scholarly journals Bearing Capacity Analysis of Bridge Foundation Based on Cone Penetration Test Data and Soil Parameters Data

2019 ◽  
Vol 19 (3) ◽  
pp. 145
Author(s):  
Muhammad Yunus ◽  
Zahrin F. Syahdinar
Keyword(s):  
Specific Gravity ◽  
Bearing Capacity ◽  
Water Content ◽  
Liquid Limit ◽  
Soil Parameters ◽  
Bridge Structure ◽  
Cone Penetration ◽  
Sand Soil ◽  
Cone Penetration Testing ◽  
Allowable Bearing Capacity

One that deserves the attention of planners in designing a bridge structure is the design of the substructure. This is due to the fact that the structure below determines the quality and service life of a bridge and at present many cases of bridge structure failures are caused by failures of the substructure in holding the load acting on the bridge The aim of this research to test the characteristics of the soil and calculate bearing capacity of the foundation based cone penetration testing data and soil parameters at the Aifa bridge construction field in Fafurwar District, Teluk Bintuni Regency, West Papua Province. From the results of testing the soil characteristics in the laboratory, the type of soil at point 1 is the type of good to bad graded sand soil (SW-SP) with a water content of 17.72%, specific gravity 2.98, liquid limit (LL) = 16,746% included in the non-plastic category. While the location of point 2 is obtained from good to bad graded sand soil type (SW-SP) with a water content of 28.52%, specific gravity 2.73, liquid limit (LL) = 16.746% including the non-plastic category. To analysis of the calculation of the bearing capacity of the foundation Aifa bridge using data from the sondir test results for point 1 was obtained allowable bearing capacity (Qall) is 4.610,44 kN and for point 2 was obtained allowable bearing capacity (Qall) is 3.598,43 kN. For calculating bearing capacity of the foundation using soil parameter data for point 1 was obtained bearing capacity allowable (Qall) is 2.209,93 kN and for point 2 was obtained allowable bearing capacity (Qall) is 655,41 kN

scholarly journals Daya Dukung Tanah Fondasi Dangkal Pada Bukit Hambalang Bagian Selatan, Kecamatan Citeureup, Kabupaten Bogor

2017 ◽  
Vol 8 (3) ◽  
pp. 143
Author(s):  
Rifki Asrul Sani
Keyword(s):  
Bearing Capacity ◽  
Standard Penetration Test ◽  
Geological Mapping ◽  
Shallow Foundation ◽  
Soil Parameters ◽  
Penetration Test ◽  
Square Footing ◽  
Local Soil ◽  
Allowable Bearing Capacity ◽  
Shear Condition

ABSTRAKSeiring dengan terjadinya longsoran di beberapa titik wilayah di bukit Hambalang, maka diperlukan kajian data kondisi geologi teknik berupa sifat fisik dan mekanik tanah serta batuan bawah permukaan, terutama mengenai daya dukung tanah dalam menahan beban bangunan di atasnya agar tidak terjadi penurunan. Metode yang digunakan dalam penelitian ini dibagi menjadi tiga, yaitu metode penelitian studio dengan memanfaatkan data-data sekunder yang telah ada, metode penelitian di lapangan melalui pemetaan geologi untuk mendapatkan data litologi yang tersingkap di permukaan, zonasi longsoran yang terjadi, dan identifikasi kekuatan tanah hasil pemboran geoteknik dengan Standard Penetration Test (SPT), serta metode penelitian di laboratorium untuk mendapatkan parameter sifat fisik dan mekanik tanah sebagai penunjang data daya dukung tanah serta geologi teknik daerah penelitian. Hasil perhitungan fondasi dangkal untuk general soil shear condition dan local soil shear condition dapat disimpulkan bahwa daya dukung tanah yang diizinkan (qa) untuk setiap kedalaman yang paling tinggi pada fondasi bujur sangkar (square footing) dan nilai tertinggi yang terdapat pada kedalaman 2 m, yaitu 57,32 ton/m2 dan 36,11 ton/m2. Fondasi yang paling rendah untuk semua kedalaman pada fondasi menerus (continuous footing) untuk kedalaman 2 m memiliki nilai 34,49 ton/m2 dan 21,25 ton/m2. Berdasarkan data SPT, nilai daya dukung yang diizinkan (qa) pada masing-masing titik bor berkisar pada rentang 2,85 ton/m2 sampai 16,85 ton/m2. Kata kunci: longsoran, daya dukung, Standard Penetration Test (SPT). ABSTRACTAlong with the landslide in some areas on the Hambalang Hill, it needs data of engineering geological study such as mechanical and physical properties of soil also subsurface rocks. Especially regarding the soil bearing capacity in order to restrain the building from settlement. There are three methods which used in this research, those are studio research by using secondary data, fieldwork research that is geological mapping conducted to obtain data on lithological rocks at surface, landslide zone and soil strength identification from geotechnical drilling with Standard Penetration Test (SPT) and laboratory research to obtain the soil parameters of physical and mechanical properties, which used to support soil bearing capacity data and engineering geology in research area. The calculation results of the shallow foundation for general soil shear condition and the local soil shear condition it could be concluded that the allowable bearing capacity for all depth which is highest at the square footing and the highest value found to a depth of 2 m, that is 57.32 ton/m2 and 36.11 ton/m2. The lowest foundation for all the depth of the continuous footing to a depth of 2 m had value 34.49 ton/m2 and 21.25 ton/m2. Based on data from SPT, the allowable bearing capacity on each of borehole ranging from 2.85 ton/m2 to 16.85 ton/m2. Keywords: landslide, bearing capacity, Standard Penetration Test (SPT).

