Search

Purpose: This paper presents the approximate limit pressure solution for shape-imperfect and through-wall circumferential cracked (TWCC) 90° pipe bends at the intrados region. Finite element (FE) limit analysis was used to estimate the limit pressure by considering the small geometrical change effects. Design/methodology/approach: Three-dimensional (3D) geometric linear FE methodology was implemented to investigate the limit pressure of structurally deformed TWCC 90° pipe bends. The material considered in the analysis is elastic perfectly plastic (EPP). The limit pressure of TWCC shape-distorted pipe bends was predicted from the corresponding internal pressure when von-Mises stress was equal to or just exceeded the material's yield strength for all the models. The theoretical solution which was published in the literature was used to evaluate the current FE approach. Findings: Ovality Co and TWCC at the intrados region caused a considerable impact on pipe bends, while the thinning? Ct produced a negligible effect and hence was not included in the analysis. With the combined effect, the bend portion of pipe bend experiences substantial influence, and the TWCC effect consequently increases with 45o, 60o and 90o crack angles and decreases the limit pressure of pipe bends. An improved closed-form empirical limit pressure solution was proposed for TWCC shape-distorted pipe bends at the intrados region. Originality/value: In the limit pressure analysis of 90° pipe bends, the implications of structural irregularities (ovality and thinning) and TWCC have not been examined and reported. [ABSTRACT FROM AUTHOR]

In this study, pressuremeter modulus (Ep) and limit pressure (PL) were predicted using artificial intelligence methods through the available results of in situ and laboratory tests (the pressuremeter tests) obtained from the same place in Isfahan city metro line 2 in the east–west distance. In this regard, the results of pressuremeter experiments, standard penetration test, and downhole seismic geophysical test, as well as the results of laboratory tests such as grain size, density, and triaxial compression tests performed in fine-grained sediments (clay and silt), were used as training data. To predict the values of pressuremeter modulus and limit pressure for some other places close to the mentioned location, artificial neural network (ANN) and multi-adaptive neuro-fuzzy inference system (MANFIS) were trained using the available experimental data. It outperforms ANN predictive model where the values of R2, RMSE were 0.86% and 0.17, respectively. The values of correlation coefficient R2 and the root mean squares error (RMSE) in MANFIS model was equal to 0.94% and 0.05, respectively. Totally, the results implied that MANFIS model has the ability to provide more realistic outputs with higher accuracy compared to ANN. The most advantage of the method presented in this research is that since the cost of conducting in situ and lab tests is usually high, when the test values for some parts of a location are available, it is possible to estimate these values for a limited number of other close locations and/or in the range with a good accuracy without the need to perform extra tests. [ABSTRACT FROM AUTHOR]

Much empiricism is involved in design of rock-socketed piles in rock masses. In light of this, an analytical solution based on the cavity expansion theory is proposed for calculating the ultimate bearing capacity at the tip of a pile embedded in rock masses obeying the Hoek-Brown failure criterion. The ultimate end bearing capacity is evaluated by assuming that the pressure exerted at the boundaries of a pressure bulb immediately beneath the pile tip is equal to the limit pressure required to expand a spherical cavity. In addition, a relationship is derived to predict the pile load-settlement response. To demonstrate the applicability of the presented solution, the results of this study were compared to those of 91 field tests from technical literature. Despite the limitations, it is found that the end bearing resistance computed by the present work is in good agreement with the field test results.

Pressuremeter test (PMT) is conducted to obtain effective soil parameters such as limit pressure (PL) and pressuremeter modulus (Ep) that are frequently used in calculating foundation bearing capacity, settlement, and foundation behavior. However, the application of PMT in China was limited due to higher cost and time. There is a need for identifying a suitable method and establish models to predict reliable PL and Ep for interpreting or cross-checking soil parameters. Piezocone test (CPTU) offers an ideal test method to develop correlation models since it is widely adopted for geotechnical investigations in China. In this study, artificial neural networks (ANN) have been used to develop CPTU-PMT correlations. A total of 92 sets of sandy soil and 65 sets of clayey soil data from four testing sites were collected using CPTU and PMT. ANN was employed to develop 4 models, half of them considering effective overburden stress ( σ v 0 ' ), for predicting PL and Ep from CPTU data. The obtained ANN models were validated using the measured values of PL and Ep from pressuremeter tests and also the predicted values based on previous correlations. The comparison results show that PL and Ep values predicted by ANN models proposed in this study are more consistent with the measured values at testing sites. Additionally, foundation settlements were measured from a load test and compared with predictive settlements obtained using PL and Ep estimated by the proposed ANN correlation models. The results have shown that the CPTU results can be used to accurately predict PMT parameters and derive settlements. [ABSTRACT FROM AUTHOR]

