scholarly journals STUDI PERENCANAAN STRUKTUR PONDASI TIANG PANCANG GEDUNG FAKULTAS SYARIAH IAIN PONOROGO

2018 ◽  
Vol 1 (2) ◽  
Author(s):  
Lin Sintyawati ◽  
Sigit Winarto ◽  
Ahmad Ridwan
Keyword(s):  
Carrying Capacity ◽  
Force Control ◽  
Pile Foundation ◽  
Shear Force ◽  
Soil Depth ◽  
Soil Layer ◽  
Basic Construction ◽  
Earthquake Loads ◽  
Live Loads ◽  
Hard Soil

ABSTRACTThe foundation is a basic construction of a building that functions to carry away dead loads, live loads and angina loads and earthquake loads of a building to the soil layer which is at the bottom without causing excessive soil collapse. In this calculation I use the mayerhoff method and the calculation based on the results of the analysis of the carrying capacity of single and group foundations can be concluded that: 1. the results of loading analysis that occurred in the IAIN Ponorogo Sharia Faculty Building 379,198.5 kg. 2. the calculation of the sondir which is carried out by the hard soil depth reaches a depth of 5.8 meters. Calculation of pile foundation using a diameter of 40 cm with reinforced iron D16 iron spacing 125 with 5 reinforcement contents, and said SAFE. 3. The results of the shear force control calculation: a. Calculation of One-Way Shear Control = 1,085.34 tons> Nominal Shear Force = 348.05 tons said SAFE b. Calculation of Two-Way Shear Control = 1.272.45 tons> Nominal Shear Force = 877.91 tons said SAFE, 4. The pile foundation will experience cracking when there is a moment of 58,278,400 tons / m2 <150 tons / m2 maximum moment SAFE is permitted and said the decrease that will occur is 4,644 mm <360 mm, a decrease that is permitted and said SAFE. Keywords: pile foundation, meyerhoff method, fracture of pile foundation, reduction / pile foundation stability.

scholarly journals PERENCANAAN PONDASI TIANG PANCANG GEDUNG PASCA SARJANA FAKULTAS TEKNIK UNIVERSITAS KADIRI

2020 ◽  
Vol 3 (1) ◽  
pp. 55
Author(s):  
Rizaludin Rizaludin ◽  
Sigit Winarto ◽  
Ahmad Ridwan
Keyword(s):  
Carrying Capacity ◽  
Pile Foundation ◽  
Soil Layer ◽  
Calculation Formula ◽  
Pile Cap ◽  
Hard Soil ◽  
Single Piles ◽  
Story Building ◽  
Selection Of ◽  
General Method

The foundation is a part of the structure that functions as a support for the building and distributes the burden on it (upper fabric) or the soil layer with a stable enough carrying capacity. In planning the foundation for a structure can use several types. The selection of the foundation to be used based on the weight of the building. The construction of the C story building seven-story University requires a strong foundation. The pile foundation was chosen because it was relatively fast, easy, and yielded hard soil at 5.6 m. In this calculation, three methods as a Trofimankove method and the Meyerhoff method and the General Method Method. Pile foundation planning has a planned load of Qu 231 Ton. The calculation of the three ways obtained more efficient results, namely the count with a Meyerhoff method equal to 82.21. The number of single piles that are close to one pile cap is four poles, so the calculation formula of the Pall piles group is 232.82 tons. Thus it can be concluded that Pmax <Pall 231 Ton <232.82 Ton, which means that it meets the requirements.Pondasi adalah bagian struktur yang berfungsi sebagai penopang bangunan dan menyalurkan beban diatasnya (upper structure) atau lapisan tanah yang memiliki daya dukung yang cukup kuat . Dalam merencanakan pondasi untuk suatu struktur dapat menggunakan beberapa macam tipe pondasi. Pemilihan pondasi berdasarkan fungsi bangunan atas yang akan dipikul oleh pondasi tersebut, berdasarkan beban dan beratnya bangunan atas kedalaman tanah dimana bangunan tersebut didirikan. Pembangunan gedung C berlantai 7 Universitas Kadiri memerlukan pondasi yang kuat. Pondasi tiang pancang dipilih karena pekerjaan relatif cepat, mudah dan hasil sondir tanah keras pada 5,6 m. Pada perhitungan ini digunakan tiga metode yaitu metode Trofimankove dan metode mayerhoff serta Metode cara Umum. Perencanaan pondasi tiang pancang memiliki beban rencana sebesar Qu 231 Ton. Dari perhitungan ketiga metode didapat hasil yang lebih efisien yaitu pada perhitungan dengaan metode mayerhoff yaitu sebesar 82,21. Jumlah tiang tunggal yang mendekati pada satu pile cap adalah 4 tiang, sehingga diperoleh dari rumus perhitungan Pall tiang kelompok 232,82 Ton. Dengan demikian dapat disimpulkan Pmaks < Pall 231 Ton < 232,82 Ton, yang artinya memenuhi syarat.

