scholarly journals ANALYSIS OF STATIC AND DYNAMIC DEFORMATION MODULUS

2016 ◽  
Vol 8 (2) ◽  
pp. 79-84 ◽  
Author(s):  
Mindaugas Mikolainis ◽  
Marijus Ustinovičius ◽  
Danutė Sližytė ◽  
Tatyana Zhilkina
Keyword(s):  
Soil Compaction ◽  
Dynamic Deformation ◽  
Deformation Modulus ◽  
Load Test ◽  
Test Results ◽  
Plate Load Test ◽  
Test Execution ◽  
Load Tests ◽  
Different Depths ◽  
Result Interpretation

This article summarises dynamic deformation modulus correlation with second reload of static plate load test results for an even thickness soil strata layer. An analysis of execution and result interpretation of both static deformation modulus and dynamic deformation modulus is provided also. Different correlations between the two modulus according to different authors are provided. Since dynamic plate load test is not regulated in Lithuania as a soil compaction contron method, a few dynamic plate load tests and static plate load tests were executed in order to compare compaction results. The additional experiments for dynamic plate load tests in different depths were executed which showed that deformation modulus is dependant on depth of test execution, thus it is worthwile to mention to be cautious on compaction results in trenches.

scholarly journals Prediction of Effects of Geogrid Reinforced Granular Fill on the Behaviour of Static Liquefaction

2014 ◽  
Vol 2014 ◽  
pp. 1-11 ◽  
Author(s):  
A. Hemalatha ◽  
N. Mahendran ◽  
G. Ganesh Prabhu
Keyword(s):  
Bearing Capacity ◽  
Load Test ◽  
Test Results ◽  
Plate Load Test ◽  
Large Size ◽  
Static Liquefaction ◽  
Granular Fill ◽  
Size Dimension ◽  
Subgrade Modulus ◽  
Different Thickness

The experimental investigation on the effects of granular fill and geogrid reinforced granular fill on the behaviour of the static liquefaction potential of the subsoil is reported in this study. A series of plate load test were carried out with different thickness of the granular fill, number of geogrid layers, and size/dimension of the footing. The test results were presented in terms of bearing capacity and subgrade modulus for the settlement ofδ10,δ15, andδ20. The experimental results revealed that the introduction of granular fill significantly increases the bearing capacity and effectively control the settlement behaviour of the footing. The introduction of geogrid in granular fill enhanced the Percentage of Control in Settlement and Bearing Capacity Ratio by a maximum of 328.54% and 203.41%, respectively. The introduction of geogrid in granular fill interrupts the failure zone of the granular fill and enhances the subgrade modulus of the footing by a maximum of 255.55%; in addition subgrade modulus of the footing was increased with an increase in the number of geogrid layers. Based on the test results it is suggested that the footing with large size has beneficial improvement on the reinforced granular fill.

The Effect of Specimen's Height on the Point Load Test

2013 ◽  
Vol 848 ◽  
pp. 108-111 ◽  
Author(s):  
Jin Kui Li ◽  
Fei Fei Li ◽  
Xian Ke Wei
Keyword(s):  
Point Load ◽  
Load Test ◽  
Test Results ◽  
Strength Index ◽  
Underground Engineering ◽  
Point Load Strength ◽  
Size And Shape ◽  
Point Load Test ◽  
Specimen Height ◽  
Load Tests

In order to use different size of the rock in the site point load tests, select the same site at the scene of specimen do load test research. Through the statistical analysis of 9 groups of the point load strength index data, demonstrates the influence of the test specimen size and shape sample size and shape to rock point load test results, and draws the influence rule of the specimen height to the point load test. The research has the vital significance for underground engineering design and construction.

Experimental Study on Size Effect of Plate Load Test in Roadbed Compaction Quality Detection

2011 ◽  
Vol 230-232 ◽  
pp. 367-371
Author(s):  
Xiao Yong Li ◽  
Kang Xu ◽  
Si Yuan Wang
Keyword(s):  
Experimental Study ◽  
Laboratory Test ◽  
Size Effect ◽  
Test Section ◽  
Regression Equation ◽  
Load Test ◽  
Test Results ◽  
Plate Load Test ◽  
Quality Detection ◽  
The One

There are three normal sizes of loading plate as 30 cm, 50 cm, 75 cm in roadbed compaction quality detection. The size effect rule for coefficient of foundation is obtained from the investigation on plate load test results by the experiment in lab. The laboratory test may control well the conditions by building the test section modeling the roadbed. The test section is 15 m by 5m. The diameters of loading plate used is 30cm, 35cm, 40cm, 45cm, 50cm, 55cm, 60cm, 65cm, 70cm and 75cm in the test. The regression equation between coefficients of foundation measured by different size of loading plate has been concluded. It is obtained that the ratio of coefficients of foundation between the plate of 50 cm and 30cm is 1.6 for granule filler, 1.65 for grind filler, and the one between the plate of 70 cm and 30cm is 2.17 for granule filler, 2.3 for grind filler.