The use of in-situ soil testing has become popular in many geotechnical projects because of its high measurement accuracy and low disturbance of the soil sample during the testing process. Pressuremeter Test (PMT) and standard penetration test (SPT) are two important in-situ tests in geotechnical engineering. The former is an expensive and time-consuming experiment that can measure some detailed mechanical properties of soil while the latter is low-cost and can estimate some basic soil specifications. Thus, identifying the relationship between PMT and SPT parameters can help improve the mechanical characterization of soil samples through a cost-saving methodology. In this research, 47 SPT and 47 PMT were performed on very stiff and hard silty clay and clay soil samples. The variation range of EPMT and the N60 are in the range of 16.55-75.95 MPa and 16-51, respectively. Empirical equations were proposed between EPMT-N60, PL-N60, and Epmt-PL with R² ≥ 0.65. Regression analysis by determining 'R²', 'Sig.', and 'F' values demonstrated that the proposed models are highly significant and strongly meaningful. The Mean Square Error (MSE) and Root Mean Square Error (RMSE) values for each relation showed that the estimation error is very small, and the relationships are acceptable. The equations proposed in this research can be used for very stiff and hard silty clay and clay soil types. Also, by comparing the N60 and EPMT/PL values, silty clay and clay soil were classified in terms of consistency according to EPMT/PL ratio. Finally, the results from this study were grouped and compared with those reported earlier, leading to a practical advisory methodology for the estimation of PMT parameters from the SPT data applicable to a wide range of soil samples. [ABSTRACT FROM AUTHOR]

Due to the influence of pressure control precision, the actual pressure in hydroforming process for the tube is usually greater than the design pressure, which causes the fracture of tube. The loading path of T-shaped tube hydroforming process was designed based on the control of limit pressure. First, the limit pressure of tube Pmax was obtained by improving the internal pressure until the tube cracked in the T-shaped tube hydroforming process without the feeding and a theoretical model for predicting instantaneous pressure is developed. Second, the tube bulge height Hmax and the maximum feeding Dmax were explored through manual operation of feeding and pressure in hydroforming machine, in which the overflow pressure is set to Pmax by using an overflow valve; finally, the loading path of internal pressure and feeding was designed using the ladder growth and linear growth in T-shaped tube hydroforming experiment in which the maximum pressure, the maximum feeding, and the overflow pressure (equal to internal pressure) were set to Pmax, Dmax, and Pmax, respectively. The results show that the obtained limit pressure Pmax can avoid the overpressure of the tube and restrain the fracture of the tube through the action of the overflow valve. Meanwhile, the accuracy of the prediction model to figure up Pmax was verified through experiments: the theoretical prediction value of the established model was consistent with the experimental true value. Compared with the T-shaped tube formed by linear loading path, the wall thickness of the formed T-shaped tube by ladder loading path is more evenly distributed without wrinkles and fractures and the height of the formed branch tube close to Hmax. At the same time, it is found that under the differential lubrication tube blank, the time of obtaining a suitable loading path is significantly reduced, and the collocation of ladder mode is simpler and more efficient. [ABSTRACT FROM AUTHOR]

An unified approach is presented for the analysis of the expansion of both cylindrical and spherical cavities in an infinite elastic–perfectly plastic "Hoek–Brown" (H–B) material. The H–B failure criterion expressed in scaled form is adopted with a plastic flow rule characterized by a constant dilatancy angle ψ . Closed form expressions are given for the extent of the plastic region and the related stress. Solutions of the displacement field in the plastic region are provided based on both small-strain and large-strain theories. An original relationship between the cavity pressure and its expansion is derived. The developed closed-form solutions are validated employing the finite element method. For comparison purposes, an approximate solution is presented by neglecting the elastic strains in the plastic region which reveals that the assumption of no elastic strains does not influence the results for strong rocks in contrast with weak rocks. For practical purposes, design charts are provided allowing easy and accurate estimates of the limit pressure for cavity expansion in rock masses. The cavity expansion solution is finally validated against results obtained using the Finite Element modelling. [ABSTRACT FROM AUTHOR]