scholarly journals Analysis of the Carrying Capacity of the Pile Foundation Compared to Jacking System and Pile Driving Analyzer (PDA) Test

2020 ◽  
Vol 3 (2) ◽  
pp. 79-98
Author(s):  
Choirus Soleh Rozeli
Keyword(s):  
Carrying Capacity ◽  
Pile Foundation ◽  
Quantitative Data ◽  
Soil Layer ◽  
System Capacity ◽  
Pile Driving ◽  
Pile Capacity ◽  
Survey Techniques ◽  
Survey Technique ◽  
Hydraulic Jacking

The foundation is a structure under the building that serves as a distributor of the load on it to the supporting ground layer. The pile capacity is obtained from the soil investigation results which is a sondir test. Sondir test is a technique of soil layer estimator to determine the type of foundation that will be used such as pile foundation. Hydraulic Jacking System is a equipment to pressure the pile. Pile Driving Analyzer Test is a system used for test the pile dynamically after erection. The purpose of this research is to know the method of bearing capacity of pile foundation calculation based on sondir data which approach Hydraulic Jacking System capacity and Pile Driving Analyzer Test capacity. This research method is quantitative. Data were collected using survey techniques. The survey technique is used to obtain generat data from the field. The data is processed using Schmertmann’s method, Philipponant’s method, and Andina’s method, and the results is compared with the Hydraulic Jacking System capacity and Pile Driving Analyzer Test capacity.

Meningkatkan Daya Dukung Pondasi Tiang Pancang Gedung Abipraya Mojo Kabupaten Kediri Menggunakan Metode Begemann

2021 ◽  
Vol 4 (2) ◽  
pp. 27
Author(s):  
Arif Fathur Rohman ◽  
Edy Gardjito ◽  
Agata Iwan Candra ◽  
Andri Dwi Cahyono
Keyword(s):  
Carrying Capacity ◽  
Pile Foundation ◽  
Axial Load ◽  
Structural Element ◽  
Deep Foundation ◽  
Hard Soil ◽  
Deep Depth ◽  
Building Project ◽  
Calculation Factor

The foundation is a lower structural element that serves to with stand the load of the upper structure. Pile foundation is one type of deep foundation, which is widely used in the construction of buildings. Pile foundation used in hard soil cases is located at a very deep depth. Abipraya Building is a building located in kediri regency which later functioned as a rural office. This study aims to increase the carrying capacity of pile foundation in the abipraya building project using the begemann method. Calculations carried out include the calculation of loading, carrying capacity, buckling factor and determination of foundation point.  Based on the calculations obtained the results of axial load (sigma Vertical Ultimate) Σνυ of 99.70. with a single-pole carrying capacity of 38.89 tons and a group pole carrying capacity of 117,917 tons. These results will be planned the foundation of the stake with a diameter of 30 with a depth of 8 meters, amounting to 4 poles. Calculation factor buckling results in 194.14 kg/cm2 smaller than the allowed maximum 2400 kg/cm2. Thus, with the known components of the planning of the pile foundation, it can be used as a reference in the construction of the abipraya building.

