approach method used is Permenkes No. 492/Menkes/IV/2010.The data needed for this research is to use primary data by taking samples of rainwater, well water, and raw water from the Siak river by researchers directly on March 16, 2022. The main results of the research stated that the quality of rainwater was ranked first to support the policies of the National Development Planning Agency towards a just and prosperous Indonesia in 2045 which has mandated the importance of water security to support strategic sectors, disaster prevention, and improvement of community welfare through construction of rainwater harvesting buildings.
The Effect of WHA and Lime for Shear Strength of Clay Stabilized by Cement Nugroho, Soewignjo Agus; Ongko, Andarsin; Fatnanta, Ferry; Putra, Agus Ika
Jurnal Teknik Sipil dan Perencanaan Vol 24, No 1 (2022): Jurnal Teknik Sipil dan Perencanaan
Publisher : Semarang State University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.15294/jtsp.v24i1.34380

Abstract

With the use of the additive, the clay's shear strength and bearing capacity increased. Usage waste material, Wooden Hush Ash (WHA), is tiny. The silicate content of WHA is almost the same as RHA. This study aims to utilize ASK for a stabilization material of high plasticity clay to increase shear strength. Unconfined Compression Strength (UCS) tests were performed to compare the UCS value of clay; clay with 5% cement; clay with lime; clay-cement with WHA; clay-cement with lime and WHA; and clay with lime and WHA. Before the UCS test, the sample was separated into two groups: with and without curing for 28 days, and with and without soaking for 4 days. While in conditions unsoaked, the qu value is uniform. Results show, without curing and soaked, qu values of all variations have the same value in the range of 350 kPa to 380 kPa. In conditions with curing 28 days with and without soaked, qu values range from 365 kPa to 485 kPa for mixtures with WHA and a combination of lime with ASK. While adding of 10% lime additive increases the qu value to 1100 kPa UCS testing results prove, with and without curing and soaked, lime is more optimal to increase the value of UCS than WHA. Replacement lime with WHA by 4% to 6% increases the qu value from 160 kPa to 465 kPa and 485 kPa and 110 kPa to 440 kPa to 475 kPa of soaked and unsoaked condition respectively. WHA can be used to reduce lime in soil stabilization.
Analisis Potensi Likuifaksi Menggunakan Data CPT (Cone Penetration Test) di Teluk Bintuni Papua Barat Himmatul Azizah; Ferry Fatnanta; Muhamad Yusa
Jurnal Teknologi dan Rekayasa Sipil Vol. 1 No. 2 (2022): VOL 1 NO 2 (NOVEMBER 2022)
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Riau

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (1260.947 KB)

Abstract

West Papua is an eastern part of Indonesia that has great potential for earthquakes. Eastern Indonesia's seismic activity was triggered by geographical conditions in three major earthquake paths, namely the zone of the confluence of the Pacific and Papua New Guinea plates, the Sorong fault line and the Tarera – Aiduna fault (Naryanto, 2019). Bintuni Bay is one of the regencies in West Papua Province, located between the south coast of Bird's Head and the coast of the Onin Peninsula, facing the Seram Sea off the west coast of Papua. The sorong fault is one of the active faults (faults) of the earthquake source in the Bintuni Bay area (Ciptakarya.pu, 2002). Liquefaction is one of the failures in the soil structure that can occur due to cyclic loads or earthquake vibrations. Liquefaction is the event of the transformation of noncohesive soil material from solid to liquid properties due to an increase in pore water pressure in the soil cavity. The liquefaction potential was analyzed using the boulanger Idriss method (2014). This method compares the value of CSR (Cyclic Stress Ratio) with CRR (Cyclic Resistance Ratio). The factor of safety value (FS) is used as a limit for potential liquefaction or not. If FS > 1 indicates that the soil layer has no potential for liquefaction, whereas if FS < 1 indicates a potential soil layer of liquefaction. The results of the analysis showed that the magnitude of ≥ 5,6 Mw with soil acceleration (amax) ≥ 0,16 g has the potential to reduce liquefaction with very low to very high categories. Coastal areas have a higher liquefaction potential than land areas.
Analisis Daya Dukung Pondasi Tiang Bersirip Pada Tanah Lunak Dengan Variasi Jarak Dan Panjang Sirip Julperizal Julperizal; Ferry Fatnanta; Soewignjo Agus Nugroho
Jurnal Online Mahasiswa (JOM) Bidang Teknik dan Sains Vol 6 (2019): Edisi 2 Juli s/d Desember 2019
Publisher : Jurnal Online Mahasiswa (JOM) Bidang Teknik dan Sains

