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In order to solve the earthquake caused the foundation saturated sand and silt liquefaction, resulting in building settlement, tilt and even damage, this paper focuses on the severe liquefaction of sandy foundation soil in the construction project in Jiang dong New District, Haikou City, Hainan Province. The technique of equal energy and equal deformation compaction piles is used to densify the soil around the piles for secondary consolidation. The liquefaction index (ILE ) is calculated by conducting standard penetration tests to measure the difference before and after reinforcement and carrying out single pile vertical static compression tests to determine the bearing capacity. The field tests show that the overall foundation soil within the treatment depth has improved from severe liquefaction to slight liquefaction approaching non-liquefaction. The fitted equation for the average difference of standard penetration tests with depth is Y=0. 307 857X+10. 361 7, with an R² value of 0. 847 92 and a Pearson coefficient of 0. 931 09. The average number of hammer blows per layer increases by 12-15 within the range of -5 m to -13 m, indicating uniform reinforcement in each soil layer. The designed characteristic value of bearing capacity for single piles is 2 250 kN after reinforcement. The above research findings can serve as a reference for similar engineering projects. [ABSTRACT FROM AUTHOR]

This study focuses on developing a relation between fundamental frequency (fo) and the depth of sediments above the bedrock. The fundamental frequency of the site ranges from 1.25 to 27.19 Hz, whereas the depth of sediments above the bedrock varies from 2 to 145 m. The eastern Shimla region has a fundamental frequency variation from 3.6 to 5.5 Hz, whereas the western and central parts have a fundamental frequency variation from 1.24 to 5.5 Hz and high frequency (>20 Hz) at isolated locations. The seismic data has also been recorded in active mode using MSOR (multichannel simulation with one receiver) to derive the dispersion curve, enabling the derivation of a 1-D, shear wave velocity (Vs) model using a joint fit modelling procedure. The 1-D profile shows variation in Vs from 180 m/s at the top to 760 m/s at bedrock. As per the National Earthquake Hazards Reduction Program (NEHRP) classification, the sites show that almost 40% of the city area fall under stiff soil and 60% fall under very stiff soil categories. Since most of the study region is covered with forest and sloping terrain, an empirical relationship (H = 154.36fo–1.451; R2 = 0.91) has been established for assessing the thickness of unconsolidated sediments. Furthermore, the thickness of sediments is determined by forward modelling by keeping the constant velocity at bedrock (Vb) 800 m/s. Additionally, the spatial map for sediment thickness is generated using the interpolation approach in combination with the forward modelling and regression analysis techniques. The derived relationship will provide major input for the area sharing similar geographical variability, where long active seismic profiles are not possible. [ABSTRACT FROM AUTHOR]

On September 28, 2018, a 7.5-magnitude earthquake struck Palu City, Sigi Regency, and Donggala Regency in Central Sulawesi. It triggered liquefaction in different locations, including Balaroa, Petobo, Jono Oge, and Sibalaya; Typically, a significant number of studies conducted in the Balaroa region relied on a small amount of field test data to cover a rather large area. This research aims to map the liquefaction vulnerability by analyzing the data from both the Swedish Weight Sounding (SWS) and the Standard Penetration Test (SPT) in the Balaroa area. The SWS data was acquired through mapping using a systematic grid sampling method at ten different locations. The liquefaction potential was analyzed based on the N values by converting the SWS data (Nsw and Wsw) to N values using the Inada equation (1960). Afterward, the analysis findings were verified by comparing them with the SPT data obtained from the same area. Based on the SWS and SPT data analysis results, all locations, including the adjacent areas, exhibited very high liquefaction vulnerability. In contrast, the SPT data indicated that the areas further from the spots exhibited low and very low liquefaction. The findings indicated that the occurrence of post-earthquake liquefaction in Balaroa and other regions within Palu City is prone to recurrence following earthquakes of specific magnitudes. [ABSTRACT FROM AUTHOR]