The Menard pressuremeter modulus (Em), limit pressure (PL), shear modulus (G) and subgrade reaction modulus (Ks) can be obtained by using the pressuremeter test, and are needed as parameters to obtain the geotechnical parameters for foundation design and to determine the ultimate bearing capacity in engineering projects. In this article, correlations of Menard pressuremeter tests (PMTs) with standard penetration tests (SPTs) and cone penetration tests (CPTs) are obtained as a consequence of the extensive geotechnical investigation performed in alluvial soils of the Tabriz Metro Line 2, Iran. A total of 85 boreholes with depths of 20–40 m were drilled, and the three mentioned tests were performed at varying depths. Correlations were carried out separately for silty clay (CL), clayey silt (ML) and silty sand (SM) soils, respectively. Statistical correlations between Em, PL, G and Ks from the PMTs were performed with the corrected SPT numbers (Ncor). In addition, relationships between the limit pressure (PL) from PMTs and cone resistance (qc) from CPTs were determined for fine-grained and coarse-grained soils. Attempts were also made to correlate PL with Em, and Em/PL ratios. The results of this investigation indicated acceptable experimental regression relationships between these parameters. The comparisons between the measured and the predicted values of Em and PL obtained herein with those estimated from other equations that have been proposed by other researchers revealed that they are compatible. It can be concluded that the proposed relationships for fine-grained and coarse-grained soils can be utilized to determine Em, PL, G and Ks from the Ncor values and PL from the qc values. [ABSTRACT FROM AUTHOR]

This paper presents a large strain solution for the problem of cylindrical cavity expansion embedded in hardening-softening, nonassociative Mohr-Coulomb material. The solution is obtained by transforming the problem from the original radial domain to the effective stress space in the hardening regime and to the effective plastic strain in the softening regime. The robustness of the solution is demonstrated by tracing the entire loading history of a pressurized cavity embedded in weak sandstones in large expansions and the calculation of the limit pressure beyond which the hole expands without further pressurization. The calculated radial stress profiles are completely smooth at the elastoplastic (EP) and the hardening-softening boundaries. The calculated limit pressure increases with increasing degree of pressure sensitivity, as expected for a stronger material. The limit pressure decreases dramatically as the rate of material softening increases. The elastic perfectly plastic limit-pressure solution, which ignores hardening, is quite close to the value determined from the full EP hardening with the same peak strength. The combination of non-associativity and material softening causes the breakdown of the solution before reaching the limit pressure due to emergence of bifurcation in the form of shear banding and surface instabilities. [ABSTRACT FROM AUTHOR]

Abstract Eskişehir is a city in Turkey that is located primarily on the Porsuk river alluvium deposits. Hence, the probability of liquefaction is a geotechnical problem in this city. In this study, the liquefaction potential was investigated using a standard penetration test (SPT) and downhole geophysical test. Menard pressuremeter tests were also performed in order to modify liquefaction analysis methods with this test. Laboratory tests were performed on standard penetration split sampler samples collected from the boreholes. Liquefaction analysis was performed considering different scenarios. The first peak horizontal acceleration value was determined from the earthquake that occurred in 1956, which was 6.4 Mw. The second peak horizontal acceleration value was determined from Çukurhisar-Sultandere fault, which is approximately 40 km long and may create a 6.94 Mw earthquake with a peak horizontal acceleration of a max = 0.48 g. There are some differences between SPT-N method and Vs method but both the SPT-N method and the Vs method are harmonious with each other in general for determination of the liquefable soils. The Vs method particularly results in a continuous profile for the liquefaction determination. There is no regional liquefaction potential in the study region, but locally liquefiable silty sand layers were determined. The liquefable layer thickness increases with increasing peak horizontal acceleration. A liquefaction analysis method using the Menard pressuremeter test is suggested in this study. Both the cyclic resistance ratio (CRR) chart and the equation are modified for liquefaction analysis using the Menard pressuremeter test. Highlights • Tepebaşı district of Eskişehir city and the liquefaction potential was evaluated with standart penetration test and downhole geophysical method. • The liquefaction potential was investigated using a standard penetration test and downhole geophysical test. Menard pressuremeter tests were also performed in order to modify liquefaction analysis methods with this test. • A liquefaction analysis method using the Menard pressuremeter test is suggested in this study. [ABSTRACT FROM AUTHOR]

