SPT Tests Research Articles

Bearing Capacity and Settlement of Bored Pile Foundation Based On Spt Test Data Aand CPT Test

One form of government effort for the community is the construction of flats. In the construction of Flats X, it is necessary to conduct an analysis in order to minimize the occurrence of foundation collapse beyond the permit limit requirements. In this research analysis using axial and lateral carrying capacity. For axial carrying capacity based on NSPT values using three methods, namely Wright and Reese, Mayerhoff, Luciano Decourt. As well as on shaman power based on the CPT Test using three methods, namely Aoki de Lancer, Mayerhoff, and Schmertmann and Nottingham. For lateral carrying capacity using the calculation of the p-y curve method and using LPille software. For the descent of the foundation using Settle3D. So, obtained in this study for axial carrying capacity taken from three methods in the SPT Test is using the mayerhoff method with the results obtained, namely Q (all press) = 170 tons and Q (all pull) = 85 tons. The axial carrying capacity based on the Cpt Test is obtained from the smallest value in the three methods is the Aoki de Lancer method with the results obtained, namely Q (all press) = 83 tons and Q (all pull) = 14 tons. For lateral carrying capacity using the LPille program, a lateral load of 63.2 kN was obtained. For the number of foundation needed, namely 306 foundations. As well as for the lowering of the foundation obtained using Settle3D which is 96.3 mm.

Estimation of Additional Costs by Seismic Safety in Shallow Foundations Projects

Additional costs for seismic safety in shallow foundation projects for five reinforced concrete buildings with different dimensions in plan and prop, in the city of Santiago de Cuba, an area of greatest seismic danger in Cuba are evaluated. Costs of foundation plates for seismic, wind load and gravity loads are compared separately. Physical mechanical properties were obtained from testing soil samples by SPT test at the construction area. Requirements for designing foundation plates result from the structural modeling using SAP 2000 NL version 14 for combination load according to current Cuban regulations. The book Excel DISCAR 3.0 was used for designing the geotechnical and structural foundation. Budgets were calculated by using the PRESWIN program, showing increases costs for seismic safety of foundation plates between 34 to 66% in relation to similar costs obtained by wind loads or gravitational loads, significantly increasing the dimensions of foundation's plates, concrete and excavation volumes as well as total reinforcing steel weight for seismic loads.

Liquefaction potential of reinforced soil by stone columns

ABSTRACT Stone column installation is commonly employed to prevent liquefaction. Stone columns mitigate liquefaction by means of mainly three mechanisms which are drainage, stiffening and densification. A factor of safety against liquefaction FS is used to quantify liquefaction potential. The aim of this study was to assess the efficiency of stone columns as a liquefaction remediation based on twenty four case studies. In these cases, SPT and CPT tests were recorded before and after stone columns installation. It was found that the installation of stone columns considerably increased soil density mainly in clean to slightly silty sand. The average rate of increase in the penetration resistance N 1 , 60 , cs and q c 1 Ncs were about 31.13% to 69.29% and 57.10% to 318.28%, respectively. Furthermore, the cyclic shear stress ratio of reinforced soil can be reduced by 13.5% to 77.5% due to the stiffening improvement of stone columns. Densification and stiffening mechanisms have been investigated through several approaches. Their individual and combined effects have been analysed. Comparative results indicate that considering the densification and stiffening effects in liquefaction analyses improved considerably the performance of stone columns.

IgE to cyclophilins in pollen-allergic children: Epidemiologic, clinical, and diagnostic relevance of a neglected panallergen

