scholarly journals ANALISIS MODEL KEGAGALAN RUMAH 2 LANTAI AKIBAT NEGATIVE SKIN FRICTION DAN CURAH HUJAN YANG TINGGI

2021 ◽  
Vol 4 (3) ◽  
pp. 623
Author(s):  
Jeanfrie Chandra ◽  
Chaidir Anwar Makarim
Keyword(s):  
Skin Friction ◽  
Soft Soil ◽  
Residential Building ◽  
Frictional Resistance ◽  
Slope Instability ◽  
Foundation Design ◽  
Negative Skin Friction ◽  
Soil Subsidence ◽  
Modeling Analysis

ABSTRACTOne of the problems that appear in a project is the presence of soft soil. In projects with soft soil types, it is necessary to manage the soil to increase the bearing capacity of soil. Soil subsidence on soft soil causes friction between the soil and the pile blanket, called the negative skin friction. Negative skin friction should not be neglected because it exerts a large enough force on the load that the pile must support. In addition, in designing an engineer must also pay attention to the optimal rainfall that will occur during the construction of a project and after that has an impact on the quality of the soil and foundation used. The topography of a project also needs to be considered, building a house on the edge of a slope can cause problems with slope instability. Increasing the load on the edge of the slope can reduce the safety factor of a slope. In this study, a modeling analysis will be carried out on a 2-story residential building that causes the house to collapse due to failure of the foundation design, the existence of negative frictional resistance on soft soil, and slope stability. ABSTRAKSalah satu permasalahan yang muncul pada suatu proyek adalah adanya tanah lunak. Pada proyek dengan jenis tanah lunak, perlu dilakukan perbaikan tanah untuk meningkatkan daya dukung tanah. Penurunan tanah pada tanah lunak menyebabkan gesekan antara tanah denan selimut tiang yang disebut fenomena tahanan friksi negatif. Tahanan friksi negatif tidak boleh diabaikan karena memberikan gaya yang cukup besar terhadap beban yang harus ditopang oleh tiang. Oleh karena itu, seorang insinyur harus memperhatikan dan mengetahui mengenai perilaku tanah lunak. Selain itu dalam mendesain, seorang insinyur juga harus memperhatikan mengenai curah hujan optimal yang akan terjadi selama pengerjaan suatu proyek dan setelahnya yang berdampak pada kualitas tanah dan fondasi yang digunakan. Topografi suatu proyek juga perlu diperhatikan, membangun rumah di tepi lereng dapat menyebabkan permasalahan pada ketidakstabilan lereng.  

scholarly journals NEGATIVE SKIN FRICTION EFFECT IN CONSTRUCTION AND SOME METHODS TO REDUCE NEGATIVE SKIN FRICTION EFFECT

2009 ◽  
Vol 12 (6) ◽  
pp. 96-103
Author(s):  
Ngo Van Dau
Keyword(s):  
Skin Friction ◽  
Soft Soil ◽  
Delta Area ◽  
Negative Skin Friction ◽  
Friction Effect ◽  
Practical Experiences

Basing on the researches in negative skin friction effect, especially practical experiences of construction on soft soil at Cuu Long delta area, this article want to show the negative skin friction effect in soft soil and suggest some methods to reduce this affect.

scholarly journals PERANCANGAN TIANG PANCANG DENGAN TAHANAN FRIKSI NEGATIF

2020 ◽  
Vol 3 (3) ◽  
pp. 879
Author(s):  
Vionita Salim ◽  
Aksan Kawanda
Keyword(s):  
Skin Friction ◽  
Carrying Capacity ◽  
Soft Soil ◽  
Neutral Plane ◽  
Initial Size ◽  
Negative Skin Friction ◽  
Hard Soil