Previous cavity expansion analyses are all performed in infinite soil. However, cavity expansion problem in half space (or semi-infinite soil) is also required in geotechnical engineering (tunneling and compaction grouting). New upper and lower bound solutions are derived for expanded spherical and cylindrical cavities in half space of Tresca soil based on the method of finite element limit analysis in this paper. Two types of case, namely homogenous soil and non-homogenous soil with undrained strength linearly increased with depth, are consider in the analysis. Simple empirical closed-form equations are then proposed for predicting the limit cavity expansion pressure through nonlinear regression analysis. The present solutions provide theoretical reference for the corresponding geotechnical engineering problems such as tunneling and compaction grouting. [ABSTRACT FROM AUTHOR]

Abstract This paper investigates the influence of widely-spread randomly-distributed pits on the pressure carrying capacity of pipes using nonlinear finite element models for pitting colonies of Grades 1, 2 and 3 of Part-6 of API 579-1/ASME FFS-1 (FFS). Burst pressure predictions for pipes suffering from pitting with increasing severity are obtained and compared with those determined from lower levels of assessment provided in FFS. Upon re-evaluation of standard tabulated values for remaining strength factor (RSF) by means of limit load analysis using FEA for colonies with uniform pit depths, results of Level-1 assessment became more aligned with overall merit of FFS conservatism. For Level-2 assessment, the current investigation showed the need to modulate the conservatism of local thinned areas (LTA) approach. Despite the validity of adopting the LTA check within Level-2 assessment of pitting colonies, the final outcome of the combined RSF is highly conservative compared to RSF estimated by FEA. Highlights • Thin-walled pipes containing random pitting corrosion colonies are assessed using levels 1, 2 and 3 of FFS procedures. • Level-3 assessment is conducted using nonlinear FEA where corrosion pits are modeled by shell elements with reduced thickness. • Good correlation between P L obtained by the TES method and P F obtained by the ligament stress criterion. • RSF values adopted in FFS code for pits with uniform depth should be corrected in order to ensure more realistic level-1 assessment. • Consideration of local thin areas (LTAs) in Level-2 assessment provides realistic but highly conservative estimates of RSF. [ABSTRACT FROM AUTHOR]

Copyright of Journal of China University of Petroleum is the property of China University of Petroleum 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.)

Pressuremeter modulus (EM) and limit pressure (PL) are used for the calculation of the settlement and bearing capacity of foundation respectively. As the determination of these parameters from pressuremeter test (PMT) is relatively time-consuming and expensive, various empirical correlations have been proposed to correlate the EM and PL to other soil parameters. For the existing equations are incapable of estimating these PMT parameters well, in present research group method of data handling type neural network is used to estimate the EM and PL of clayey soils. The EM and PL were modeled as a function of three variables including the moisture content (ω), plasticity index and corrected SPT blow counts (N60). A database containing 51 data sets have been used for training and testing of the models. The performances of proposed models are compared with those of existing empirical equations. The results demonstrate that appreciable improvement with respect to the other correlations has been achieved. At the end, sensitivity analysis of the obtained models has been performed to study the influence of input parameters on model outputs and shows that the N60 is the most influential parameter on the PMT parameters. [ABSTRACT FROM AUTHOR]

Copyright of Journal of China University of Petroleum is the property of China University of Petroleum 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.)

• An analytical model to predict the instability strains of bulge tests of anisotropic materials. • Effect of radial slipping on the instability strain of bulge test is investigated analytically. • Extension of Hill's bulge instability theory by introducing the effect of slipping. • Numerical and experimental validations of the proposed analytical model. • Validation of the general kinematic relationships and the proportionalities of stresses, strains, and radii of curvatures in bulge tests of anisotropic materials. The hydraulic bulge test is widely adopted to characterize the mechanical properties of sheet materials under biaxial loading. The onset of bulge instability at pressure maximum reflects the formability of the materials. This paper develops an analytical model to predict the instability strains of bulge tests of anisotropic materials based on the general kinematic relationships in bulge tests. This model is further extended to include the effect of radial slipping near the draw-bead, which is found to decrease the instability strains of bulge tests. In addition, the effect of slipping is also introduced in Hill's bulge instability theory. A parametric study of the effect of hardening and anisotropy is conducted with the Swift hardening model and Hill48 yield criterion. The accuracy and robustness of the proposed model are validated by both numerical and experimental results for a broad range of anisotropic materials. Our model is found to be much more accurate than Hill's model in predicting the bulge instability strains of anisotropic sheets. The proposed theoretical model is expected to be helpful in evaluating the maximum hardening strain that can be extracted from the bulge test and the forming limits of anisotropic sheet metal under biaxial tension. [ABSTRACT FROM AUTHOR]