Background– Cyclophilins are ubiquitous panallergens whose epidemiological, diagnostic, and clinical relevance is largely unknown and whose sensitization is rarely examined in routine allergy practice. The aim of this study was to investigate the epidemiological, diagnostic, and clinical relevance of cyclophilin in seasonal allergic rhinitis and its comorbidities. Methods– We examined a random sample (25%, n 253) of 1263 Italian children affected by seasonal allergic rhinitis from the “Panallergen in Pediatrics” (PAN-PED) cohort. Patients’ disease phenotype had been already fully characterized through questionnaires (ARIA), skin prick tests (ALK), IgE tests to extracts, major and cross-reactive allergenic molecules of a comprehensive variety of allergenic pollen (immunoCAP), and carbohydrate cross-reacting determinants (CCD) (NOVEOS). We also performed nested studies of sensitization prevalence, correlation and allergen extract inhibition in patients (A) sensitized to birch pollen extract but lacking IgE to Bet v 1, Bet v 2, and Bet v 4, (74/1263) or with the highest serum level of IgE to Bet v 1 (26 within 1263), and (B) in patients with sensitization to extracts of ragweed (18), mugwort (18), pellitory (20), Plantago (19), and plane tree (20), but not to their respective major allergenic molecule, profilins and polcalcins. IgE to cyclophilin was detected with recombinant Bet v 7 (ImmunoCAP) and extract inhibition tests were performed with the same rBet v 7. ResultsIn the randomized population, IgE to rBet v 7 was detected in 43/253 (17%) patients. It was associated with asthma (p<0.028) and oral allergy syndrome (p<0.017) in univariate, but not in a multivariate analysis adjusted for IgE to profilins (Phl p 12), PR.10s (Bet v 1), and LTPs (Pru p 3). IgE to r Bet v 7 was also highly prevalent (47/74; 63%) among patients with unexplained sensitization to birch pollen extract. In patients with unexplained sensitization to ragweed, mugwort, pellitory, Plantago and plane tree pollen, the levels of IgE to those extracts correlated with the levels of IgE to rBet v 7, and they were also significantly inhibited by rBet v 7 (inhibition range 45%-74%). Conclusions– IgE sensitization to cyclophilin is very frequent in pollen-allergic patients living in temperate areas and can produce “false” positive outcomes in SPT and IgE tests to many different pollen extracts. The spectrum of pollen species containing allergenic cyclophilins is probably broader than previously known. Our results suggest that guidelines of molecular diagnostics should include this allergen family and that new tests based on plant cyclophilins should be produced and used with sera of pollen-allergic patients for a more precise identification of the culprit pollen extract and a tailored prescription of allergen immunotherapy.

ANALISIS PENYELIDIKAN KARAKTERISTIK TANAH KOTA DENPASAR MENGGUNAKAN METODE BOR TANGAN, DAN UJI LABORATORIUM

ANALISIS PENYELIDIKAN KARAKTERISTIK TANAH KOTA DENPASAR MENGGUNAKAN METODE BOR TANGAN, DAN UJI LABORATORIUM

Data-Driven Prediction of Maximum Settlement in Pipe Piles under Seismic Loads

The structural stability of pipe pile foundations under seismic loading stands as a critical concern, demanding an accurate assessment of the maximum settlement. Traditionally, this task has been addressed through complex numerical modeling, accounting for the complicated interaction between soil and pile structures. Although significant progress has been made in machine learning, there remains a critical demand for data-driven models that can predict these parameters without depending on numerical simulations. This study aims to bridge the disparity between conventional analytical approaches and modern data-driven methodologies, with the objective of improving the precision and efficiency of settlement predictions. The results carry substantial implications for the marine engineering field, providing valuable perspectives to optimize the design and performance of pipe pile foundations in marine environments. This approach notably reduces the dependence on numerical simulations, enhancing the efficiency and accuracy of the prediction process. Thus, this study integrates Random Forest (RF) models to estimate the maximum pile settlement under seismic loading conditions, significantly supporting the reliability of the previously proposed methodology. The models presented in this research are established using seven key input variables, including the corrected SPT test blow count (N1)60, pile length (L), soil Young’s modulus (E), soil relative density (Dr), friction angle (ϕ), soil unit weight (γ), and peak ground acceleration (PGA). The findings of this study confirm the high precision and generalizability of the developed data-driven RF approach for seismic settlement prediction compared to traditional simulation methods, establishing it as an efficient and viable alternative.

