Standard Penetration Test Test Research Articles

Analisis Struktur Dinding Penahan Tanah Proyek Rehabilitasi Jembatan Rangka Baja Pantai Dona Kabupaten Aceh Tenggara

Retaining wall is a type of turf that is used to prevent soil from collapsing. Standard Penetration Test (SPT) data can be used to calculate the limit bearing capacity. The purpose of this research is to calculate the limit bearing capacity, to analyze retaining walls and soil stability and to calculate the depth of the pile foundation of retaining walls. This type of research method is quantitative and qualitative research. The research results were obtained based on the soil structure profile of the SPT test results for foundation depth, in which the relative density level of the sand layer can be known, namely N: 0–4 very loose. N :4–10 Release. N : 10–30 Moderate. N : 30–50 Solid. N :>50 Very Dense. And the relative density level of the clay layer can be known, namely N : 0–2 Very Soft. N : 2–4 Soft. N : 4–8 Moderate. N : 8–15 Hard/Stiff. M : 15–30 Very Loud. N : >30 Dense: sedimentary soil type consisting of rocky sandy loam (0.00 – 4.80 m). The carrying capacity using the targazhi method is 29.14 tons. Using the Mayerhof method of 184.45 tonnes. For the soil type of this steel bridge project, the penetration depth of the soil foundation is 6.50m.

Evaluation of SPT-N values and internal friction angle correlation using artificial intelligence methods in granular soils

Context Artificial neural networks (ANNs) and genetic algorithms (GAs) have become widely used in various engineering fields due to their ability to solve complicated issues directly. Aims In this study, internal friction angle (ϕ) values for granular soils were calculated using ANNs, GAs, and empirical methods based on standard penetration test (SPT) data to designate the system that produced the best statistical outcomes. Methods Utilising the literature, experimentally determined internal friction angle (Eϕ) values were obtained for a significant quantity of standard penetration test data. Analysis of variance was performed to ascertain whether there was a significant correlation between SPT-N60 values and Eϕ. A simulated network was created with ANNs, and a function was obtained with GAs for SPT-N60–ϕ correlation. The outcomes obtained with ANNs and GAs were compared with empirical equations and experimental results. Optimisation analysis was conducted with the novel Improved Goal Attainment method to minimise the margin of error. Key results Compared to the GAs and empirical equations, the ANN has been determined to have a reasonable correlation with experimental results. Conclusions It was determined that by utilising ANNs, the current empirical equations indicating the relationship between different soil parameters and the data of tests such as SPT and cone penetration test (CPT) could be produced in improved correlations by employing a large number of data sets obtained from different regions. Implications Effective predictions can be achieved instead of present methods.

A correlation based on pressuremeter, SPT and CPT tests for characterizing of coastal alluvium: A study for phase 14 South Pars, Iran

Pressuremeter Test (PMT), Cone Penetration Test (CPT), and Standard Penetration Test (SPT) are the key in-situ experiments to directly estimate the in-situ modulus of deformation and strength parameters of soils, which are highly used in coastal alluvium. In addition, CPT and SPT are unique tests for estimating engineering properties that are ideal for onshore regions. These tests are adaptable for coastal alluvium with different saturation levels, which facilitates the determination of the field deformation modulus. Regression analysis, on the other hand, is primarily employed to estimate the empirical relationship between measured parameters and to predict geo-engineering properties. This technique is typically used to estimate the in-situ modulus of deformation and strength parameters from CPT, SPT, and PMT results. The proposed formulas in this paper used regression to correlate and characterize coastal alluvium located in phase 14 South Pars (Assalouyeh) and were compared with previously published equations. As a result of the evaluations, the correlations provided for phase 14 South Pars can be expressed as Em = 0.442 qc + 2.221 (R2 = 0.999) and PL = 0.06 Em0.778 (R2 = 0.515).•This empirical method can be useful for ground assessment and estimating the in-situ modulus of deformation.•This relationship can use as a modification for the original formula used based on CPT-PMT-SPT for alluvium.•This empirical correlation provides fast and reliable data for Southwest Iran nearby the Persian Gulf.

