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PEMILIHAN DISTRIBUSI PROBABILITAS PADA ANALISA HUJAN DENGAN METODE GOODNESS OF FIT TEST Upomo, Togani Cahyadi; Kusumawardani, Rini
Jurnal Teknik Sipil dan Perencanaan Vol 18, No 2 (2016): Jurnal Teknik Sipil & Perencanaan
Publisher : Semarang State University

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

Rainfall event is a stochastic process, so to explain and analyze this processes the probability theory and frequency analysisare used. There are four types of probability distributions.They are normal, log normal, log Pearson III and Gumbel. To find the best probabilities distribution, it will used goodness of fit test. The tests consist of chi-square and smirnov-kolmogorov. Results of the chi-square test for normal distribution, log normal and log Pearson III was 0.200, while for the Gumbel distribution was 2.333. Results of Smirnov Kolmogorov test for normal distribution D = 0.1554, log-normal distribution D = 0.1103, log Pearson III distribution D = 0.1177 and Gumbel distribution D = 0.095. All of the distribution can be accepted with a confidence level of 95%, but the best distribution is log normal distribution.Â Kejadian hujan merupakan proses stokastik, sehingga untuk keperluan analisa dan menjelaskan proses stokastik tersebut digunakan teori probabilitas dan analisa frekuensi. Terdapat empat jenis distribusi probabilitas yaitu distribusi normal, log normal, log pearson III dan gumbel. Untuk mencari distribusi probabilitas terbaik maka akan digunakan pengujian metode goodness of fit test. Pengujian tersebut meliputi uji chi-kuadrat dan uji smirnov kolmogorov. Hasil pengujian chi kuadrat untuk distribusi normal, log normal dan log pearson III adalah 0.200, sedangkan untuk distribusi gumbel 2.333. Hasil pengujian smirnov kolmogorov untuk distribusi normal dengan nilai D = 0.1554, distribusi log normal dengan nilai D = 0.1103, distribusi log pearson III dengan nilai D = 0.1177 dan distribusi gumbel dengan nilai D = 0.095. Seluruh distribusi dapat diterima dengan tingkat kepercayaan 95%, tetapi distribusi terbaik adalah distribusi log normal.

PEMILIHAN DISTRIBUSI PROBABILITAS PADA ANALISA HUJAN DENGAN METODE GOODNESS OF FIT TEST Upomo, Togani Cahyadi; Kusumawardani, Rini
Jurnal Teknik Sipil dan Perencanaan Vol 18, No 2 (2016): Jurnal Teknik Sipil & Perencanaan
Publisher : Semarang State University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.15294/jtsp.v18i2.7480

Rainfall event is a stochastic process, so to explain and analyze this processes the probability theory and frequency analysisare used. There are four types of probability distributions.They are normal, log normal, log Pearson III and Gumbel. To find the best probabilities distribution, it will used goodness of fit test. The tests consist of chi-square and smirnov-kolmogorov. Results of the chi-square test for normal distribution, log normal and log Pearson III was 0.200, while for the Gumbel distribution was 2.333. Results of Smirnov Kolmogorov test for normal distribution D = 0.1554, log-normal distribution D = 0.1103, log Pearson III distribution D = 0.1177 and Gumbel distribution D = 0.095. All of the distribution can be accepted with a confidence level of 95%, but the best distribution is log normal distribution.Â Kejadian hujan merupakan proses stokastik, sehingga untuk keperluan analisa dan menjelaskan proses stokastik tersebut digunakan teori probabilitas dan analisa frekuensi. Terdapat empat jenis distribusi probabilitas yaitu distribusi normal, log normal, log pearson III dan gumbel. Untuk mencari distribusi probabilitas terbaik maka akan digunakan pengujian metode goodness of fit test. Pengujian tersebut meliputi uji chi-kuadrat dan uji smirnov kolmogorov. Hasil pengujian chi kuadrat untuk distribusi normal, log normal dan log pearson III adalah 0.200, sedangkan untuk distribusi gumbel 2.333. Hasil pengujian smirnov kolmogorov untuk distribusi normal dengan nilai D = 0.1554, distribusi log normal dengan nilai D = 0.1103, distribusi log pearson III dengan nilai D = 0.1177 dan distribusi gumbel dengan nilai D = 0.095. Seluruh distribusi dapat diterima dengan tingkat kepercayaan 95%, tetapi distribusi terbaik adalah distribusi log normal.