Numerical Simulation Analysis on Effects of Freezing and Thawing on Workover Rig Anchor Pile Bearing Performance

2012 ◽  
Vol 204-208 ◽  
pp. 714-717 ◽  
Author(s):  
Juan Zhu ◽  
Long Qing Zou ◽  
Hai Long Fu
Keyword(s):  
Carrying Capacity ◽  
Simulation Analysis ◽  
Soil Depth ◽  
Soil Layer ◽  
Load Resistance ◽  
Frozen Soil ◽  
Large Temperature ◽  
Freezing And Thawing ◽  
Foundation Soil ◽  
Resistance Performance

Through simulating interaction between pile and foundation soil after establishing surface-surface contact element with finite element method and ANSYS software, the load resistance performance and ultimate strength of the ground anchor pile working for a workover derrick are achieved. In winter, frozen soil depth can be up to 2 meters in north china. When temperature rises in spring, the Polar grassland changes by three stages, namely, frozen, freeze thawing and melted. But for the large temperature difference between morning and evening, the state of the soil layer is extremely unstable which greatly affect the carrying capacity of anchor piles. This paper focuses on the melting influence of soil layer and the load resistance performance is studied. With a set of calculation parameter, the simulation result shows that the carrying capacity of anchor piles decreases 28% in melted state than freeze thawing.

scholarly journals PERENCANAAN FONDASI TIANG PANCANG PADA PROYEK TOWER 2 ARANDRA RESIDENCE

2020 ◽  
Vol 2 (2) ◽  
pp. 99-106
Author(s):  
Zulhady Zuhri ◽  
Istiatun Istiatun
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Soil Layer ◽  
Deep Foundation ◽  
Final Project ◽  
Load Carrying ◽  
Pile Cap ◽  
Hard Soil ◽  
Primary Consolidation ◽  
Ultimate Load Carrying Capacity

ABSTRACTThe pile foundation is an sub-structure to load from the upper structure. Ultimate load carrying-capacity (qu) will be transfered into a hard soil layer by using a deep foundation system. To design the pile foundation, several methods are needed to obtain different bearing capacity values. This study determines the planned pile depth, pile dimensions and pile cap. The purpose of this final project is to plan the pile foundation for the Arandra Residance 2 tower construction project located in Cempaka Putih, Central Jakarta. The method used is the method of Meyerhof, U.S Army Corp, Tomlinson, α and λ. In addition, the calculation of reinforcement, immediate settlement and settlement of primary consolidation was also carried out. The results of the calculation of bearing capacity foundation are different values. The Meyerhof Qu method is 9846,786 kN, the U.S Army Corp method Qu = 11065.11 kN, the Tomlinson Qu method = 10409.68 kN, the method α = 9558.95 kN, and the method λ Qu = 10066.37 kN. Whereas according to Broms, the lateral bearing capacity is 10845 kN. In planning used reinforcement D25-270. Immediate settlement is 50.3 mm, primary consolidation settlement is 9.89 mm, and time rate of consolidation during 1.75 months. Keywords: Foundation, driven pile, bearing capacity, settlement, primary consolidation  ABSTRAKFondasi tiang merupakan fondasi yang menyalurkan beban struktur atas dan beban lainnya ke struktur lapisan tanah keras yang mempunyai daya dukung tinggi yang terletak jauh di dalam tanah. Untuk merencanakan fondasi tiang pancang diperlukan beberapa metode untuk mendapatkan nilai daya dukung yang berbeda. Studi ini menentukan kedalaman tiang pancang yang direncanakan, dimensi tiang pancang dan pilecap.  Tujuan dari tugas akhir ini adalah merencanakan pondasi tiang pancang untuk proyek pembangunan tower Arandra Residance 2 yang berlokasi di Cempaka Putih, Jakarta Pusat. Metode yang digunakan adalah metode Meyerhof, U.S Army Corp, Tomlinson, α dan λ. Daya dukung lateral menggunakan metode Broms. Selain itu juga dilakukan perhitungan penulangan, penurunan segera, dan penurunan konsolidasi primer. Hasil perhitungan daya dukung fondasi terdapat perbedaan nilai. Metode Meyeherhof Qu = 9846.786 kN, metode U.S Army Corp Qu = 11065.11 kN, metode Tomlinson Qu = 10409.68 kN, metode α = 9558.95 kN, dan metode λ Qu = 10066.37 kN. Sedangkan menurut broms daya dukung lateral sebesar 10845 kN. Pada perencanaan digunakan tulangan D25-270. Penurunan segera terjadi sebesar 50.3 mm, penurunan primer sebesar9.89 mm, dan kecepatan waktu penurunan konsolidasi selama 1.75 bulan. Kata kunci: Fondasi, tiang pancang, daya dukung, penurunan, dan konsolidasi primer