The Determination of Downhole Dynamic Compaction Paramaters Based on Finite Element Analysis

Downhole dynamic compaction (DDC) has been commonly used in China to stabilize collapsible soil through the application of construction and demolition waste material (CDW). DDC basically forms a column inside the soil stratum which is similar to a stone column except DDC materials are put in sequence and then compacted by using DDC hammer. Due to its attractive features such as its big diameter, feasibility of using oversized material particles, rapid and simple construction technique, it is used as one of the ground improvement methods for an airport project in Indonesia. Despite of all the advantages provided by DDC, it is difficult to obtain DDC parameters from laboratory tests as it is difficult to replicate the compaction effort induced by the DDC hammer and laboratory tests are not commonly employed for oversized materials. Hence, alternative method is required to evaluate DDC parameters. In this study, static load test is conducted to determine load-deformation curve of the DDC pile. Soil parameters are first determined through soil test data such as standard penetration test (SPT), laboratory test and also pressure meter tests. Correlation between pressure meter tests and SPT test result is also carried in order to interpret the soil parameter at the site. Axisymmetric finite element analysis is then carried by using MIDAS GTS NX in order to back analyses DDC parameters by matching the simulation curve with load settlement curve of the DDC. In this paper, it is shown that back analysis using hardening soil model for DDC material can be used to match simulation curve with the load-deformation curve.

Correlation between SPT and CPT for Sandy Soils in Port Sudan City using the Linear Regression Model

In geotechnical engineering, in-situ tests, like standard penetration test (SPT) and cone penetration test (CPT), are essential to evaluate the underground conditions. SPT is a frequently used geotechnical approach, while CPT is considered one of the best exploration apparatuses. However, there is a demand for a correlation of SPT-CPT that can be used in the geotechnical design. This research aimed to find the relationships between the standard penetration test’s blow count (N) and cone penetration test’s tip resistance (qc) for different groups of sandy soils in Port Sudan city, Sudan. The data used in this study was attained from numerous projects conducted in the city to identify the underground conditions. The values of the SPT and CPT tests were compared and tried to generate specific statistical data. The correlations were established between qc and N for various soils. Uphill linear relationships wear found between qc and N for different sandy soils. These results were interpreted based on their correlation coefficients. The study proposed formulas to predict qc from N for three soil groups, with a high correlation coefficient. Besides, qc/N ratios were calculated for different soil groups; the current research results agree with those in the published literature with less high values.

Influence of Drilling Methods on the Results of Standard Penetration Test in Loess–Paleosol Sequence

Standard penetration test (SPT) is an important in situ measurement for field investigation of geotechnical and geological engineering. The drilling approaches for implementation of SPT can be classified into dry, wet, and water circulation drillings according to the amount of water used during drilling process. However, the influences of these drilling methods on the SPT results remain unclear, especially when being used in loess–paleosol sequence that is water sensitive. In this study, SPT tests were conducted in a typical loess stratum in the Loess Plateau of China. The difference of SPT N values under the above three drilling methods was compared together with the analysis of characteristics of samples from SPT sampler. The results showed that the N value exhibits positive correlation with dry density of the soil and negative correlation with moisture content. In shallow soil, the average N value under water circulation drilling was slightly higher than that of dry and wet drilling. This is because that the residual soil at the bottom of the drillhole caused by water circulation drilling provides additional penetration resistance. In deep soil, the difference of average N values among all three drilling methods was minimal although the structure of the samples from the SPT sampler differs from one another, indicating the determination of soil density on the SPT result. Empirical equations were proposed for the estimation of unconfined compressive strength of loess–paleosol sequence on the basis of SPT N values under the three drilling methods. Considering the efficiency of drilling and stability of SPT results, it is suggested that wet drilling is the most applicable method for implementation of SPT in the field investigation of loess–paleosol sequence.