This study presents a novel procedure and mathematical model employing four artificial intelligence AI algorithms to predict the cumulative degree of soil compaction CDSC during dynamic compaction DC. The four AI algorithms used in this study involve artificial neural network ANN, support vector regression SVR, gradient boosting machine GBM, and random forest RF. Input variables involve the average SPT N value Nini before dynamic compaction, cumulative applied energy normalized with a cross-sectional area of tamper Ea, and the number of the tamper drops Ndrops. Apart from cross-validation with a testing set, additional in situ test data gathered from a different section within the study site are used to assess the generalization capacity of the AI models. In addition, out-of-distribution analyses for the four AI algorithms are conducted in the context of parametric studies. The CDSC prediction performance for the four AI models leads to high prediction metrics of accuracy with the r2 greater than 0.9 for the testing scenario while the r2 of the other AI models is greater than 0.9 when out-of-sample data are considered except for the GBM. The ANN appears to be the best model as the parametric study takes into account out-of-distribution data and suggests a robust relationship between input variables and CDSC that is more coherent with engineering principles for DC. Finally, the ANN model is utilized to develop a new mathematical model for CDSC prediction. [ABSTRACT FROM AUTHOR]

In-situ tests for predicting geotechnical parameters related to shear strength, such as California Bearing Ratio (CBR), typically require drilling boreholes and manual cone driving, which can be timeconsuming, expensive, and labor-intensive. The Dynamic Cone Penetrometer Test (DCPT) has emerged as a simpler, faster, and less expensive alternative for predicting CBR and other geotechnical parameters. This systematic review uses Preferred Reporting Items for Systematic Reviews and Meta-Analyses (PRISMA) guidelines to examine relevant literature on DCP testing for accurately predicting CBR and other geotechnical parameters. After trimming 111 relevant studies to 55, the review discusses various research questions, including the correlation between DCP and CBR, factors such as water content and seasonal variations, and recent advances in DCP testing. The review emphasizes the importance of considering unsaturated soil behavior, such as soil suction, in pavement subgrade design to ensure the longevity and quality of the pavement. The findings provide compelling evidence for the utilization of DCP testing as an essential tool for predicting geotechnical parameters and designing high-performance pavements. By demonstrating the DCPT's remarkable convenience, reliability, and cost-effectiveness in CBR and geotechnical parameter prediction, this study paves the way for significant advancements in pavement design efficiency and economic viability. [ABSTRACT FROM AUTHOR]

Ensuring the reliability of pipe pile designs under earthquake loading necessitates an accurate determination of lateral displacement and bending moment, typically achieved through complex numerical modeling to address the intricacies of soil-pile interaction. Despite recent advancements in machine learning techniques, there is a persistent need to establish data-driven models that can predict these parameters without using numerical simulations due to the difficulties in conducting correct numerical simulations and the need for constitutive modelling parameters that are not readily available. This research presents novel lateral displacement and bending moment predictive models for closed and open-ended pipe piles, employing a Genetic Programming (GP) approach. Utilizing a soil dataset extracted from existing literature, comprising 392 data points for both pile types embedded in cohesionless soil and subjected to earthquake loading, the study intentionally limited input parameters to three features to enhance model simplicity: Standard Penetration Test (SPT) corrected blow count (N60), Peak Ground Acceleration (PGA), and pile slenderness ratio (L/D). Model performance was assessed via coefficient of determination (R2), Root Mean Squared Error (RMSE), and Mean Absolute Error (MAE), with R2 values ranging from 0.95 to 0.99 for the training set, and from 0.92 to 0.98 for the testing set, which indicate of high accuracy of prediction. Finally, the study concludes with a sensitivity analysis, evaluating the influence of each input parameter across different pile types.

AbstractThis study, conducted in the Banarli district of Tekirdag Province, Turkey, focuses on soil reaction analysis and liquefaction potential in an area where a landfill and an associated power plant are planned. The research was examined with a one-dimensional ground response analysis to understand seismic behaviour, revealing the varied responses of soil categories to seismic waves. Soft soil layers were found to lengthen the dominant period of oscillation rather than significantly enhancing peak acceleration during seismic events. Earthquake records specific to the region were crucial for accurate assessments. The study comprehensively assessed liquefaction potential using various estimation methods, including the probability of liquefaction (PL), liquefaction potential index (LPI), and liquefaction risk index (IR). Moreover, this study examined liquefaction potential based on Standard Penetration Test (SPT) results, identifying susceptibility in the clayey sand layer at a depth of 3 to 12 meters. Recommendations for soil improvement measures are made to mitigate the risk. This research highlights the need for “customized seismic protocols” and emphasizes the importance of “site-specific assessments” in construction projects. By addressing susceptibility to liquefaction and proposing targeted ground improvement strategies, we contribute to safer and more resilient infrastructure development.