Development in Jakarta took place the most, but the condition of the land in Jakarta ehich was dominated by sof soil was becoming an obstacle. Landfill is one way that can be done to strengthen or improve soft soil. But if this landfill causes a settlement in soil around the pile is bigger than the settlement in the pile, there will be negative skin friction which will cause the pile to be pulled down. This study aims to analyze and compare the magnitude of the influence of negative skin friction caused by the pile by using the undrained parameter, drained parameter, Meyerhof empirical, and Vesic empirical to analyze the carrying capacity of the pile and determine the neutral plane and negative skin friction with the Fellenius method and Prakash & Sharma methods. From the results of the analysis,negative skin friction does not accur in the pile that ends hard soil while it occurs in soil that ends soft soil. The location of neutral plane between the Fellenius method and Prakash & Sharma is not too different. But piles that experience negative skin friction need to be redesign. Changes in diameter of this pile can reach 2.5 times the initial size. Pembangunan di Jakarta sangat banyak, tetapi kondisi tanah di Jakarta yang didomisasi oleh tanah lunak mnjdi kendala. Timbunan menjadi salah satu cara yang dapt dilakukan untuk memperkuat atau memperbaiki tanah lunak. Tetapi apabila timbunan ini menyebabkan penurunan tanah di sekitar tiang lebih besar daripada penurunan tiang maka akan timbul gesekan antara selimut tiang dengan tanah ke arah bawah yang akan menyebabkan tiang tertarik ke bawah. Gaya geser ke bawah ini dikenal sebagai gesekan selimt negatif. Studi ini bertujuan untuk menganalisis dan membandingkan besarnya pengaruh gesekan selimut negatif akibat timbunan dengan menggunakan metode undrained parameter, drained parameter, empiris Meyerhoff, dan empiris Vesic untuk menganalisis daya dukung tiang serta penentuan titik netral dan friksi negatif dengan metode Fellenius dan Prakash & Sharma. Dari hasil analisis, gesekan selimut negative tidak terjadi di tiang yang berujung tanah keras sedangkan terjadi di tanah pada tanah yang berujung tanah lunak. Letak tiitk netral antara metode Fellenius dan Prakash & Sharma tidak terlalu berbeda. Tetapi tiang yang mengalami friksi negatif perlu didesain ulang ukurannya. Perubahan diameter tiang ini bisa mencapai 2.5 kali dari ukuran awal.

Foundation Design Problems of Some Bridges near Welland, Ontario

1975 ◽  
Vol 2 (2) ◽  
pp. 193-208
Author(s):  
R. M. Isaacs ◽  
S. T. Maitland ◽  
A. M. Mirza
Keyword(s):  
Skin Friction ◽  
Coal Tar ◽  
Large Diameter ◽  
Highway Bridges ◽  
Lateral Loads ◽  
Foundation Design ◽  
Design Factor ◽  
Intimate Contact ◽  
Negative Skin Friction ◽  
Low Shear

Large-diameter piles socketed into bedrock support the abutments and piers of several large railway and highway bridges across the approach cuts of a tunnel near Welland, Ontario. The design of these piles was governed by the following considerations: (a) the large vertical and lateral loads involved, (b) the low shear strengths of the overburden and the low design factor of safety of the slopes of the approach cuts, (c) the effect of the construction of piers and abutments on the stability of the slopes, (d) the development of negative skin friction on the piles at the abutments and some piers, (e) chemical and micro-biological attack on steel, and sulfate attack on concrete by the constituents of the groundwater, (f) the low shear strength of the gypsum in the bedrock and its tendency to creep, and (g) the possibility that gypsum might be leached out of the bedrock as the groundwater regime changes.The piles used varied from 24 in. (61 cm) and 30 in. (76 cm) in diameter for the highway bridges to 48 in. (122 cm) in diameter for the railway bridges. Where settlement of the overburden was expected to occur, only groups of vertical piles were used and these were coated with coal tar to limit the maximum value of negative skin friction. As these piles also were required to resist large lateral loads, the steel casings used in construction were designed to contribute to the structural strength of the piles and were protected from chemical and microbiological attack by a coat of an epoxy resin beneath the coal tar. The design took into account the lateral resistance of the overburden and, where it was insufficient, that of the bedrock. This type of pile was installed in an overexcavated hole and the casing was concreted several feet into bedrock; where bedrock conditions warranted it, the vertical load on the pile was transferred to the rock by the wedge action of a tapered socket.Where negative skin friction was not a problem, combinations of raked and vertical piles were used. The contribution of the casing to the strength of the piles was ignored and the casings were not protected. Tapered sockets were used on some of these piles where rock conditions were unsatisfactory.All concrete was sulfate-resistant, and for casings socketed into bedrock a method of installation was used that ensured intimate contact of concrete with the casings and the surrounding bedrock.