scholarly journals A Framework to Predict the Load-Settlement Behavior of Shallow Foundations in a Range of Soils from Silty Clays to Sands using CPT Records

2021 ◽  
Author(s):  
Hossein MolaAbasi ◽  
Aghileh Khajeh ◽  
REZA JAMSHIDI CHENARI ◽  
Meghdad Payan
Keyword(s):  
Bearing Capacity ◽  
Volterra Series ◽  
Current Model ◽  
Shallow Foundations ◽  
Hyperbolic Function ◽  
Cone Penetration ◽  
Settlement Behavior ◽  
Tip Resistance ◽  
Allowable Bearing Capacity ◽  
Load Tests

Abstract Using a set of cone penetration test (CPT) records,the current paper develops a general framework based on regression analyses to model the load-settlement (q-s) behavior of shallow foundations resting on a variety of soils ranging from silty clays to sands.A three-parameter hyperbolic function is employed to rigorously examine the obtainedq-s curves, and to determine the model parameters.Also, the results of someCPT soundings, including the corrected cone tip resistance (qt) and the skin friction (Rf),are adopted to predict the results of plate load tests(PLT). The findingscorroborate the high accuracy of the proposed model, thereasonable performance of the hyperbolic function and the use of the Volterra series to predict the q-s curves.Moreover, the obtained curves from the newly developed model arecompared to those from other methods in the literature which cross-confirms the efficacyof the current model. Asensitivity analysis isalso conductedand the exclusive effects of all the contributing parameters are assessed among which Rfis shown to be the most influential. Ultimately, simple solutionsare adoptedto determine variouskey geotechnical parameters, like the ultimate bearing capacity (qult), the allowable bearing capacity (qa) andthe modulus of subgrade reaction (ks).

scholarly journals PENGARUH PENAMBAHAN SIRTU TERHADAP NILAI CBR SUBGRADE RUAS JALAN KOYA TENGAH DISTRIK MUARA TAMI KOTA JAYAPURA (QUARRY SIRTU HARAPAN KABUPATEN JAYAPURA)

2021 ◽  
Vol 2 (2) ◽  
pp. 10-22
Author(s):  
Alfian Adie Chandra
Keyword(s):  
Bearing Capacity ◽  
Water Content ◽  
Liquid Limit ◽  
Building Construction ◽  
Soil Functions ◽  
Plastic Limit ◽  
Cement Soil

The problem of the bearing capacity of the subgrade is one of the most important thingsconsidered in a planning and work of a civil building construction. This matterbecause the soil functions as a medium that withstands the load or action of the constructionbuilt on it. Changes in weather and temperature in the field are factors that makeunstable ground. Many stabilizations have been carried out using cement soil, howeverrequires no small cost and also the results of the implementation of the soil stabilizationrelatively short-lived. Therefore, this research was conducted using a mixture ofsirtu with mixed variations of 15%, 20% and 30%. More variety of mixThe added sirtu causes the water content to decrease which will make the power value decreasethe bearing capacity of the soil increases, the value of the plastic limit increases, while the value of the liquid limit and indexthe plasticity of the soil decreases.