Estimation of ground response during earthquake is gaining much attention in recent years. One of the most important parameters needed to achieve this goal is the shear wave velocity and its related parameters in the surface layers obtained by seismic geophysical tests in place or by laboratory measurements on intact soil samples. Field measurement of such parameter is accurate, but expensive as well as time consuming. Therefore, the need to estimate shear wave velocity using other soil parameters is justified. For example, the numbers of blows (N) from standard penetration test (SPT) are readily available for many sites where geotechnical investigations are carried out. This paper presents a development of reliable correlation between Vs measured by using other soil parameters such as density and shear modulus of soil and N measured using SPT at various sites in Chalus and Nowshahr regions in Mazandaran Province. For this purpose, the results of standard penetration tests conducted in 31 different sites in Chalus and Nowshahr areas were used. Correlation relations were obtained separately for all soils, cohesive and non-cohesive soils. The relationships obtained are within the range of those obtained worldwide for other sites and are comparable to them. Moreover, present correlations, having regression coefficients (R2) almost 0.92, indicated good prediction capability. The proposed relations obtained are useful for assessment of seismic microzoning of the region. [ABSTRACT FROM AUTHOR]

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The shear-wave velocity V S a crucial parameter for determining small-strain soil stiffness characteristics and site classification. However, directly measuring V S in the field can be challenging, and requires specific equipment. As a result, researchers have conducted numerous studies on V S correlation, and extensive research has demonstrated that the results from cone penetration test (CPT) and standard penetration test (SPT) data are strongly related to the shear-wave velocity. Due to the uncertainty of the transformation model, the accuracy of the V S derived from the empirical equations are unsatisfactory. The purpose of the present paper is to propose a Bayesian framework for determining the probabilistic characteristics of V S while considering the transformation uncertainty. The Bayesian framework considers both the in-situ test data (SPT, CPT) and prior information, and the results show that the framework considering two in-situ tests accurately predicts the shear-wave velocity. There are several advantages of using the Bayesian method described in this study: (1) The Bayesian framework incorporates both the inherent uncertainty of the shear-wave velocity and the transformation uncertainty. (2) Prior information and field data can be combined to improve the accuracy of predictions. (3) In the framework, the statistical characteristics of V S can be ascertained from small samples of field test data. [ABSTRACT FROM AUTHOR]

The need to better quantify the variability of soil shear strength and its relations with the factor of safety is increasing in Indonesia. However, this aspect has not yet been studied thoroughly. This paper presents an attempt to quantify the variability of undrained shear strength in relation with the factor of safety of an alluvial deposit in the Doplang region, Central Java, Indonesia. A relationship between the undrained shear strength, su, and N-SPT for the deposit was found as su = 3.4 NSPT. The variability of the undrained shear strength was quantified utilizing the coefficient of variance, s/κ (the sample standard deviation, s over the mean, κ) of the N-SPT correlated undrained shear strength. The variability of the undrained shear strength was investigated for the soil near ground surface. The deposit had a value of s/κ ranging from 0.15 to 0.25 near ground surface. The variation of s/κ tended to follow normal and lognormal distributions. Relationships among the coefficient of variance, the probability of failure, and the factor of safety in terms of soil strength for normal and lognormal distributions were developed. For the value of s/κ near ground surface, the relationship between the probability of failure and factor of safety was obtained. [ABSTRACT FROM AUTHOR]

The standard penetration test (SPT), seismic cone penetration test (SCPT), and various in-situ seismic tests are commonly utilized for geotechnical site investigations. The investigated data via these tests are widely adopted to capture site characteristics for geotechnical engineering design. However, site characterizations vary in the above in-situ tests, which leads to uncertainties in the corresponding engineering analysis and design. To address these variabilities, this paper meticulously carried out the above-mentioned geotechnical in-situ tests with rigorous supervision at 13 selected sites in the Taipei Basin, yielding several valuable datasets. The datasets consist of digital investigation data including SPT-N, soil classification, CPT-qc and -fs, and the shear wave velocities (Vs) obtained from different measurements. We believe that these datasets will be beneficial for conducting various calibration studies for different geotechnical investigation methods and the corresponding geotechnical parameters.