A theoretical solution for pile-supported embankments on soft soils under one-dimensional compression

2008 ◽  
Vol 45 (5) ◽  
pp. 611-623 ◽  
Author(s):  
R. P. Chen ◽  
Y. M. Chen ◽  
J. Han ◽  
Z. Z. Xu
Keyword(s):  
Skin Friction ◽  
Soft Soil ◽  
Closed Form Solution ◽  
Stress Transfer ◽  
Form Solution ◽  
Soil Arching ◽  
Foundation Soil ◽  
Negative Skin Friction ◽  
One Dimensional ◽  
Piled Embankment

Pile-supported embankments are increasingly being used for highways, railways, storage tanks, etc. over soft soil because of their effectiveness in accelerating construction and minimizing deformation. The stress transfer mechanisms among all of the components in a piled embankment, including the embankment fill, the piles and (or) caps, and the foundation soils, are complicated. In this study, a closed-form solution for one-dimensional loading was obtained taking into consideration the soil arching in the embankment fill, the negative skin friction along the pile shaft, and the settlement of the foundation soil. In the derivations, the piles, the embankment fill, and the foundation soil were assumed to deform one-dimensionally. This study investigated the stress concentration on top of the pile, the axial load and skin friction distributions along the pile, and the settlement of the embankment. Comparisons demonstrate that the results from this solution are in good agreement with those obtained using a finite element method. It is worth pointing out that this solution should be applied to the piles close to the centerline of the embankment and not to those near the toe of the embankment because of the two-dimensional loading condition near the toe.

scholarly journals Downdrag Measurements on a 160-Ft Floating Pipe Test Pile in Marine Clay

1972 ◽  
Vol 9 (2) ◽  
pp. 127-136 ◽  
Author(s):  
M. Bozozuk
Keyword(s):  
Skin Friction ◽  
Compressive Load ◽  
Marine Clay ◽  
Positive Skin ◽  
Negative Skin Friction ◽  
Pore Pressures ◽  
Excess Pore Pressures ◽  
Test Pile ◽  
Excess Pore

Large negative skin friction loads were observed on a 160 ft (49 m) steel pipe test pile floating in marine clay. The test pile was driven, open-ended, on the centerline of a 30 ft (9 m) high granular approach fill on the Quebec Autoroute near Berthierville. Since the installation was made in 1966 the fill has settled 21 in. (53 cm), dragging the pile down with it. Negative skin friction acting along the upper surface of the pile was resisted by positive skin friction acting along the lower end as it penetrated the underlying clay. Under these conditions the pile compressed about [Formula: see text] (2 cm). Analysis of the axial strains indicated that a peak compressive load of 140 t developed at the inflection point between negative and positive skin friction 73 ft (22 m) below the top of the pile. Negative and positive skin friction acting on the upper surface of the pile exceeded the in situ shear strength and approached the drained strength of the soil where excess pore water pressures had dissipated. At the lower end where the positive excess pore pressures were high and relative movement between the pile and the soil was large, the positive skin friction approached the remoulded strength as measured with the field vane. Skin friction was increasing, however, as positive escess pore pressures dissipated.This paper shows that skin friction loads are related to the combination of (a) in situ horizontal effective stresses, (b) horizontal stresses due to embankment loads, and (c) horizontal stresses due to differential settlement of the fill.

Application Research on Composite Foundation of Rammed Soil-Cement Piles Applied in the Da-Guang Expressway from Gu'an to Shenzhou

2013 ◽  
Vol 740 ◽  
pp. 655-658
Author(s):  
Huan Sheng Mu ◽  
Ling Gao
Keyword(s):  
Soft Soil ◽  
Composite Foundation ◽  
Application Research ◽  
Action Mechanism ◽  
Foundation Design ◽  
Soil Cement ◽  
Soil Foundation ◽  
Soft Soil Foundation ◽  
Cement Soil ◽  
Capacity Characteristic

Through the practice of tamped cement soil pile in treatment of soft soil foundation in Guan to Shenzhou section of Daqing-Guangzhou Expressway, the author expounds the action mechanism of rammed soil cement pile, composite foundation design points and calculation method of bearing capacity characteristic value.