Estimation of standard penetration test value on cohesive soil using artificial neural network without data normalization

Artificial neural networks (ANNs) are often used recently by researchers to solve complex and nonlinear problems. Standard penetration test (SPT) and cone penetration test (CPT) are field tests that are often used to obtain soil parameters. There have been many previous studies that examined the value obtained through the SPT test with the CPT test, but the research carried out still uses equations that are linear. This research will conduct an estimated value of SPT on cohesive soil using CPT data in the form of end resistance and blanket resistance, and laboratory test data such as effective overburden pressure, liquid limit, plastic limit and percentage of sand, silt and clay. This study used 242 data with testing areas in several cities on the island of Sumatra, Indonesia. The developed artificial neural network will be created without data normalization. The final results of this study are in the form of root mean square error (RMSE) values 3.441, mean absolute error (MAE) 2.318 and R2 0.9451 for training data and RMSE 2.785, MAE 2.085, R2 0.9792 for test data. The RMSE, MAE and R2 values in this study indicate that the ANN that has been developed is considered quite good and efficient in estimating the SPT value.

Liquefaction analysis of sandy soil during strong earthquake in Northern Thailand

Northern Thailand has experienced several earthquakes which led to soil liquefaction in the past few decades. Traditional methods of evaluating liquefaction potential involve standard penetration test (SPT) or cone penetration tests. This research augmented experimental results with numerical methods to evaluate the liquefaction potential of Mae Lao Sand in Chiang Rai province of northern Thailand. SPT and downhole seismic test data collected during a field investigation at the Mae Lao site were compared to a 1D site response model analysis of the site. A series of undrained monotonic and cyclic triaxial tests was conducted on Mae Lao Sand specimens with different initial void ratios and confining pressures. Cyclic triaxial test results with varying deviator stress amplitudes were used to draw liquefaction resistance curves. Results from numerical simulation of sand liquefaction were used to characterise the stress–strain-pore water pressure response of Mae Lao Sand. 1D site response analysis determined seismic responses with different geological and groundwater conditions. All put together, the results showed that pore water pressure ratio decreases with increasing sand stiffness, the thickness of a soil layer significantly increases its liquefaction potential, and in-situ conditions and groundwater depths have major influences on the liquefaction potential of sand layers.

Characterization on the correlation between SPT-N and small strain shear modulus Gmax of Jiangsu silts of China

Small strain shear modulus plays a fundamental role in the evaluation of site response parameters. Only few authors used measured density and shear wave velocity (Vs) to estimate small strain shear modulus. In this study, an attempt has been made to develop the regression relationship between standard penetration test (SPT) N values and the small strain shear modulus (Gmax). For this purpose, field investigations SPT and seismic piezocone penetration test (SCPTU) data from locations in Su-Xin Expressway of China, have been used, which were also used for ground improvement project. The in situ density of soil layer was estimated using undisturbed soil samples from the boreholes. The Vs profiles with depth were obtained for the locations close to the boreholes. The values for small strain shear modulus have been calculated by measured Vs and in situ soil density. About 50 pairs of SPT-N and Gmax values were used for regression analysis. The differences between measured and corrected values which were used in fitted regression relations were analyzed. Most of the existing correlations were developed based on the studies carried out in Japan and in India, where N values are measured with hammer energy of 78%, which may not be directly applicable for other regions because of the variation in SPT hammer energy which in China is about 55%. A new correlation has been generated using the measured values in silts of China. From this study, it is found that uncorrected values of N and modulus gives the best fit regression relations when compared to corrected N and corrected modulus values. With most equation was used for sand and clay, the regression relations between corrected values of N and modulus gives the equation of silts in China.

Comparison of laboratory test and in-situ test results against bored pile foundation bearing capacity at Sido Mukti II Bridge Foundation Gorontalo Province

The purpose of this study is to compare the bearing capacity of the bored pile from the results of laboratory tests and in situ tests. Soil investigations conducted in the field in the form of a Standard Penetration Test (SPT), and drilling. SPT test to obtain variations in soil density. While drilling is used to describe the soil profile at a certain depth. The research method is in the form of analysis of bearing capacity based on comparison of the results of in-situ tests and laboratory tests. Soil results from drilling are taken in 2 conditions namely disturbed conditions to describe each layer and undisturbed samples to be tested in a laboratory with a direct shear test or unconfined compressive strength. Based on the comparison of the value of the allowable bearing capacity is found that the analysis of the results of the in-situ test gives a value of the allowable bearing capacity more than the laboratory tests. This is due to the soil condition in the field at the testing experiencing compaction due to blow SPT.