Assessing the potential for liquefaction using traditional experimental or empirical analysis procedures is both time-consuming and arduous. Employing a machine learning model that can accurately predict liquefaction potential for a specific site can reduce the time, effort, and associated costs. This study proposes several empirical machine learning models, including deep neural network (DNN), convolutional neural network (CNN), recurrent neural network (RNN), long short-term memory (LSTM), and bi-directional long short-term memory (BILSTM), to assess the liquefaction potential of soil deposits based on SPT-based post liquefaction datasets. To train the proposed models, a dataset comprising 834 liquefied and non-liquefied cases was collected to perform the liquefaction analysis. A Pearson correlation matrix was also conducted to examine the correlation between soil and seismic parameters and the probability of liquefaction. Furthermore, a sensitivity analysis was adopted to assess the impact of soil and seismic parameters on the probability of liquefaction. The proposed model's prediction capability was assessed using several performance indices, including rank analysis, accuracy matrix, and AIC criteria. The comparative analysis of the proposed models' predictive ability to determine liquefaction probability revealed that the RNN model outperformed the others, displaying the highest accuracy and lowest error index values. Subsequently, the RNN model achieved the first rank with a total score value of 70, followed by the CNN (55), DNN (52), BILSTM (47), and LSTM (16) models. The parametric analysis, rank analysis, accuracy matrix, and AIC criteria collectively demonstrate the proposed models' ability to predict liquefaction probability. Furthermore, the robustness of these models was assessed through external validation and comparative analysis.

Seismic site classification plays a vital role in quantification of earthquake hazard based on weighted-average shear wave velocity of overlying 30 m soil deposit (Vs30). National Earthquake Hazards Reduction Program states six different seismic site classes, and corresponding limits of Vs30 are pre-assigned. While acquiring shear wave velocity (Vs) through different geotechnical engineering test practices, varying degrees of uncertainty mainly linked to inherent, measurement and transformation uncertainty are naturally adhered into the Vs30 estimation process. These types of uncertainties induce wide variability in the concluding estimate and proliferate the risk of safe and sound decision-making process. This present study aims to address the aforementioned hurdle by implementing stochastic approaches in order to reliably assess seismic site class and hence seismic site response. An approximate method, i.e., First-Order Reliability Method (FORM), and two simulation approaches, i.e., Monte Carlo Simulation and Importance Sampling, have been deployed in this study to obtain the reliable seismic site class which has not been attempted earlier. Field procured measurements from high strain soil test, i.e., Standard Penetration Test, have been utilized to estimate the Vs using multiple well-established transformation models ultimately yielding 324 Vs30 outcomes. This study highlights the data scatter at every step of routine geotechnical investigations commencing from field measurement to data transformation and bestows a novel methodology to reliably assess the seismic site class. Further, statistical variation of the mean Vs30 value has also been performed to depict the trend of stochastic outcomes in response to the extent of accounted uncertainties. This novel study of stochastically quantifying a seismic site class aids to cater the implications of uncertainties and helps to obtain a reliable seismic site response. [ABSTRACT FROM AUTHOR]

Seismic liquefaction of saturated sandy soil in dam foundation will cause serious harm to hydraulic engineering works and affect the safety of projects. Therefore, accurate evaluation of seismic liquefaction of sandy soil in dam foundation overburden is the key to engineering design. Combined with a sandy overburden dam foundation project, based on the site penetration test, this study adopted the current and old norms to carry out seismic liquefaction evaluation of the sand layer under three working conditions, namely, free site during the penetration test, engineering unloading due to rising groundwater level and engineering loading due to the influence of the upper dam body. The calibration value of the measured soil standard penetration number and the liquefaction critical boundary standard penetration number under three working conditions of engineering loading and unloading were compared and analyzed, and the difference of the evaluation results of seismic liquefaction of sand layer using the current and old codes was evaluated. The results show that liquefaction of dam foundation sand will not occur during the standard penetration test. Liquefaction occurs in dam foundation sand layer under loading and unloading conditions during project operation. During engineering loading and unloading, the discriminatory results of seismic liquefaction of sand layers with the current code are basically consistent with the discriminatory results of near-seismic conditions with the old code, while the liquefaction range is smaller than that of far-seismic conditions with the old code. In the current code, the nonlinearity correction method is used instead of the linearity correction method in the old code to correct the penetration number of soil, which can more truly reflect the influence of engineering loading and unloading conditions. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Engineering Geology / Gongcheng Dizhi Xuebao is the property of Journal of Engineering Geology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