A linear log d – log w model for the determination of consistency limits of soils

2001 ◽  
Vol 38 (6) ◽  
pp. 1335-1342 ◽  
Author(s):  
Tao-Wei Feng
Keyword(s):  
Water Content ◽  
Penetration Depth ◽  
Flow Curve ◽  
Linear Regression Analysis ◽  
Liquid Limit ◽  
Plastic Limit ◽  
Cone Penetration ◽  
Data Points ◽  
Penetration Depths

A linear logarithm–logarithm model for the fall cone penetration depth versus water content relationship (flow curve) has been developed based on the results of an experimental study using the British fall cone apparatus. The fall cone flow curve is expressed by a simple equation with parameters m and c, which represent the slope of the flow curve and the water content at a penetration depth of 1 mm, respectively. For a soil, the flow curve can be determined by applying a linear regression analysis to at least four data points with penetration depths approximately evenly distributed between 25 and 3 mm. It is shown in this paper that both the liquid limit and the plastic limit determined from the linear logarithm–logarithm flow curve are in close agreement with those determined from conventional methods. A one-point method for determination of the liquid limit is developed from the model and is verified by applying statistical analysis to a large volume of experimental data.Key words: fall cone, laboratory tests, consistency limits, clays.

scholarly journals Engineering Subsoil Characterization for Shallow Foundation Design in Ode Irele Area of Ondo State, Southwestern Nigeria

2020 ◽  
Vol 1 (2) ◽  
Author(s):  
Olumuyiwa O. Falowo ◽  
Michael B. Amodu
Keyword(s):  
Bearing Capacity ◽  
Shallow Foundation ◽  
Soil Conditions ◽  
Cone Penetration ◽  
Foundation Design ◽  
Southwestern Nigeria ◽  
Foundation Soil ◽  
Geotechnical Investigations ◽  
Allowable Bearing Capacity ◽  
Coastal Sand

Integrated geophysical and geotechnical investigations for foundation design have proved to be good veritable tools in effective foundation design and construction. Geophysical and geotechnical methods involving electrical resistivity and cone penetration test have been carried out to investigate the foundation soil conditions of Ode Irele, southwestern Nigeria. Six vertical electrical sounding (VES) were carried out along two traverses; which is complemented by two cone penetration tests with seven trial tests at different subsurface depths. The geotechnical results showed that the soils are sand and silt dominated. All the tested parameters fall within the Nigeria federal ministry of works and housing specification with liquid limit (< 50%), plastic limit (< 30%), plasticity index (< 20%). The geoelectric sections identified maximum of six geoelectric/geologic subsurface layers comprising the topsoil (red sand), weathered layer (made up of coastal sand/white sand), clayey sand (which is the major aquitard in the area), intermediate sand aquifer unit. However the coastal sand layer has moderately high resistivity at shallow depth to sustain foundation load with thickness greater than 2 m. The groundwater level measured from existing borehole records 17.5 m which may not or seriously affect the bases of the foundation footing. Consequently an average allowable bearing capacity of 150 KN/m2 (ultimate bearing capacity of 450 KN/m2) would be appropriate for design of shallow foundation in the area, at a depth not less than 1.6 m in Ode Irele and 0.8 m at Ajagba. The foundation width of 0.6 m would produce minimum bearing settlement less than 25 mm. The appropriate (recommended) ultimate bearing and allowable bearing capacity for strip and square footings at depth levels of 0.6 – 1.2 m vary from 1486 – 1842 KN/m2 and 495 - 614 KN/m2; and 2056 – 2489 KN/m2 and 685 - 830 KN/m2 respectively.