Kajian Kualitas Permukiman Kawasan Pesisir Kecamatan Marobo Kabupaten Muna

2021 ◽  
Vol 5 (2) ◽  
pp. 149
Author(s):  
Halija Halija ◽  
Jufri Karim ◽  
Sawaludin Sawaludin
Keyword(s):  
Physical Condition ◽  
Coastal Area ◽  
Residential Buildings ◽  
Residential Building ◽  
Earth Satellite ◽  
Google Earth ◽  
Wall Material ◽  
Floor Area ◽  
Medium Quality

Abstrak: Penataan ruang kawasan pesisir harus dipandang sebagai upaya dalam peningkatan kualitas kawasan fisik dan kesejahteraan masyarakat.Permasalahan dalam penelitian ini, yaitu tidak berfungsinya drainase secara optimal belum terdapatnya sarana mandi, cuci, kakus (MCK) dan kondisi faktor fisik rumah yang masih berstruktur kayu dan semi permanan. Tujuan dari penelitian ini, yaitu: (1) menganalisis kondisi fisik permukiman kawasan pesisir; (2) menganalisis kualitas permukiman kawasan pesisir dan merumuskan strategi pemecahan masalah permukiman kawasan pesisir Kecamatan Marobo Kabupaten Muna. Metode penelitian ini, yaitu: (1) kondisi fisik permukiman diketahui dengan melakukan interpertasi citra satelit Google Earth:(2)kualitas permukimandiketahui denganpendekatan keruangan dengan menggunakan Sistem Informasi Geografi pada aplikasi ArcGIS dengan melakukan teknik analisis scoring. Hasil penelitian ini menunjukkan bahwa: (1)nilai kelayakan bangunan rumah hunian Desa Marobo, yaitu 70% dengan luas lantai >7,2, skor  5 bisa di kategorikan cukup luas, kemudian kelurahan Paroha 50 %, dengan luas lantai >7,2 skor  3,  Kelurahan Wadolau nilai kelayakan bangunan rumah hunian, yaitu 30% dengan luas lantai >7,2 skor  2  dan terakhir Kelurahan Tapi-Tapi nilai kelayakan bangunan rumah hunian, yaitu <10% dengan luas lantai>7,2 skor  1, sehingga bisa di kategorikan cukup kecil/sempit; (2) permukiman penduduk di Pesisir Desa Tapi-Tapi, Desa Wadolau, dan Desa Marobo didominasi oleh rumah nelayan, dengan luas pekarangan dan luas rumah tinggal cukup kecil/sempit.  Kondisi fisik rumah tinggal penduduk di Kecamatan Marobo termasuk kategori semipermanen yang tercermin dari jenis bahan dinding rumah yang mayoritas terbuat dari  papan kayu berkualitas sedang.Kata kunci: kondisi fisik, kualitas permukiman, kawasan pesisirAbstract: Coastal spatial planning must be seen as an effort to improve the quality of physical areas and the welfare of the community. The problem in this study are the drainage does not function optimally, among others there are no facilities for bathing, washing, latrines and the physical condition of the house which is still structured in wood and semi-permanent. The purpose of this study are: (1) to analyze the physical condition of the coastal area settlement in Marobo District Muna Regency; (2) to analyze the quality of coastal area settlements and formulate strategies for solving the problem of coastal area settlements in Marobo District Muna Regency. The research methods are: (1) the physical condition of the settlement is known by interpreting Google Earth satellite imagery; (2) settlement quality is known by spatial approach using Geographic Information Systems with ArcGIS by conducting a scoring analysis technique. The results of this study are: (1)the feasibility value of Marobo Village residential building is 70% with a floor area >7,2 score 5 can be categorized quite broadly, Paroha Village 50%, with a floor area >7,2 score 3 Wadolau Village the feasibility value of residential building is 30% with a floor area >7,2, score 2 and lastly the Tapi-Tapi Village feasibility value of residential buildings is <10% with a floor area >7,2 score 1 so that it can be categorized quite small/narrow; (2) the residential settlements in the Tapi-Tapi Village, Wadolau Village and Marobo Village are dominated by fishermen's houses, with a large yard area and a small/narrow residential area. The physical condition of resident houses in Marobo District belongs to the semi-permanent category, which is reflected in the type of wall material of the house which is mostly made of medium quality wood plasterKeywords: physical condition, quality of settlements, coastal area

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