One of the most important parameters used to determine the dynamic properties of soil layers is the shear wave velocity. In geotechnical earthquake engineering, the shear wave velocity is used to determine the shear modulus, which provides the input parameters for the design of earthquake-resistant structures. Although there are measurement methods used in field studies to determine the shear wave velocity, they may not be economical in some cases. In this study, the empirical correlations between the shear wave velocity and penetration resistance in sandy soils were investigated with the use of geotechnical and geoseismic data obtained within the scope of microzonation studies performed in the Canakkale residential area. The results of the study were compared with correlations obtained from previous studies, and the equation we produced showed a good ability to predict the shear wave velocity. In addition, it was determined that standard penetration resistance, without energy correction, provided a better correlation coefficient. [ABSTRACT FROM AUTHOR]

Copyright of Scientific Bulletin of National Mining University is the property of National Mining University, State Higher Educational Institution and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Field data from liquefaction case histories are essential for the development, calibration and validation of the liquefaction evaluation methods, and prime standard for the validation of current liquefaction theories. By collecting liquefaction data from Chi-Chi, Bachu and Songyuan earthquakes in China, the volume of data in the Chinese liquefaction database based on the standard penetration test (SPT) is significantly increased from 121 to 465. This database is then used to validate the reliability of four liquefaction evaluation methods based on SPT, i.e. evaluation method suggested in Code for Seismic Design of Buildings (code method for short), two hyperbolic models, and the simplified cyclic stress ratio (CSR) method. The results indicate that the two hyperbolic models can satisfactorily distinguish the liquefaction data from the non-liquefaction data, with success rates higher than 85% for both liquefaction data and non-liquefaction data. The code method and the simplified CSR method exhibit disadvantages for liquefaction evaluation. The predicted results are not satisfactory for all four evaluation methods for seismic intensity of 7, as the liquefaction data are mixed with the non-liquefaction data for this intensity. The overall success rates of the four evaluation methods are high for the data when the seismic intensities are 8 and 9. A new probabilistic liquefaction evaluation equation based on the CSR method is proposed by regression analysis of the new liquefaction data. The predicted liquefaction critical state lines are in reasonable agreement with reported probabilistic equation, even though the number of datasets adopted is different. The Chinese code method has obvious limitation with conservative results for soil layers at the depth greater than 10 m. The analytical results provide reference for improving the liquefaction evaluation method in Chinese code.

In this research, the geotechnical properties of the soil profile in Hilla city within Babylon Governorate in the middle parts of Iraq are described. The geotechnical data at the specific sites were collected from some geotechnical investigation reports performed at some selected locations. This article is devoted to studying the distribution of soil properties (the physical and mechanical) in the horizontal and vertical directions. Moreover, a correlation between different physical and mechanical properties is performed. The correlation is executed using statistical analysis by Microsoft Excel Software (2016). From the regression results, it was found that the nature of the soil is cohesive up to 15 m under the natural ground level, and the soil will change to noncohesive. The new line in the plasticity chart has been drawn parallel to A-line especially for the investigated region, the shear strength parameters depend on the consistency of the soil and the depth, and finally, there is a direct correlation between mechanical and physical parameters. Using these correlations with some available information help to predict the value of shear strength and consolidation parameters.

Abstract On April 25th, 2015, the Gorkha earthquake jolted the central region of Nepal, causing extensive damage to buildings and grounds in the urban areas of Nepal. One embankment section of Kathmandu-Bhaktapur Road, crosses a small valley in the center of the Kathmandu Basin. The earthquake has caused this embankment to deform with its supporting soil. Investigating the mechanism of this ground deformation from the geotechnical and geological viewpoints was deemed necessary to examine possible countermeasures. For this purpose, we conduct several in-situ tests such as microtremor measurements, standard penetration tests, and Multichannel Analysis of Surface Waves. These investigations make two soft soil layers emerge as a causative factor. The estimated 3D soil profile shows that the deformed ground overlaps the area where the weak soil layers are below the groundwater level. The 3D soil profile also suggests that groundwater lowering using existing wells can reduce the water-saturated area by 81%. Carbon dating shows that the causative layer formed before the Paleo-Kathmandu Lake dried up.