Lateral Deflection of Single Pile due to Lateral Loads in Clay Soils based on The P-Y Curve Method with Finite Difference Solution, ALLPILE Program, and PLAXIS Program Ba'ist, Ahmad Jirjisul; Upomo, Togani Cahyadi; Apriyatno, Henry; Nugroho, Untoro
Jurnal Teknik Sipil dan Perencanaan Vol 21, No 2 (2019): Jurnal Teknik Sipil & Perencanaan
Publisher : Semarang State University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.15294/jtsp.v21i2.20961

The foundation has a function to hold the load in the form of axial load, lateral load and moment. The axial load on the pile foundation is supported by the pole end resistance and pile friction, while the lateral load on the pile foundation is supported by the relation of the blanket area along with the pile with the ground in the lateral direction. Lateral load causes lateral deflection in which the magnitude of deflection must not exceed the permissible lateral deflection limit of 2.54 cm. The determining factors in lateral deflection are the type of pile foundation, soil type, and the magnitude of the force that occurs. The foundation of a single pile in which the number of one pile, when embedded in clay soil, needs to be investigated for the magnitude of lateral deflection that occurs, this is due to the changing nature of the clay when under the influence of high or low water content. The foundation of the pile uses a concrete head with a condition of a free end with a cylindrical shape with a diameter of 60 cm that is not solid with a wall thickness of 10 cm and a compressive strength of concrete of 60 MPa. Clay soil data uses soil drilling test data in Wirosari, Grobogan, Central Java. The planning method used is the finite element method (PLAXIS program) and the finite difference method (py curve and the ALLPILE program) with lateral load variations of 10 kN, 15 kN and 20 kN given to the top end of the pole with the principle of giving trial and error loads. The results of the calculation of the lateral deflection of the pile on the py curve method with a finite-difference resolution, the ALLPILE program, and the PLAXIS program respectively with a lateral load of 10 kN are 0.0629 cm; 1.21 cm; 0.27 cm, lateral loads of 15 kN are 0.0943 cm; 2.13 cm; 0.4051 cm, and a lateral load of 20 kN is 0.1258 cm; 3.14 cm; 0.5402 cm. Thus the lateral deflection load limit is 15 kN, so as not to exceed the permissible lateral deflection limit of 2.54 cm. The recommended method used is the ALLPILE program to better get the level of security from the lateral deflection of the pole when applied in the field

PENGARUH DRAINASE HORIZONTAL PADA STABILITAS LERENG DENGAN METODE ELEMEN HINGGA Upomo, Togani Cahyadi; Kusumawardani, Rini; Nugroho, Untoro
PROSIDING SEMINAR NASIONAL & INTERNASIONAL 2018: SEMINAR NASIONAL PENDIDIKAN SAINS DAN TEKNOLOGI
Publisher : Universitas Muhammadiyah Semarang

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (490.659 KB)

The horizontal drains have been commonly used for slope stabilization. The effects of the horizontal drain analyzed by finite element method and the slope stability is evaluated by the global safety factor using simplified bishop method. The conclusions are obtained : firstly, the horizontal drains can more effective for lower the water table and increase the safety factor; second, the length of horizontal drains influence of the safety factor. The longer of horizontal drain can increase the safety factor. Keywords: safety factor, horizontal drain, slope stability

Defleksi Lateral Tiang Tunggal Akibat Beban Lateral pada Tanah Lempung Berdasarkan Komparasi Tiga Metode Ba'ist, Ahmad Jirjisul; Upomo, Togani Cahyadi; Apriyatno, Henry; Nugroho, Untoro
Jurnal Teknik Sipil Vol 15, No 4 (2020)
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta

The foundation has a function to hold the load in the form of axial load, lateral load and moment. The axial load on the pile foundation is supported by the pole end resistance and pile friction, while the lateral load on the pile foundation is supported by the relation of the blanket area along the pile with the ground in the lateral direction. Lateral load causes lateral deflection in which the magnitude of deflection must not exceed the permissible lateral deflection limit of 2.54 cm. The determining factors in lateral deflection are the type of pile foundation, soil type, and the magnitude of the force that occurs. The foundation of a single pile in which the number of one pile when embedded in clay soil needs to be investigated for the magnitude of lateral deflection that occurs, this is due to the changing nature of the clay when under the influence of high or low water content. The foundation of the pile uses a concrete head with the condition of a free end with a cylindrical shape with a diameter of 60 cm that is not solid with a wall thickness of 10 cm and a compressive strength of concrete of 60 MPa. Clay soil data uses soil drilling test data in Wirosari, Grobogan, Central Java. The planning method used is the finite element method (PLAXIS) and the finite difference method (p-y curve and the ALLPILE program) with lateral load variations of 10 kN, 15 kN and 20 kN given to the top end of the pole with the principle of giving trial and error loads. The results of the calculation of the lateral deflection of the pile on the p-y curve method with finite difference resolution, the ALLPILE program, and the PLAXIS program respectively with a lateral load of 10 kN are 0.0629 cm; 1.21 cm; 0.27 cm, lateral loads of 15 kN are 0.0943 cm; 2.13 cm; 0.4051 cm, and a lateral load of 20 kN is 0.1258 cm; 3.14 cm; 0.5402 cm. Thus the lateral deflection load limit is 15 kN, so as not to exceed the permissible lateral deflection limit of 2.54 cm. The recommended method used is the ALLPILE program to better get the level of security from the lateral deflection of the pole when applied in the field.

PEMILIHAN DISTRIBUSI PROBABILITAS PADA ANALISA HUJAN DENGAN METODE GOODNESS OF FIT TEST Upomo, Togani Cahyadi; Kusumawardani, Rini
Jurnal Teknik Sipil dan Perencanaan Vol 18, No 2 (2016)
Publisher : Universitas Negeri Semarang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.15294/jtsp.v18i2.7480

Rainfall event is a stochastic process, so to explain and analyze this processes the probability theory and frequency analysisare used. There are four types of probability distributions.They are normal, log normal, log Pearson III and Gumbel. To find the best probabilities distribution, it will used goodness of fit test. The tests consist of chi-square and smirnov-kolmogorov. Results of the chi-square test for normal distribution, log normal and log Pearson III was 0.200, while for the Gumbel distribution was 2.333. Results of Smirnov Kolmogorov test for normal distribution D = 0.1554, log-normal distribution D = 0.1103, log Pearson III distribution D = 0.1177 and Gumbel distribution D = 0.095. All of the distribution can be accepted with a confidence level of 95%, but the best distribution is log normal distribution. Kejadian hujan merupakan proses stokastik, sehingga untuk keperluan analisa dan menjelaskan proses stokastik tersebut digunakan teori probabilitas dan analisa frekuensi. Terdapat empat jenis distribusi probabilitas yaitu distribusi normal, log normal, log pearson III dan gumbel. Untuk mencari distribusi probabilitas terbaik maka akan digunakan pengujian metode goodness of fit test. Pengujian tersebut meliputi uji chi-kuadrat dan uji smirnov kolmogorov. Hasil pengujian chi kuadrat untuk distribusi normal, log normal dan log pearson III adalah 0.200, sedangkan untuk distribusi gumbel 2.333. Hasil pengujian smirnov kolmogorov untuk distribusi normal dengan nilai D = 0.1554, distribusi log normal dengan nilai D = 0.1103, distribusi log pearson III dengan nilai D = 0.1177 dan distribusi gumbel dengan nilai D = 0.095. Seluruh distribusi dapat diterima dengan tingkat kepercayaan 95%, tetapi distribusi terbaik adalah distribusi log normal.