Analysis Of Geoelectrical And Soil Test Data To Determine Subsurface Conditions In Makassar City, South Sulawesi

Research has been carried out to determine subsurface conditions. The research objective was to determine the physical properties of the soil in order to evaluate and provide recommendations for solving foundation problems. The methods are the resistivity geoelectric and IP geoelectric method (induced polarization) with ERT (Electrical Resistivity Tomography), SPT (Standard Penetration Test) and laboratory test results. The results of the resistivity values obtained varied in the range from 17.0 - 172.0 ohm m with a depth of 0 m - 2.87 m, most of which were interpreted as alluvium soil, namely sandy loam. This is reinforced by the results of the IP method where the low chargebility value is around 0.130 - 4.70 msec. In addition, it was found that from the SPT test, it was obtained that the variation of blows from 14 to 21 N at a depth of 0 - 5.50 meters and >60 N from a depth of 5.50 - 20 m which stated that most of them consisted of clay and sandstones. Then based on laboratory tests, it was found that at a depth of 3 - 3.5 meters it consisted of 86.47% clay with a plastic limit of 37.07% and the water content was 39.41%, while at a depth of 9 -9.5 meters it consisted of sandstones which the characteristic is non- plastic with a water content of up to 72.04%. It is concluded that the surface soil is conductive, it is necessary to hold special treatment for this type of soil in order to avoid erosion when it is saturated with water and it is hoped that the stability of the soil will be better. One of two ways is by mixing high density soil and making a "chicken claw" foundation to strengthen the foundation with a depth of more than 5.0 meters. Keywords: Geoelectric, Standard Penetration Test, Resistivity, Chargebility, Foundation.

Status quo of Standard Penetration Test in India: A Review of Field Practices and Suggestions to Incorporate in IS 2131

SPT (Standard Penetration Test) being the most widely used field test has not been effectively regulated in India. Guidelines regarding hammer weight, the height of fall and use of liner are not followed correctly in the field, and guidelines for energy transfer efficiency and hammer blow rate are not addressed in the BIS (Bureau of Indian Standards) code for SPT. In this paper, some standard provisions on SPT in India and other countries are compared, and few observations on field SPT tests are presented. Operational and equipment-related variables, such as weights and dimensions of hammer, anvil, and drill rod, were noted in the field. Furthermore, hammer blow rate and inclination of guide rods during the field tests were also observed and are presented. It is found that IS 2131 (1981) does not provide standard dimensions of components of SPT set-up, and hence, there is a large variation in SPT set-up in practice and the whole set-up is usually an ensemble of locally manufactured components. This is a major defect in the SPT code and needs to be addressed. Sixteen different SPT set-ups were observed, which were employed on field SPT tests on 30 boreholes. Thirteen of the observed set-ups were used for the soil investigation for a large infrastructure project. Hammer blow rates are found to be very low as compared to those stated in IS 1893 (2016), DSO-98-17 (1999) and ASTM D6066 (2011). The inclination of guide rods in field was observed to be more than 5°, which causes friction between guide rod and drive weight and, hence, reduces the free fall velocity. These variables affect N values and international studies have reported correction factors to account for these. Because of the fact that large variety of set-up was observed, it will be prudent to standardise the dimensions of hammer and anvil, and hammer release mechanism to bring uniformity in SPT operations. Furthermore, normalising field N values to a standard energy ratio of 60% as per the international practice will facilitate reliability of N values obtained from different set-ups.

Determination of Soil Bearing Capacity from Spectral Analysis of Surface Wave Test, Standard Penetration Test and Mackintosh Probe Test

Spectral Analysis of Surface Wave (SASW) method is one of soil investigation methods which promotes cost-effective and less time-consuming procedures, apart form of its non-destructive nature. This study aims to determine the soil ultimate bearing capacity obtained from the SASW method by using Ali Keceli’s equation for sandy silt soil. The finding in terms of bearing capacity is then compared to the Standard Penetration Test (SPT) and Mackintosh Probe (MP) results. All the tests were conducted at seven different locations. It is found that there is no 1:1 relationship between the bearing capacity obtained from SPT and SASW although the pattern of the trendline is similar. However, the pattern of the trendline captured is not as similar as SPT for MP and SASW. The coefficient of determination (R2) between SPT and SASW varies from 0.74 to 0.95 and the R2 between the MP and SASW varies from 0.43 to 0.77. The overall R2 found for SPT and SASW is 0.87 and 0.74 for MP and SASW in all locations. For the comparison with SPT and MP, SASW is well-correlated with SPT and moderately with MP. From this study, it can be concluded that SASW has the potential to determine the ultimate bearing capacity of soil as an alternative to SPT and MP tests.