Analisis Daya Dukung Tanah Dan Bahan Pondasi Tiang Pancang Pada Pembangunan Jembatan Kab. Jombang

2020 ◽  
Vol 9 (1) ◽  
pp. 32-37
Author(s):  
Ruslan Hidayat ◽  
Saiful Arfaah
Keyword(s):  
Carrying Capacity ◽  
Pile Foundation ◽  
Heavy Traffic ◽  
Traffic Volume ◽  
Material Strength ◽  
Cone Penetrometer ◽  
The Village

One of the most important factors in the structure of the pile foundation in the construction of the bridge is the carrying capacity of the soil so as not to collapse. Construction of a bridge in the village of Klitik in Jombang Regency to be built due to heavy traffic volume. The foundation plan to be used is a pile foundation with a diameter of 50 cm, the problem is what is the value of carrying capacity of soil and material. The equipment used is the Dutch Cone Penetrometer with a capacity of 2.50 tons with an Adhesion Jacket Cone. The detailed specifications of this sondir are as follows: Area conus 10 cm², piston area 10 cm², coat area 100 cm², as for the results obtained The carrying capacity of the soil is 60.00 tons for a diameter of 30 cm, 81,667 tons for a diameter of 35 cm, 106,667 tons for a diameter of 40 cm, 150,000 tons for a diameter of 50 cm for material strength of 54,00 tons for a diameter of 30 cm, 73,500 tons for a diameter of 35 cm, 96,00 tons for a diameter of 40 cm, 166,666 tons for a diameter of 50 cm

Strengthening and widening of steel pony truss bridges

1977 ◽  
Vol 4 (2) ◽  
pp. 214-225
Author(s):  
Baidar Bakht ◽  
Paul F. Csagoly
Keyword(s):  
Traffic Safety ◽  
Carrying Capacity ◽  
Point Of View ◽  
Load Carrying Capacity ◽  
Truss Bridges ◽  
Load Carrying ◽  
Live Loads ◽  
Pros And Cons ◽  
Pony Truss Bridge ◽  
Truss Bridge

There are many thousands of existing pony truss bridges in North America which were constructed in the earlier part of this century and are still serving as important traffic carriers. The present economic situation demands that these bridges should usefully serve their purpose for as long as is safely possible.These bridges could be found inadequate for either or both of the following reasons. With the exception of remote areas, operational traffic safety would require two 12-ft lanes plus adequate shoulders. Many of these old bridges are therefore unsatisfactory from the geometrical point of view. Some bridges were designed for live loads that are only a fraction of present commercial vehicle weights.A computer-oriented method of rigorous analysis of lateral buckling behaviour of pony truss bridges is briefly discussed. The method is implemented through a computer program which has been validated by experimental data. It is expected that the program would predict realistic values of load-carrying capacity of such bridges and would help to avoid many an unnecessary replacement.Various methods of strengthening and widening pony truss bridges, and their pros and cons, are discussed. It is shown that the strengthening of a few components of a pony truss bridge does not always lead to an increase in the load-carrying capacity of the bridge.

scholarly journals ANALISIS GAYA GEMPA PADA BANGUNAN RUMAH TINGGAL DI WILAYAH GEMPA TINGGI