Effect of Dynamic Compaction on Red Sand Soil Filling Embankment

2012 ◽  
Vol 268-270 ◽  
pp. 788-791
Author(s):  
Chong Chen
Keyword(s):  
Bearing Capacity ◽  
Water Content ◽  
Dynamic Compaction ◽  
Sand Soil ◽  
Work Done

Abstract: The scheme and implement of dynamic compaction on red sand soil embankment, Ying(tan)-Rui(jin) expressway, is introduced in this study. The settlement of the subgrade in the field was observed. The density and the water content of it were tested. Then bearing capacity of the subgrade was detected by PFWD. All the work done is to analyze the effect of dynamic compaction on the red sand soil roadbed. It shows that the water content decreases while the strength increases with compaction. That is, the embankment is compacted effectively by dynamic compaction.

scholarly journals Subsoil Engineering Characterization and Foundation Design in Derived Geological Coastal Sands of Ilaje Area of Ondo State, Nigeria

2020 ◽  
pp. 458-468
Keyword(s):  
Bearing Capacity ◽  
Shallow Foundation ◽  
High Resistivity ◽  
Building Structures ◽  
Cone Penetration ◽  
Foundation Design ◽  
Geotechnical Parameters ◽  
Design Alternatives ◽  
Allowable Bearing Capacity ◽  
Ondo State

Engineering subsoil evaluation and foundation design have been undertaken at Ilaje area of Ondo State, Nigeria. The aim of this study was to examine the geo-electrical and geotechnical parameters of the subsoil to sustain building structures and also provide appropriate foundation design alternatives. A total of six VES stations were occupied and complemented with geotechnical analysis of seven soil samples collected at two cone penetration test locations. The result showed that all the determined geotechnical parameters of the subsoil fall within the specification recommended for foundation material by federal ministry of works and housing of Nigeria. The VES showed a predominant (66.67%) HKQ curve type. The upper 5 m is characterized by moderate thickness and high resistivity (average of 450ohm-m) values to sustain structural load. An average allowable bearing capacity of 150 KN/m2 was recommended for design of bases/footings for shallow foundation at a depth not less than 1.0 m. The obtained settlement values are less than 50 mm and within tolerable limit, for foundation width ranging from 0.5 to 3.0 m. However there was drastic reduction in settlement values (below 25mm) when the foundation width was increased to 2 and 3m. The allowable capacity of the driven pile ranges from 64 – 115 KN, 206 – 347 KN, and 418 – 677 KN at 5m, 10 m and 15 m respectively. The allowable bearing capacity for bored piles ranges from 34 – 69 KN, 85 – 165 KN, and 146 – 268 at depth levels of 5 m, 10 m, and 15 m respectively.

scholarly journals Engineering Site Investigation and Shallow Foundation Design in Ore Area of Ondo State, Nigeria

2020 ◽  
Vol 67 (1) ◽  
pp. 21-33
Author(s):  
O. Falowo Olumuyiwa
Keyword(s):  
Bearing Capacity ◽  
Soil Analysis ◽  
Site Investigation ◽  
Shallow Foundation ◽  
Cone Penetration ◽  
Foundation Design ◽  
Overburden Thickness ◽  
Allowable Bearing Capacity ◽  
Weathered Layer ◽  
Electrical Sounding

AbstractThe study integrates geophysical and geotechnical methods for subsoil evaluation and shallow foundation design. The study involved six vertical electrical sounding and geotechnical investigation involving cone penetration test and laboratory soil analysis. Three major geologic units were delineated; the topsoil, weathered layer and partly weathered/fractured/fresh bedrock. The overburden thickness is in between 15.2–32.9 m. Based on resistivity (16–890 ohm-m) and thickness (12.7–32 m) the weathered layer is competent to distribute structural load to underlying soil/rock. The groundwater level varies from 4.5 to 12.3 m. Therefore an average allowable bearing capacity of 200 kPa is recommended and would be appropriate for design of shallow foundation in the area, at a depth not less than 1.0 m with an expected settlement ranging from 9.03–48.20 mm. The ultimate bearing and allowable bearing capacity for depth levels of 1–3 m vary from 1403–2666 kPa and 468–889 kPa for strip footing while square footing varies in between 1956–3489 kPa and 652–1163 kPa respectively.

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