Evaluation of liquefaction potential using cone penetration test (CPT) and standard penetration test (SPT)

To evaluate soil resistance against liquefaction, a simplified procedure has been developed based on directly field soil testing. There are four recommended field tests, including CPT and SPT. Soil resistance to liquefaction is measured by the safety factor SF, which is the ratio between the capacity of the soil to resist liquefaction cyclic resistance ratio (CRR) and the soil stress occurs due to an earthquake cyclic stress ratio (CSR). If SF <1, liquefaction occurs. This research was carried out at Sanur area, Southeast Denpasar City, Bali, by conducting 6 pairs of CPT and SPT tests, each of 6-meter depth. The Ground Water Level (GWL) at this area is 1.5 meter below the soil surface. The soil type is silty sand to sandy silt, with the unit weight between 1.617 to 1.837 g/cm^3. The calculation results, both with CPT and SPT, show that the soil layer did not experience liquefaction with earthquake magnitude Mw = 4.0. At Mw = 5.0, liquefaction occurs in most soil layers, except the 1.5-meter upper soil layer. On Mw = 6.0, almost all soil layers experience liquefaction. Evaluation of soil resistance to liquefaction using CPT and SPT gives results that are not much different.

A Comparison between Drilling and Standard Penetration Test (SPT) Data to the Electrical Resistivity Sounding with Schlumberger Configuration in UNS Area

&lt;p&gt;The geophysics test using electrical resistivity method has been conducted in the area of UNS Campus to indicate the lithological of subsurface. This method is categorized as a Non-Destructive Test (NDT) due to the data acquisition is done at the ground level and no destruction during the test, which is more advantageous than destructive method such as drilling and SPT test. This study was performed with Schlumberger configuration in three location by electrical resistivity sounding. The acquisition data uses Resistivity meter OYO 2119 McOHM-EL with the track length is 100 m, while the data processing use IPI2Win to get a logarithmic graph between distance and resistivity and Origin to obtain graphic of resistivity and SPT. The result of this study indicates that electrical resistivity has a good correlation with SPT data. The electrical resistivity graph shows a linear increase along with increment of the depth, which is similar to the SPT graph. The slope difference at the first location is 2.44±1,197, the second location is 2.028±0.822, and the third location is 0.622±0.735.&lt;/p&gt;

Side-by-Side Correlation of Texas Cone Penetration and Standard Penetration Test Blowcount Values

This paper presents side-by-side comparisons of blowcount values for the Texas cone penetration (TCP) test and the standard penetration test (SPT). The comparisons yielded statistically-significant regression models for both coarse-grained soils and fine-grained soils. Consistent with expected trends and published data, the TCP–SPT relationship is nonlinear, with weak to fair correlation strength (R2 = 23–44%). For TCP blowcounts (N60, TCP) varying from 25 to 200 blows/30 cm (1 ft), corresponding SPT blowcounts (N60, SPT) are typically 30–60% lower than N60, TCP in fine-grained soils. Likewise, corresponding N60, SPT blowcounts are 10–70% lower than N60, TCP in coarse-grained soils, all other things being equal. Comparative data were obtained from published sources and from project-specific field research sites used for full-scale deep foundation load tests. The final dataset consisted of 225 test pairs obtained in similar soils and geomaterials, at equivalent depths, with all blowcounts normalized to 30 cm (12 in.) penetration (i.e., blows/30 cm or blows/ft) within the bounds of typical test precision, and corrected to 60% hammer efficiency. The generally weak correlations do not support conversion of N60, TCP to N60, SPT (or vice versa) to compute foundation capacity for final design. But, engineers can certainly get an intuitive feel about site conditions and preliminary foundation capacity by using the correlation equations to translate their knowledge of one test to the other. This study extends previous work by formally comparing and contrasting the similar yet different SPT and TCP test methods in such a way as to make the results useful to users of both tests and to the broader geotechnical engineering community.