Optimizing the Embankment Fill Reinforcement for Rest Area on the Semarang-Solo Toll Road with Geoframe System

On KM 456 Semarang-Solo Toll Road, a rest area which was predicted to be the grandest in Java was built. The rest area covered both sides of the toll road, which is in zone A (heading to Solo) and zone B (heading to Semarang). The rest area is built with remarkable view and unique traditional design with five roofs that represented five surrounding volcanoes. With all its philosophy, the owner sought the best option for all its structures, not only from the most economic, efficient, robust, but also the greenest option for the design. The rest area will be built on embankment with the highest being 11 meters. The embankment’s subgrade is rice field with 2 meters of soft silty clay. The initial design is to reinforce the embankment with 7-meters-tall concrete retaining wall and 2 rows of bore pile with 80 cm diameters and depth of 18 meters. This option was deemed to be very budget consuming, time consuming, and not very green. The Geoframe system, which is a combination of Geosynthetic materials, and wire mesh as facing was then chosen as the reinforcement for the embankment. The geogrid as reinforcement has proven to be very easy to install yet it’s very strong as the tensile capacity can be adjusted to the embankment’s needs. The Geoframe system can be constructed almost vertically (with a slope of 85°). Topographic data, SPT, CPT and laboratory test results were used to design a safe and efficient Geoframe system. Slope stability was analyzed using the Finite Element Method with PLAXIS 3D software. The construction carried out from 2019 to 2020 has proven that this method can be a safe, efficient, environmentally friendly option and still followed the articles stated in Indonesian National Standard for Geotechnical Design Requirements 8460: 2017.

Correlations between p-wave velocity and SPT-N for saturated and unsaturated alluvial clays using dimensional analysis

The aim of this research is to establish practical and robust correlations between dilatational wave velocities (p-wave velocities, Vp) and the Standard Penetration Test blow count (SPT-N). Very low levels of correlation are recorded with the conventional single variable approaches, in consequence, a multivariable study is needed for higher precision. A dimensional analysis was conducted including other soil parameters that condition this physical phenomenon, such as the void ratio (e), the degree of saturation (Sr), the effective overburden pressure (σ′v), and the particle density (γs), for greater precision with Vp and SPT-N correlations. Over 100 seismic and SPT tests were performed around the coastal city of Juchitán de Zaragoza (Oaxaca), Mexico, to gather information for this research. As a result, two dimensionless indexes -DSIu (Undrained Dilatational Stiffness Index) and MDSIu (Modified Undrained Dilatational Stiffness Index)- yielded two alternative expressions between both indexes and Vp. In this way, a strong relationship between Vp and SPT-N was obtained with an adjusted coefficient of determination R2 value of 0.93.

Evaluation of Stress History and Undrained Shear Strength of OC Clayey Soil in Northern Jakarta

It is difficult to determine the accurate undrained shear strength (su) of clay with complicated stress history. In addition to the laboratory tests such as Triaxial UU and Unconfined tests, the in-situ tests such as Vane Shear, SPT, and CPTu tests were conducted for undrained shear strength evaluation. Moreover, the overconsolidation ratio (OCR) by CPTu correlation presented the soil stress history profile along the depth and the Oedometer tests were used to evaluate the results. It was found that the clayey soil is overconsolidated up to -31.0 m below the surface in Northern Jakarta due to groundwater extraction. The Stress History and Normalized Soil Engineering Properties (SHANSEP) formula is widely used to model the relationship between undrained shear strength, OCR, and vertical shear stress. The su results from laboratory and in-situ tests showed good agreement with SHANSEP formula. Moreover, several empirical formulas for OC clayey soil were developed for future deep excavation projects in Jakarta area.