The pressuremeter, used for in situ soil testing, has undergone significant development both in its technical applications and in the interpretation methods employed for a range of parameters. Several methods have been developed to evaluate the undrained strength of a soil using a pressuremeter. Test results based on these methods show distinctive discrepancies. Different methods for evaluating the limit pressure are also presented. The values of these limit pressure evaluations vary based on the evaluation method used. In any given test, the limit pressure results also affect the values deduced for undrained shear strength. The discrepancies in the undrained shear strength values exceeded 80 % for the same test when evaluations were made with different interpretation methods. Because of the large discrepancies in the results of the undrained shear strength when using different analysis methods, the Gibson and Anderson method is recommended as being most reliable in deducing undrained shear strength values from pressuremeter tests, particularly for use in the design of foundations. [ABSTRACT FROM AUTHOR]

The Menard pressuremeter test is a relatively expensivein situtest, which generates useful information about the strength and deformation properties of any soil and weak rock, which is carried out in some projects. On the other hand, the SPT test is a rather inexpensive, simple and typicalin situtest used to determine the engineering properties of silt, clay, sand, and fine gravel which is utilised in almost all projects. In this study SPT blow counts (N60) were correlated with pressuremeter modulus (EPMT) and limit pressure (PL) and empirical equations were proposed to estimate PLand EPMTfrom N60in silty sand and silty clay soils separately. These tests have been conducted during subway geotechnical investigation in Mashhad, Iran. Moreover, in order to verify these empirical equations, they were compared with similar equations that have been proposed by other researchers. These comparisons display that in all equations a linear relationship exists between N60- EPMTand N60- PL. However, the line slopes are different so it can be concluded the line slopes are related to soil type and geological condition of an area. Thus, for each area a separate empirical equation must be presented. [ABSTRACT FROM PUBLISHER]

The main purpose of the present study is to develop some artificial neural network (ANN) models for the prediction of limit pressure ( P) and pressuremeter modulus ( E) for clayey soils. Moisture content, plasticity index, and SPT values are used as inputs in the ANN models. To get plausible results, the number of hidden layer neurons in all models is varied between 1 and 5. In addition, both linear and nonlinear activation functions are considered for the neurons in output layers while a nonlinear activation function is employed for the neurons in the hidden layers of all models. Logistic activation function is used as a nonlinear activation function. During the modeling studies, total eight different ANN models are constructed. The ANN models having two outputs produced the worst results, independent from activation function. However, for P, the best results are obtained from the feed-forward neural network with five neurons in the hidden layer, and logistic activation function is employed in the output neuron. For E, the best model producing the most acceptable results is Elman recurrent network model, which has 4 neurons in the neurons in the hidden layer, and linear activation function is used for the output neuron. Finally, the results show that the ANN models produce the more accurate results than the regression-based models. In the literature, when empirical equations based on regression analysis were used, the best root mean square error (RMSE) values obtained to date for P and E have been 0.43 and 5.65, respectively. In this study, RMSE values for P and E were found to be 0.20 and 2.99, respectively, by using ANN models. It was observed that using ANN approach drastically increases the prediction accuracy in terms of RMSE criterion. [ABSTRACT FROM AUTHOR]

Abstract: PENCEL Pressuremeter and Cone Penetrometer tests were performed at two sites chosen in Florida. One of the sites was predominately clays and the second was sands. The study goal was to reveal that pushed-in PENCEL tests would produce reliable engineering parameters. The PENCEL was pushed to the preferred test depth using the cone penetrometer equipment. Correlations were developed within the engineering parameters obtained from PENCEL pressuremeter data and between the PENCEL and cone penetrometer engineering parameters. All correlations matched published values. From the PENCEL data excellent correlations were created between the initial elastic modulus and limit pressures. Excellent correlations were also produced between the initial elastic modulus and the limit pressure as well as the initial elastic modulus and the elastic reload modulus. From the comparisons between pressuremeter and cone penetrometer data, promising correlations were developed between the pressuremeter initial elastic moduli and Cone Penetrometer tip resistances. Correlations were also developed between pressuremeter limit pressure and Cone Penetrometer tip resistances. [Copyright &y& Elsevier]