Show Abstract | Download Original | Original Source | Check in Google Scholar

Abstract

Soft soil is a soil that has low shear strength. A construction which is built on soft soil usually faces some problems such as low bearing capacity and settlement. Pile foundation is used when a supported soil is located quite far from the surface so that the bearing capacity which can sustain the building has to rely on the skin friction. To obtain the higher pile bearing capacity, several modifications are made including the addition of fins on the pile. This research studies the behavior of finned piles, particulary the relationship between bearing capacity and settlement. Piles were modelled with one and two pair of fins with variations of fin's lengths of 0.50D, 0.75D, 1.0D, and 1.25D. Those piles using the Constant Rate of Penetration (CRP) method. The distances between fins also varies from 3D, 5D, to 7D. The interpretation of loading test data using the Terzaghi and Peck method then it was compared with empirical calculations using the Individual Bearing and Square Shear method.The loading test results show that the length and number of fins affect to bearing capacity of the pile. Piles with 1 (one) and 2 (two) fins are able to bearing greater loads than piles without fin. The largest pile bearing capacity occurs in pile models with fin length's of 1.25D and distance of 5D. The calculation which used the Individual Bearing method produces the value of bearing capacity which is relatively same to the Square Share method. The piles bearing capacity of the model test result is significantly different from the second calculation of the empirical method. The addition of the fins length is more dominant and it improves the piles bearing capacity if it is compared to the change of the distance between the fins.Keywords : Individual Bearing, length of fin pile, Spacing of Fin pile, Square shear
Co-Authors ', Muhardi . Zulfan Abdul Halim Muqorrobin Abdullah Ihsan Alkubuwi Adi, Sapria Adnan Ruziq Ihsan Agus Ika Putra Aisyah Putri Albajili, Farian Alfian Alfian Andius Dasa Putra Aras Mulyadi Aras Mulyadi Ari Sandhyavitri Arief Rahman Arifan Farhan Ariza, Ariza Azizah . Azra Zulnasari Bramson P Manik, Bramson P Charles AN Daniel Irfan Dede Subhan Dodi Pratama Doris Ade Widyarti Effendi Sianipar Ela Fitriana Endala Siboro Epi Mili Yanti Erwin Satria Anugrah Fadel Muhammad Fadhilah, Randy Fadlan Fadlan Fajrian Saddek Fauzan Hidayattullah FERI SETIAWAN Fikri Ananda Fikri Hidayat Frimadofi Frimadofi Galang Maulana Gina Purnama Sari Giri Prayoga Gunawan Wibisono Gustika, Rani Ardeylina Hadiyan Putra, Hadiyan Haryo Armono Haryo Armono, Haryo Haryo Dwito Armono Hengki Tornando Herli Fajri Himmatul Azizah Ihsan, Adnan Ruziq Imam Hanafi Imam Suprayogi Imam Suprayogi Irfan Hasan Joshua, Norman Julperizal Julperizal Khairatu Zaro Laksono Trisnantoro Lembasi, Muhammad Khadafi Lingga Panji Subrata, Lingga Panji Lisa Trisnawati M Faizal Alridho M. Yusa Manyuk Fauzi Mufriadi Mufriadi Muhamad Yusa Muhammad Faisal Al Ridho Muhammad Faizal Alridho Muhammad Iqbal Muhammad Khadafi Lembasi Muhammad Naufal Muhammad Rico Saputra Muhammad Safrianda Muhammad Yevizal Muhammad Yusa Muhardi Muhardi Muhardi Mukhelnalis Sutazril Ongko, Andarsin Parlan, Parlan Prayogo, Giri Rafika Rani Zainuddin Rahman, Sayful Ralan Ditra Remon Muslim Riady, Azhar Rinaldi Rinaldi Rio Hidayat Rizqi Yuliana Robi Handi Putra Ronny Tigor Sitanggang S A Nugroho Said Defri Ariandi Sapria Adi Saputra, Adetia Satibi, Syawal Sayoga, Davin Simanjuntak, Lambok Jadiaman Soewignjo Agus Nugroho Soewignjo Agus Nugroho Sofyan Subhan, Dede Suhaimi Siregar Suratman Suratman Suryadi Ramadhan Sutikno, Sigit Tiara Mahardika Trimaijon Trimaijon Trimaijon, Trimaijon Unzi Marwan Usman Muhammad Tang Usman, Fauzan Vebrian Anggara Wahyudi Citrosiswoyo Wahyudi Citrosiswoyo Wahyudi Citrosiswoyo Widi Agoes Pratikto Widi Pratikto Widi Pratikto, Widi Wulan Sri Rahayu Wulandari, Deny Yolanda Widyan Yoyon Kurniawan Yusa, M. Yusa, Muhammad Zoni Satria Zulnasari, Azra