Random-effects regression model for shear wave velocity as a function of standard penetration test resistance, vertical effective stress, fines content, and plasticity index

A random effect regression model is used to formulate a unified equation and estimate shear wave velocity (Vs). Standard penetration test (SPT) number, effective overburden pressure, plasticity index, and the fines content (Fc) are used as input parameters. First, a fixed model regression is used to obtain the regression parameters. SPT number and shear wave velocity are measured at 2m intervals up to a depth of 10m, for 71 boreholes, distributed evenly in Urmia city. Plasticity index and fines content are evaluated from laboratory tests that were performed on 355 samples obtained from the 71 boreholes (i.e., 5 samples from each borehole). Statistical analysis performed on the fixed effect model showed the need for examining the random effects arising from variable SPT test conditions in each borehole. A mixed effect regression model is employed to investigate such effects. The distribution of residuals is found to satisfy the normality criteria for the mixed effect model. A strong fit for the model is obtained, and through statistical evidence, it is implied that the proposed model is practical. The model's most prominent feature is the capability of unifying different soil types via the incorporation of plasticity index and fines content as inputs.

An approach for determining the relationship between the parameters of pressuremeter and SPT in different consistency clays in Eastern Turkey

The pressuremeter test is one of the borehole loading tests that determines the deformation characteristics of subsurface soil. The main idea of the pressuremeter test is to inflate the cylindrical hole drilled in order to measure the pressure-deformation relations of the soil. Another in situ test by which soil properties are determined is the well-known standard penetration test (SPT). The consistency and firmness of soils can be determined using the test results of these in situ tests. In order to determine the relationship between the results of these two tests in clayey soils with low and high plasticity characteristics, a total of 20 boreholes with 1.5–4.5 m depths were drilled, and both tests were performed at varying depths. Following the pressuremeter test, pure limit pressure (P L) values and pressuremeter deformation modulus (E M) were calculated for 31 different levels, respectively. These values were compared to SPT (N 60) values, and high determination coefficients (R 2) were attained. Therefore, for clayey soils, it is possible to determine E M and P L values from SPT results, and consequently SPT test results can be used to calculate settlement and bearing capacity as well as the undrained shear strength values (c u) of low and high plasticity clayey soils.

Design and analysis of single piles under lateral loads in cohesionless soils based on the standard penetration test (SPT)

The Standard Penetration Test (SPT) is nowadays widely used in geotechnical projects to characterize cohesionless soils due to its simplicity and cost effectiveness. This test is appropriate to estimate the resistance and density of cohesionless soils and is largely practised in the Arabian Gulf region within the scope of foundation projects. Since this test was internationally standardized, it may be considered as a practical tool of soil characterization as well as of pile foundation design. This paper is aimed at presenting a practical method of constructing the P-Y curves on the basis of the SPT test derived from a thorough analysis of a worldwide database of pile loading tests in sandy soils. The two main parameters of the P-Y curve, namely the lateral subgrade reaction modulus and the lateral soil resistance, were correlated by a back-analysis procedure to the N spt .

Evaluation of Soil Liquefaction in Harbor District in Tianjin City

The liquefaction of soils in the harbor district in Tianjin City near Tangshan, where a great earthquake occurred is a very important issue related to the soil’s compaction, grain composition and content of clay particle. This problem has not been fully considered due to the complexity and uncertainty of the soil properties data, since none of the previous investigations has been concerned about the liquefaction characteristics of this new harbor district. The evaluation of soil liquefaction has been made based on related data of the standard penetration test (SPT) from 26 investigation bore holes and 105 sieving tests. The results show that the liquefaction index of silt sand gradually decreases with the increase of the buried depth; soils less than 10.6 m in depth are of bad gradation identically. Soil less than 10.6 m in depth can be defined as liquefied soil which is further verified by sieving tests. Both the buried depth and particle grading have primarily significant influences on silt sands’ liquefaction. The results from sieve tests based on liquefied soils were found to fit well with the Tsuchida curves. It is believed that even without the in-suit SPT tests, Tsuchida boundary curves can be directly utilized to judge the liquefaction of soils in the harbor district.