Lateral Deflection of Single Pile due to Lateral Loads in Clay Soils based on The P-Y Curve Method with Finite Difference Solution, ALLPILE Program, and PLAXIS Program Ba'ist, Ahmad Jirjisul; Upomo, Togani Cahyadi; Apriyatno, Henry; Nugroho, Untoro
Jurnal Teknik Sipil dan Perencanaan Vol 21, No 2 (2019)
Publisher : Universitas Negeri Semarang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.15294/jtsp.v21i2.20961

The foundation has a function to hold the load in the form of axial load, lateral load and moment. The axial load on the pile foundation is supported by the pole end resistance and pile friction, while the lateral load on the pile foundation is supported by the relation of the blanket area along with the pile with the ground in the lateral direction. Lateral load causes lateral deflection in which the magnitude of deflection must not exceed the permissible lateral deflection limit of 2.54 cm. The determining factors in lateral deflection are the type of pile foundation, soil type, and the magnitude of the force that occurs. The foundation of a single pile in which the number of one pile, when embedded in clay soil, needs to be investigated for the magnitude of lateral deflection that occurs, this is due to the changing nature of the clay when under the influence of high or low water content. The foundation of the pile uses a concrete head with a condition of a free end with a cylindrical shape with a diameter of 60 cm that is not solid with a wall thickness of 10 cm and a compressive strength of concrete of 60 MPa. Clay soil data uses soil drilling test data in Wirosari, Grobogan, Central Java. The planning method used is the finite element method (PLAXIS program) and the finite difference method (py curve and the ALLPILE program) with lateral load variations of 10 kN, 15 kN and 20 kN given to the top end of the pole with the principle of giving trial and error loads. The results of the calculation of the lateral deflection of the pile on the py curve method with a finite-difference resolution, the ALLPILE program, and the PLAXIS program respectively with a lateral load of 10 kN are 0.0629 cm; 1.21 cm; 0.27 cm, lateral loads of 15 kN are 0.0943 cm; 2.13 cm; 0.4051 cm, and a lateral load of 20 kN is 0.1258 cm; 3.14 cm; 0.5402 cm. Thus the lateral deflection load limit is 15 kN, so as not to exceed the permissible lateral deflection limit of 2.54 cm. The recommended method used is the ALLPILE program to better get the level of security from the lateral deflection of the pole when applied in the field

Defleksi Lateral Tiang Tunggal Akibat Beban Lateral pada Tanah Lempung Berdasarkan Komparasi Tiga Metode Ahmad Jirjisul Ba'ist; Togani Cahyadi Upomo; Henry Apriyatno; Untoro Nugroho
Jurnal Teknik Sipil Vol. 15 No. 4 (2020)
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Atma Jaya Yogyakarta

The foundation has a function to hold the load in the form of axial load, lateral load and moment. The axial load on the pile foundation is supported by the pole end resistance and pile friction, while the lateral load on the pile foundation is supported by the relation of the blanket area along the pile with the ground in the lateral direction. Lateral load causes lateral deflection in which the magnitude of deflection must not exceed the permissible lateral deflection limit of 2.54 cm. The determining factors in lateral deflection are the type of pile foundation, soil type, and the magnitude of the force that occurs. The foundation of a single pile in which the number of one pile when embedded in clay soil needs to be investigated for the magnitude of lateral deflection that occurs, this is due to the changing nature of the clay when under the influence of high or low water content. The foundation of the pile uses a concrete head with the condition of a free end with a cylindrical shape with a diameter of 60 cm that is not solid with a wall thickness of 10 cm and a compressive strength of concrete of 60 MPa. Clay soil data uses soil drilling test data in Wirosari, Grobogan, Central Java. The planning method used is the finite element method (PLAXIS) and the finite difference method (p-y curve and the ALLPILE program) with lateral load variations of 10 kN, 15 kN and 20 kN given to the top end of the pole with the principle of giving trial and error loads. The results of the calculation of the lateral deflection of the pile on the p-y curve method with finite difference resolution, the ALLPILE program, and the PLAXIS program respectively with a lateral load of 10 kN are 0.0629 cm; 1.21 cm; 0.27 cm, lateral loads of 15 kN are 0.0943 cm; 2.13 cm; 0.4051 cm, and a lateral load of 20 kN is 0.1258 cm; 3.14 cm; 0.5402 cm. Thus the lateral deflection load limit is 15 kN, so as not to exceed the permissible lateral deflection limit of 2.54 cm. The recommended method used is the ALLPILE program to better get the level of security from the lateral deflection of the pole when applied in the field.