Liquefaction potential analysis for the liquefiable as well as non-liquefiable soils of Bihar state has been performed in this paper based on the actual field data from three seismic zones, i.e. zone III, zone IV, and zone V. The analysis has been performed following the simplified procedure given in [1] and later modified in [2]. The results show that districts under seismic zone III are comparatively more resistant to liquefaction in most cases, districts of zone IV are relatively more prone to liquefaction up to a few depths, and districts of zone V are most liquefiable. Liquefaction resistance is primarily depending upon the fine content of soil and SPT N-values. [ABSTRACT FROM AUTHOR]

It is critical to determine the shear wave velocity (Vs) for earthquake resistant construction design and ground improvement methods. Vs is used in geotechnical earthquake engineering and microzonation studies to calculate the stresses and strong motion characteristics that an earthquake will generate in the soil layers. Characterization of soil and rock small-strain shear modulus and shear wave velocity is an essential component of different seismic analyses such as ground classification, hazard analysis, site-response analysis, and soil-structure interaction. Due to the high expense of seismic testing in comparison to other field tests, these tests are often favored in more significant projects. In circumstances when field seismic testing cannot or only in a limited number of cases be undertaken, the need for correlations between shear wave velocity and other experimental data leads to calculation of Vs. In circumstances when undisturbed soil samples, such as gravel, sand, and silt, cannot be acquired, the Standard Penetration Test (SPT) has been effectively implemented, and numerous researchers have investigated the relationships between the obtained values and the shear wave velocity. It was discovered that the parameters influencing SPT-N number also influence shear wave velocity. Because the relationships presented in the literature are empirical formulae, they may not offer consistent findings for all soil conditions and soil types. The goal of this study is to determine the closest empirical relationships given in the literature by comparing derived SPT values to average shear-wave velocity to 30-m depth (Vs30) values obtained from Multichannel Analysis of Surface Waves (MASW) for the same sites in the Edirne area. Among the investigated relationships, the ones with the lowest error were recommended for estimate of Vs data in the locations with missing Vs data.

Based on the results of standard penetration tests (SPTs) conducted in Al-Basrah governorate, this research aims to present thematic maps and equations for estimating the bearing capacity of driven piles having several lengths. The work includes drilling 135 boreholes to a depth of 10 m below the existing ground level and three standard penetration tests (SPT) at depths of 1.5, 6, and 9.5 m were conducted in each borehole. MATLAB software and corrected SPT values were used to determine the bearing capacity of driven piles in Al-Basrah. Several-order interpolation polynomials are suggested to estimate the bearing capacity of driven piles, but the first-order polynomial is considered the most straightforward. Furthermore, the root means squared error (RMSE) for all suggested polynomials are roughly the same. The production of thematic maps demonstrates the variation in bearing capacity of driven piles over the entire territory of Al-Basrah governorate in correlation with different depths. The results of the statistical equations showed that there is good agreement with those obtained from the SPT data. When compared with the observed values from SPT, the allowable bearing capacity results for the driven piles ranged from (−3 to +38)%. The main results of this study showed a variation of 30% between calculated and estimated values of bearing capacity of driven piles for all lengths of piles at a 95% confidence interval.

One of the most important parameters used to determine the dynamic properties of soil layers is the shear wave velocity. In geotechnical earthquake engineering, the shear wave velocity is used to determine the shear modulus, which provides the input parameters for the design of earthquake-resistant structures. Although there are measurement methods used in field studies to determine the shear wave velocity, they may not be economical in some cases. In this study, the empirical correlations between the shear wave velocity and penetration resistance in sandy soils were investigated with the use of geotechnical and geoseismic data obtained within the scope of microzonation studies performed in the Canakkale residential area. The results of the study were compared with correlations obtained from previous studies, and the equation we produced showed a good ability to predict the shear wave velocity. In addition, it was determined that standard penetration resistance, without energy correction, provided a better correlation coefficient.