THE EFFECT OF SOIL DENSIFICATION ON THE ATTENUATION OF THE PHENOMENON OF SOIL LIQUEFACTION IN A PORT PROJECT IN MOROCCO

Morocco, which is in a seismically active zone, is currently experiencing a significant development in terms of the realization of development and infrastructure projects. Therefore, reflection on soil liquefaction problems during project design is essential. The densification of soils by vibro compaction is a recent process of soil treatment, its effect is to improve the geo mechanical characteristics of the soil in this case the relative density and subsequently the reduction of the potential for liquefaction, it is a technique soil improvement in the mass, it is closely linked to the grain size of the soil to be treated, its percentage of fines less than 10% (going to 0.08 mm &lt;10%), this technique gives the treated soil sufficient cohesion to avoid large increases in pore pressures during the earthquake. This article aims, through the study of a real case, to evaluate the effectiveness of vibro compaction to improve the relative density of the soil and consequently the reduction of the risk of liquefaction of the treated soil. The work focuses on the analysis of the SPT tests carried out before treatment and on the CPT tests of control of the vibro-compactge works carried out after execution. This study showed that this process generates an effect of improvement of the relative density and reduction of the compaction by inducing a reduction of the risk of liquefaction

Validity of Juang's Method to Predict the Liquefaction Potential of the Soils of Sablette Algiers

This work presents a deterministic and probabilistic analysis of the liquefaction potential of soils. Soil liquefaction is a process leading to the total loss of shear strength of loose sands under seismic stresses by increasing pore pressure. It is accompanied by deformations. Certain factors related to the characteristics of the ground and the seismic excitation can significantly influence the appearance or not of the phenomenon. Empirical methods of liquefaction potential assessment are widely used. The probabilistic method has been widely used for estimating the probability of liquefaction. Initially, the uncertain parameters are modeled by normal random variables. A parametric study of the coefficients of variation of the random variables showed that the number of strokes (N1)60 of the SPT test is the parameter that has the greatest influence on the probability of liquefaction. This study focuses on the liquefaction potential by methods based on the results of the in-situ "Standard Penetration Test" Through the results obtained in this study of the site of Sablettes in Algiers, in general, there is a risk of liquefaction of the soil in the sandy layers, and we can say that the site studied has an average liquefaction potential. According to the classification of liquefaction potential proposed by Juang et al., (2012).

Correlation of SPT and Seismic Refraction Tests to Obtain Dynamic Soil Parameters. Palestina, Guayas-Ecuador

Correlation of SPT and Seismic Refraction Tests to Obtain Dynamic Soil Parameters. Palestina, Guayas-Ecuador

New seismic monitoring center in South America to assess the liquefaction risk posed by subduction earthquakes

The east of Cali is composed of loose sand deposits with high water table levels. This condition and the high seismic hazard of the city make cyclic liquefaction one of the main hazards in the city, which may affect more than 600,000 citizens and important infrastructures such as the city’s main drinking water treatment plants. Therefore, it was decided to design and implement a seismic monitoring center to study the behavior of liquefiable soils under local seismogenic conditions, in which subduction earthquakes predominate. First, more than 130 earthquakes from two seismic monitoring centers with liquefiable layers in the USA were studied to determine the requirements for the adequate design of the monitoring center. Then, a robust geotechnical and seismic characterization of the study area including SPT, CPTu, and seismic and ambient noise tests were carried out. From this information, the specifications and location of the instruments and, in general, the characteristics of the monitoring center were defined. The monitoring center has been planned to be established in two stages, and the first one has already been built and commissioned. The implementation of the first stage allowed to adequately record 35 earthquakes from different seismogenic sources, most of them from subduction earthquakes, and to verify that the potentially liquefiable layer remains saturated throughout the year. Subsequent ground motion sensors will allow to deeply study and understand large shear strains and excess pore pressures generation in the soil deposit, as well as their relationships with different intensity measures. The experience shared herein can benefit the design, construction, and operation of other seismic monitoring centers across the world.

Site Characterization of Alluvial Silty Sand Soils by Dynamic In-Situ and Laboratory Tests