Subgrade reaction and load-settlement characteristics of gravelly cobble deposits by plate-load tests

1998 ◽  
Vol 35 (5) ◽  
pp. 801-810 ◽  
Author(s):  
Ping-Sien Lin ◽  
Li-Wen Yang ◽  
C Hsein Juang
Keyword(s):  
Bearing Capacity ◽  
Field Tests ◽  
Load Test ◽  
Subgrade Reaction ◽  
Plate Load Test ◽  
Modulus Of Subgrade Reaction ◽  
High Rise ◽  
Undisturbed Samples ◽  
Load Tests ◽  
Mat Foundations

This paper presents the result of plate-load tests conducted on a gravelly cobble deposit in Taichung Basin, Taiwan. The geologic formation of the gravelly cobble deposit makes it very difficult to obtain large undisturbed samples for laboratory testing. These field tests provide an opportunity to examine the applicability of existing theories on bearing capacity and subgrade reaction in this geologic formation. The modulus of subgrade reaction is of particular importance in the local practice of designing high-rise buildings on mat foundations. The results of the plate-load tests on this soil deposit are analyzed and discussed.Key words: plate-load test, gravelly cobble deposit, modulus of subgrade reaction, bearing capacity.

scholarly journals Within-site variability and reliability of foundation designs based on load tests

2019 ◽  
Author(s):  
◽  
Andrew Z. Boeckmann
Keyword(s):  
Load Test ◽  
Test Results ◽  
Considerable Variability ◽  
Specific Load ◽  
Primary Input ◽  
Bayesian Techniques ◽  
Test Information ◽  
Load Tests ◽  
A Site ◽  
Site Variability

Probabilistic evaluations of the reliability of foundation designs based on site-specific load test information are somewhat limited in number. Published evaluations have generally relied on Bayesian techniques. A primary input for Bayesian analysis is within-site variability, which describes the variability of foundation resistance across a site. Within-site variability is attributed to geologic variation across a site and to differences in construction outcomes among foundation elements. Published evaluations have generally used a deterministic value of within-site variability wherein within-site variability is treated as a known parameter and is not subject to updating based on load test results. In contrast, probabilistic within-site variability treats within-site variability as an uncertain parameter with its own probability distribution that is updated based on load test results. Probabilistic within-site variability has not been applied commonly. This research examines differences in reliability outcomes between deterministic and probabilistic within-site variability. Analysis of micropile load test results from five different sites was used to develop a distribution of within-site variability. The resulting distribution is relatively variable (i.e. the value of within-site variability is, itself, variable), which demonstrates that there is, in fact, considerable variability and uncertainty in the value of within-site variability.

scholarly journals Stabilizing Property of Expansive Soil with Different Sand Layers

2019 ◽  
Vol 8 (12S) ◽  
pp. 1261-1266
Keyword(s):  
Ground Improvement ◽  
Expansive Soil ◽  
Load Test ◽  
Layered Soils ◽  
Soil Layers ◽  
Plate Load Test ◽  
Improvement Method ◽  
Load Tests ◽  
Problematic Soil

Sweeping Soil improves by better root development, water development, and furthermore by blending bits of the dirt profile, to give progressively uniform surface. As a ground improvement method to improve the quality of dangerous soils and this examination is done to comprehend the settlement conduct of layered soils. The dirt which is gathered was seen as risky in nature, which is all the more expanding in nature. The examples of soil are gathered from in and around Chennai. The sand utilized in this investigation is taken from close by site and is utilized to improve the hazardous soil by shaping a layer of required thickness. The primer tests are directed on the dirt examples to decide their properties according to IS models. After the fundamental test, the plate load tests are performed on the dirt with square plate (10 mm x 10mm) so as to know the bearing limit of soil. The heap tests are performed on sand and mud layers with fluctuating thickness of 5cm, 10 cm and 15 cm of sand over mud soil. From the plate load test the heap settlement conduct of soil layers are examined. It very well may be reason that on the off chance that various layers of sands are given over Problematic soil, at that point It gets enough Load bearing obstruction which can be further gets actualized during Highways developments. The outcomes says that of 15 cm layer of sand shows most extreme burden bearing limit and indicated better burden – settlement diagrams also.

Evaluation of peak side resistance for rock socketed shafts in weak sedimentary rock from an extensive database of published field load tests: a limit state approach

2019 ◽  
Vol 56 (12) ◽  
pp. 1816-1831 ◽  
Author(s):  
Pouyan Asem ◽  
Paolo Gardoni
Keyword(s):  
Test Data ◽  
Limit State ◽  
Deformation Modulus ◽  
Load Test ◽  
Resistance Factors ◽  
Strength Limit ◽  
Side Resistance ◽  
Load Tests ◽  
Load And Resistance Factor

This paper presents analyses of the measured peak side resistance of rock sockets constructed in weak claystone, shale, limestone, siltstone, and sandstone. The peak side resistance is obtained from in situ axial load tests on drilled shafts, anchors, and plugs. The parameters that affect the development of peak side resistance are determined using in situ load test data. It is found that peak side resistance increases with the unconfined compressive strength and deformation modulus of the weak rock, and decreases with the increase in length of the shear surface along the rock socket sidewalls. The increase in socket diameter also slightly decreases the peak side resistance. Additionally, it is found that the initial normal stresses do not significantly affect the measured peak side resistance in the in situ load tests. The in situ load test data are used to develop an empirical design equation for determination of the peak side resistance. The proposed model for peak side resistance and the reliability analysis are used to determine the corresponding resistance factors for use in the load and resistance factor design framework for assessment of the strength limit state.

Performance of helical piles in oil sand

2009 ◽  
Vol 46 (9) ◽  
pp. 1046-1061 ◽  
Author(s):  
Mohammed Sakr
Keyword(s):  
Full Scale ◽  
Load Test ◽  
Test Results ◽  
Lateral Loads ◽  
Oil Sand ◽  
Deep Foundation ◽  
Helical Piles ◽  
Load Tests ◽  
Pile Load Test ◽  
Pile Load Tests

The results of a comprehensive pile load-test program and observations from field monitoring of helical piles with either a single helix or double helixes installed in oil sand are presented in this paper. Eleven full-scale pile load tests were carried out including axial compression, uplift, and lateral load tests. The results of the full-scale load tests are used to develop a theoretical design model for helical piles installed in oil sand. Test results confirm that the helical pile is a viable deep foundation option for support of heavily loaded structures. The test results also demonstrated that circular-shaft helical piles can resist considerable lateral loads.

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