An analytical model dealing with the problem of an expanded cylindrical cavity in an elastoplastic medium is presented. The constitutive material is assumed to be weightless, homogeneous, and isotropic; its resistance is governed by the Mohr-Coulomb's strength criterion. Elastoplastic behavior, characterized by a variable plastic potential of flow, is then considered to determine the limit pressure of the expanded cavity. Such a constitutive model takes into account the volume variation, which depends, in particular, on the horizontal distance between the applied load and each point of the expanded medium. Potential applications in soil mechanics are suggested to perform the proposed model. [ABSTRACT FROM AUTHOR]

The Standard Penetration Test (SPT) is one of the most frequently applied tests during the geotechnical investigation of soils. Due to its usefulness, the development of empirical equations to predict mechanical and compressibility of soil parameters from the SPT blow count has been an attractive subject for geotechnical engineers and engineering geologists. The purpose of this study is to perform regression analyses between the SPT blow counts and the pressuremeter test parameters obtained from a geotechnical investigation performed in a Mersin (Turkey) city sewerage project. In accordance with this purpose, new empirical equations between pressuremeter modulus ( E) and corrected SPT blow counts ( N) and between limit pressure ( P) and corrected SPT blow counts ( N) are developed in the study. When developing the empirical equations, in addition to the SPT blow counts, the role of moisture content and the plasticity index of soils on the pressuremeter parameters are also assessed. A series of simple and nonlinear multiple regression analyses are performed. As a result of the analyses, several empirical equations are developed. It is shown that the empirical equations between N and E, and N and P developed in this study are statistically acceptable. An assessment of the prediction performances of some existing empirical equations, depending on the new data, is also performed in the study. However, the prediction equations proposed in this study and the previous studies are developed using a limited number of data. For this reason, a cross-check should be applied before using these empirical equations for design purposes. [ABSTRACT FROM AUTHOR]

Based on the spherical cavity expansion (SCE) problem, Cudmani and Osinov (Can Geotech J 38:622-638, 2001), Osinov and Cudmani (Int J Numer Anal Method Geomech 25:473-495, 2001) developed a semi-empirical method of interpretation of CPT for coarse-grained soils (sand, gravel) using a hypoplastic constitutive model. Using a material-independent shape factor, the cone penetration resistance was related to the limit pressure required to expand a spherical cavity. The shape factor was observed to be a function of the soil state only, in particular the pressure-dependent relative density. This paper presents an analogous interpretation technique for CPT in fine-grained soils using the shape factor concept, Cavity Expansion approach, and a hypoplastic constitutive model. Relations for the shape factor and the limit pressure have been proposed based on the parameters affecting these quantities. A validation of the proposed interpretation technique with experimental results has also been performed. [ABSTRACT FROM AUTHOR]

In this study, correlations were obtained between standard penetration test (SPT) and pressuremeter data measured during an extensive geotechnical investigation conducted in Istanbul, Turkey. In this context, SPT blow counts ( N) were correlated with pressuremeter modulus ( E) and limit pressure ( p). Empirical equations were proposed to estimate limit pressure from pressuremeter modulus, and E/ p ratios were calculated and evaluated. An attempt was also made to correlate limit pressure to undrained shear strength ( s) measured by unconfined compression strength test. Correlations were carried out for sandy and clayey soils separately. The quantity (total of 182) and quality of the data (use of same equipment and procedures during data acquisition in a well defined geological setting) mean the obtained correlations may be valuable for similar soils. It is anticipated that the correlations obtained may help designers in evaluating, comparing, interpreting or cross checking the soil parameters obtained from these two important in situ tests. [ABSTRACT FROM AUTHOR]

PENCEL Pressuremeter and Cone Penetrometer tests were performed at two sites chosen in Florida. One of the sites was predominately clays and the second was sands. The study goal was to reveal that pushed-in PENCEL tests would produce reliable engineering parameters. The PENCEL was pushed to the preferred test depth using the cone penetrometer equipment. Correlations were developed within the engineering parameters obtained from PENCEL pressuremeter data and between the PENCEL and cone penetrometer engineering parameters. All correlations matched published values. From the PENCEL data excellent correlations were created between the initial elastic modulus and limit pressures. Excellent correlations were also produced between the initial elastic modulus and the limit pressure as well as the initial elastic modulus and the elastic reload modulus. From the comparisons between pressuremeter and cone penetrometer data, promising correlations were developed between the pressuremeter initial elastic moduli and Cone Penetrometer tip resistances. Promising correlations were also developed between pressuremeter limit pressure and Cone Penetrometer tip resistances. [ABSTRACT FROM AUTHOR]