2018 ◽  
Vol 7 (2) ◽  
pp. 57-64
Author(s):  
Alfian Wiranata Zebua
Keyword(s):  
Structural Analysis ◽  
Shear Force ◽  
Structure Model ◽  
Dynamic Shear ◽  
Earthquake Loads ◽  
Story Drift ◽  
Loads Analysis ◽  
Support Reactions ◽  
Static Shear

Abstract : Four stories building was used as structure model. Static earthquake loads distribution were determined according to SNI 1726:2012. The effect of dynamic earthquake loads also considered. The result of structural analysis determined using ETABS. It were static shear force 1.082,64 KN and dynamic shear force, Fx = 1.057 KN and Fy = 983,5 KN. Colomn and beam forces were also determined. Support reactions and joint displacements were determined through structural analysis. Mass modal participation has been reached over 90% at mode 5. Story drift was still smaller than the allowable story drift.Keywords : earthquake loads analysis, residential building.Abstrak:Model struktur yang dianalisis yaitu gedung beraturan lantai 4 untuk rumah tinggal. Distribusi beban gempa statik diperoleh sesuai dengan SNI 1726:2012. Pengaruh beban gempa dinamik juga diperhitungkan. Hasil analisis struktur diperoleh antara lain besaran gaya geser statik 1.082,64 KN dan gaya geser dinamik, Fx = 1.057 KN dan Fy = 983,5 KN. Besaran gaya elemen kolom dan balok juga diperoleh. Reaksi tumpuan serta perpindahan titik buhul dapat diketahui dari hasil analisis yang dilakukan. Pada mode 5, partisipasi massa model yang dianalisis sudah mencapai 90%.Simpangan antar lantai yang terjadi pada model struktur tidak melebihi simpangan yang diijinkan.Kata kunci : analisis gaya gempa, bangunan rumah tinggal.

scholarly journals Depth-Dependent C-N-P Stocks and Stoichiometry in Ultisols Resulting from Conversion of Secondary Forests to Plantations and Driving Forces

Forests ◽  
2021 ◽  
Vol 12 (10) ◽  
pp. 1300
Author(s):  
Xiaogang Ding ◽  
Xiaochuan Li ◽  
Ye Qi ◽  
Zhengyong Zhao ◽  
Dongxiao Sun ◽  
...  
Keyword(s):  
Soil Depth ◽  
Soil Layer ◽  
Pinus Elliottii ◽  
Slash Pine ◽  
Pine Plantations ◽  
Secondary Forests ◽  
Masson Pine ◽  
Soil Layers ◽  
Soil C ◽  
Significant Difference

Stocks and stoichiometry of carbon (C), nitrogen (N), and phosphorus (P) in ultisols are not well documented for converted forests. In this study, Ultisols were sampled in 175 plots from one type of secondary forest and four plantations of Masson pine (Pinus massoniana Lamb.), Slash pine (Pinus elliottii Engelm.), Eucalypt (Eucalyptus obliqua L’Hér.), and Litchi (Litchi chinensis Sonn., 1782) in Yunfu, Guangdong province, South China. Five layers of soil were sampled with a distance of 20 cm between two adjacent layers up to a depth of 100 cm. We did not find interactive effects between forest type and soil layer depth on soil organic carbon (SOC), total nitrogen (TN), and total phosphorus (TP) concentrations and storages. Storage of SOC was not different between secondary forests and Eucalypt plantations, but SOC of these two forest types were lower than that in Litchi, Masson pine, and Slash pine plantations. Soil C:P was higher in Slash pine plantations than in secondary forests. Soil CNP showed a decreasing trend with the increase of soil depth. Soil TP did not show any significant difference among soil layers. Soil bulk density had a negative contribution to soil C and P stocks, and longitude and elevation were positive drivers for soil C, N, and P stocks. Overall, Litchi plantations are the only type of plantation that obtained enhanced C storage in 0–100 cm soils and diverse N concentrations among soil layers during the conversion from secondary forests to plantations over ultisols.

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