Soil is normally heterogeneous and non-uniform material since it is made up of diverse types of matter. Understanding of soil parameters is one of the foremost complex assignments in geotechnical design. A few laboratory tests of soil need to carry out for engineering practices. Research facility tests take too much time to achieve and are excessive moreover. There's another elective way to urge soil parameters direct from the soil field investigation report to spare time and fetched. The objective ofthis consideration is to explore the relationships of soil parameters with the most commonly utilized soil investigating apparatuses SPT and CPT and other soil parameters that relate to direct applications in designing practice. In this investigate, four sets of in-situ tests were created in order to study the appropriateness of different existing CPT-SPT relationships to the alluvial silty sand soils. The recouped tests from SPT tests contain a calculable sum of fines (fc) extending from 3.5 to 39.2 percent and mean grain measure (D50) extending from 0.09 to 0.23 mm. Ponder comes about demonstrated that qc/N ratio as a function of D50and fc-based relationships are ineffectively pertinent to the silty sand soils. This paper recommends that q/(N1)60ratio as a function of increasing steadily can be way better related in silty sand soils rather than research facility-based D50or fcrelationships. An exertion has moreover been made to perform a comparative investigation for the compelling point of inside contact gotten from CPT, SPT, direct shear tests, andtriaxial tests.

PERBANDINGAN DAYA DUKUNG FONDASI TIANG BOR MENGGUNAKAN METODE REESE &amp; WRIGHT DAN MEYERHOF

The Serang-Panimbang Toll Road Construction Project is one of the National Strategic Projects (PSN) with a total length of 83,677 km. The main bridge 18, which is one of the projects on the toll road section, has a drill pile foundation for its substructure. The drill pile foundation is a pile foundation that is installed by drilling the ground first, then filling it with reinforcement that has been assembled and cast in concrete. The foundation has a slope that is less than the permitted slope to support the load above it and is built to withstand both vertical and horizontal stresses. This study compared the Reese &amp; Wright method with the Meyerhof method, two bearing capacity estimation techniques. The comparison aims to determine whether the outcomes of the two approaches utilized significantly differ from one another. The findings of the SPT test were used to conduct the analysis of bearing capacity. In this work, drill piles with a 1 m diameter and 15 m depth were used. According to the analysis's findings, the permit's bearing capacity using the Reese &amp; Wright approach was 246.20 tons, however the permit's bearing capacity using the Meyerhof method was found to be 541.87 tons. For the Reese &amp; Wright approach, the single drill pile decreased by 9,07 mm, and the group pile decreased by 25,7 mm; for the Meyerhof method, the single drill pile decreased by 9,17 mm, and the group pile decreased by 25,34 mm. Furthermore, it was found from both methods of calculating the bearing capacity that both stable static loads and dynamic loads work so that the foundation can be categorized (P max &lt; Q single permit). The ratio of the bearing capacity of the single mast permit on the Reese &amp; Wright method compared to the Meyerhof method is 0.478:1. Keywords: Bearing Capacity, Drilled Pile, Stability.

Evaluation of post liquefaction settlement and treatment and reinforcement of the soil by stone columns

During earthquakes, the shear strength and bearing capacity of saturated sandy soils decreases; this is related to an increase in pore pressure. In the ultimate state, the pore pressure becomes equal to the initial effective stress, at which time the material loses all its resistance and liquefaction occurs. Thus, the prediction of the post-liquefaction settlement of the soil is an important step to reduce the seismic risk. Several methods have been developed for the prediction of Seismic-Induced Settlement, the most widely used is that based on the results of in-situ tests SPT, and Several soil reinforcement techniques can be considered, the choice depends mainly on the grain size of the soil to be treated. This article presents a comparative study of the methods for evaluating Seismic-Induced Settlement based on the experimental results of the in situ SPT tests, applied to an earthquake-prone area in northern Morocco which had specific soil formations characterized by the existence of layers of sand over several meters, which suggests the possibility of soil liquefaction and proposes a method of reducing the risk of liquefaction. The analysis of existing SPT data leads to interesting conclusions both in terms of the comparative analysis of methods for the prediction of the post-liquefaction settlement and the understanding of the effect of Soil treatments by Stone Columns to mitigate the risk of liquefaction.