Defleksi Lateral Tiang Tunggal Akibat Beban Lateral pada Tanah Pasir Ahmad Fahrul Lafit; Togani Cahyadi Upomo; Yeri Sutopo; Agung Sutarto
Inersia : Jurnal Teknik Sipil dan Arsitektur Vol 17, No 2 (2021): Desember
Publisher : Universitas Negeri Yogyakarta

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.21831/inersia.v17i2.27092

ABSTRACTOne type of deep foundation is a pile foundation that is designed and has the ability to withstand axial, lateral, and uplift loads. This analysis aims to determine and compare deflections that occur on poles that are in granular soil by using the manual calculation of the p-y curve method with finite difference approaches and calculations with Allpile and Plaxis software. The analysis was conducted three times, namely on a 60 cm diameter pole at a depth of 10 meters embedded pile with lateral loads of 25 kN, 50 kN, and 75 kN. The data used to calculate the lateral deflection of the pole is secondary data. Lateral deflection analysis using Plaxis software with a load of 25 kN, 50 kN, and 75 kN obtained lateral deflection of the uppermost pole respectively 0.159 cm, 0.324 cm, and 0.545 cm. Lateral deflection analysis using Allpile software with a load of 25 kN, 50 kN, and 75 kN obtained lateral deflection of the uppermost pile by 0.08 cm, 0.16 cm and 0.29 cm. While the results of the lateral deflection analysis of the manual calculation of the p-y curve method with a finite different up to 25 kN, 50 kN, and 75 kN loads obtained lateral deflection of the uppermost pile respectively by 0.60 cm, 0.12 cm and 0.179 cm. So the approximating calculations are manual calculation of the p-y curve method with calculations with Allpile software. Nash-Sutcliffe Efficiency (NSE) value calculation of the p-y curve method with plaxis software at lateral load 25 kN, 50 kN, 75 kN obtained consecutive NSE values of -5,946, -6,439, dan -30,118 all of which have unsatisfactory performance rating. Different with curve p-y method compared with Allpile that has consecutive NSE values of 0,876, 0,876, 0,876, dan 0,605 all of which have very good performance rating. ABSTRAKSalah satu jenis fondasi dalam adalah fondasi tiang yang didesain dan memiliki kemampuan untuk menahan beban aksial, lateral, dan uplift. Analisis ini bertujuan untuk mengetahui dan membandingkan defleksi yang terjadi pada tiang yang berada pada tanah granuler dengan menggunakan perhitungan manual metode kurva p-y dengan pendekatan beda hingga dan perhitungan dengan software Allpile dan Plaxis. Analisis dilakukan tiga kali percobaan yaitu pada tiang berdiameter 60 cm pada kedalaman tiang tertanam 10 meter dengan beban lateral sebesar 25 kN, 50 kN, dan 75 kN. Data yang dipakai untuk menghitung defleksi lateral tiang adalah data sekunder. Analisis defleksi lateral menggunakan software Plaxis dengan beban 25 kN, 50 kN, dan 75 kN didapatkan defleksi lateral tiang paling atas berturut-turut sebesar 0,159 cm, 0,324 cm, dan 0,545 cm. Analisis defleksi lateral menggunakan software Allpile dengan beban 25 kN, 50 kN, dan 75 kN didapatkan defleksi lateral tiang paling atas berturut-turut sebesar 0,08 cm, 0,16 cm, dan 0,29 cm. Sedangkan hasil analisis defleksi lateral perhitungan manual metode kurva p-y dengan pendekatan beda hingga dengan beban 25 kN, 50 kN, dan 75 kN didapatkan defleksi lateral tiang paling atas berturut turut sebesar 0,60 cm, 0,12 cm, dan 0,179 cm. Jadi perhitungan yang saling mendekati adalah perhitungan manual metode kurva p-y dengan perhitungan dengan software Allpile. Perhitungan nilai Nash-Sutcliffe Efficiency (NSE) metode kurva p-y dengan software Plaxis pada beban lateral 25 kN, 50 kN, dan 75 kN didapatkan nilai NSE berturut-turut sebesar -5,946, -6,493, dan -30,118 yang ketiganya memiliki rating performa tidak memuaskan. Berbeda dengan metode kurva p-y dibanding dengan Allpile memiliki nilai NSE berturut-turut sebesar 0,876, 0,876, dan 0,605 ketiganya mempunyai rating performa yang sangat baik.