Prediction of safe bearing capacity for settlement criteria using neuro-fuzzy inference system for Clayey soils

Safe bearing capacity (SBC) may be estimated for cohesive soil using the IS Code it is essential to conduct shear tests in order to identify the angle of internal friction and cohesion, SPT tests in order to determine the N-value of the soil, as well as tests in order to determine the dry density of the soil and the relative density of the soil. The SBC of soil is estimated as per settlement criteria using laboratory evaluations of its essential properties. This study suggests the use of ANFIS to predict the Safe Bearing Capacity of cohesive soil as a function of foundation depth, foundation depth, dry density, liquid limit, plasticity index, percentage fine fraction, width/length ratio (in case of square/rectangular footing), and N-Value. An attempt is in the present work with inputs such as foundation depth, dry density, liquid limit, plasticity index, percentage fine fraction, width/length ratio, and N-Value and output as safe bearing capacity. Each input parameter has a different number of membership functions and gaussbell is used in five ANFIS models. The most accurate model, MODEL-IV, with an RMSE of 9.762 and an R2 of 0.9485. For cohesive soil, the results indicate that ANFIS can be used to predict the SBC.

Strength of advanced ceramics by the Small Punch Test. Proposal of a simple empirical equation for the Weibull effective volume

The validity of the standard SPT test for the characterization of the strength of advanced ceramics is analyzed. Discs of PZT, alumina and silicon nitride with two different thicknesses were chosen for the analysis. Series of discs were tested and the Weibull distributions of strength were built. The fractographic analysis revealed green processing-related heterogeneities to be the critical defects in all specimens. A valid FEM method of calculation was established to get the effective volumes of standard SPT specimens with thicknesses between 0.2 and 1 mm. The relationships between the Weibull parameters of the distributions corresponding to different thicknesses were established using the effective volumes.For the standard SPT configuration, a simple empirical equation is proposed and verified to calculate the effective volume of SPT specimens of any thickness between 0.2 and 1 mm as a function of the specimen thickness and the Weibull modulus.

SPT and CPT Correlation of Expansive Clay in Cikarang, Indonesia

Several CPT-SPT correlations have been reported worldwide to allow for the estimate of soil physical properties from one set of accessible data to another. Although most correlations are for silty and sandy soils, there is insufficient information on whether these correlations correspond to the silty clay soil conditions in Indonesia. Therefore, this study aims is to validate and enhance the generalized CPT-SPT correlation, with emphasis on Indonesian soil conditions to increase its prediction accuracy. The soil under examination is silty clay layers that cover most of Northern parts of West Java – Indonesia. Known with its expansive clay characteristics, these type of soils are sensitive to volume change as a result of seasonal variations in water content. For this study, data is collected from 8 (eight) locations in Cikarang Area. Each location consists of dedicated SPT and CPT pairs tests at 2 (two) m distance between each other. After analyzed with various statistical regression analysis of data relevant to this type of soil, a simple linear empirical CPT-SPT correlation with a fairly high correlation has been established allowing test findings to be translated and predicted for the relevant soils type. The simple CPT and SPT correlation is in form of n = qc/NSPT = 0.225 (Mpa), with data distribution of n ranges from 0.15 (Mpa) to 0.33 (Mpa). This results shows much lower n values compared to various correlation have been published worldwide. With respect to the clay soil formation, the low of n-value also reflect a lower density and cohesion bonding clay properties.

Treatment by Ballasted Column against the Phenomenon of Liquefaction Soil: Case of the Mohamed VI Tower in Morocco

The proposed experiment allows an exhaustive analysis of the risk of liquefaction of the ground underlying the largest tower being built in Africa in the city of Rabat on a liquefiable soil. The seismicity maps of Morocco show that the Rabat region is in a seismically active zone, pointing out that Morocco is in a collision zone, near the boundary between the two plates of Africa - Eurasia. This article aims to expose all the steps taken to analyze the risk of soil liquefaction on the site by SPT tests on the one hand and to consider the risk of vibration due to the works of ballasted columns on the railway. After having eliminated the risk of liquefaction of the ground by the technique of the ballasted column with the wet track, at a depth of 10 meters, we proceed to a vibratory suitability test to protect the railroad track against the vibrations emitted by the vibrator of the ballasted columns execution machine. The test was carried out with the installation of geophone sensors, with different distances between the sources of vibration induced by the vibrator to achieve ballasted columns. Considering the lithology of the land, by this suitability we have concluded that the distance of 10 meters between the source of vibration and the railway is safe.