KAPASITAS DUKUNG FONDASI TELAPAK PADA TANAH LEMPUNG YANG DISTABILISASI DENGAN CAMPURAN PASIR DAN ABU SEKAM PADI Hari Dwi Wahyudi; Togani Cahyadi Upomo
TAPAK [Teknologi Aplikasi Konstruksi] : Jurnal Program Studi Teknik Sipil Vol 8, No 1 (2018): November 2018
Publisher : Prodi Teknik Sipil Universitas Muhammadiyah Metro

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24127/tp.v8i1.797

Fondasi merupakan bagian paling bawah dari suatu struktur yang mempunyaifungsi sebagai mediator yang meneruskan beban konstruksi ke lapisan tanah yang beradadi bawah fondasi. Tanah di bawah fondasi akan mengalami tekanan geser (shear stresses)jika tanah tesebut berada dalam kondisi menerima beban. Nilai tekanan geser ini sangatdipengaruhi oleh besarnya beban yang diterima oleh tanah tersebut, dan dimensi geometrikfondasi. Kuat geser (shear strength) adalah kemampuan tanah untuk menerima tekanangeser akibat pembebanan yang terjadi. Jika nilai tekanan geser yang dialami oleh tanah dibawah fondasi melebihi kuat geser tanah maka, tanah tersebut akan mengalamikeruntuhan.Stabilisasi tanah adalah proses untuk memperbaiki bahkan mengubah sifat tanahdasar dengan tujuan untuk meningkatkan mutu dan kemampuan daya dukungnya sehinggaaman terhadap konstruksi bangunan yang akan didirikan di atasnya. Abu sekam padi(ASP) sebagai limbah dari hasil pengolahan padi menjadi beras pada merupakan salah satualternatif bahan additive yang dapat digunakan sebagai material stabilisasi tanah.Secara umum, tanah yang distabilisasi dengan campuran pasir dan Abu Sekam Padi(ASP) memiliki kapasitas dukung yang lebih baik dibandingkan dengan tanah yang tidakdistabilisasi. Penurunan yang terjadi akibat pembebanan yang diberikan pada tanah yangdistabilisasi akan semakin kecil seiring dengan penambahan prosentase Abu Sekam Padi(ASP). Bentuk telapak fondasi memberikan pengaruh pada kapasitas dukung fondasi dannilai penurunan tanah di bawah fondasi. Komposisi bahan campuran untuk stabilisasi yangoptimal yaitu campuran pasir dan 50% ASP, dengan tebal lapisan stabilisasi adalah 0,5B.Kata kunci : Fondasi, Lempung, Pasir, Stabilisasi, ASP.

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