The evaluation of masonry shear strength by means of different experimental techniques: A comparison between full-scale and laboratory tests

2016 ◽  
pp. 1645-1652 ◽  
Author(s):  
A. Incerti ◽  
V. Rinaldini ◽  
C. Mazzotti
Keyword(s):  
Shear Strength ◽  
Laboratory Tests ◽  
Full Scale ◽  
Experimental Techniques

scholarly journals 15 kVA Three-Phase Low-Voltage SOP Prototype Laboratory Tests Results

Energies ◽  
2020 ◽  
Vol 13 (15) ◽  
pp. 3895
Author(s):  
Thomas Pidancier ◽  
Mokhtar Bozorg ◽  
Dominique Roggo ◽  
Patrick Favre-Perrod ◽  
Mauro Carpita
Keyword(s):  
Laboratory Tests ◽  
Low Voltage ◽  
Load Capacity ◽  
Full Scale ◽  
Voltage Profile ◽  
Laboratory Environment ◽  
Three Phase ◽  
Design And Manufacturing ◽  
Converter Design ◽  
Open Point

In this paper, a 15 kVA soft open point converter is presented. The converter design and manufacturing have been presented in previous papers. The aim of this paper was to show the results of the devices in a full-scale laboratory environment, Gridlab, made of four distribution LV feeders, each rated 40 A. The tests demonstrated the good dynamics of the SOP control and its usefulness in performing a suitable PQ control. They also showed an improvement in the voltage profile and in the load capacity of the overall network. In the final part of the paper, the feedback earned during the development and the test of this first prototype are presented. This feedback will benefit the team for the design of a new improved 50 kVA version.

scholarly journals SHEAR STRENGTH OF SOILS FROM THE DOBKOVICKY LANDSLIDE IN THE CENTRAL BOHEMIAN UPLANDS DETERMINATED BY LABORATORY TESTS

2017 ◽  
Vol 10 ◽  
pp. 48-51 ◽  
Author(s):  
Jakub Roháč ◽  
Petr Kycl ◽  
Jan Boháč ◽  
David Mašín
Keyword(s):  
Shear Strength ◽  
Laboratory Tests ◽  
Soil Shear Strength ◽  
Under Construction ◽  
Heavy Rains

The aim of this paper is to evaluate soil shear strength from the Dobkovicky landslide. The landslide was activated on June 6, 2013 after heavy rains and the D8 motorway, which was under construction at the time, was damaged. The laboratory tests were carried out on two types of soils, clay and tuff, both from the surface of the rupture. Critical and residual friction angles were evaluated on both types of soils.

Interpretation of the limits in shear strength in binary granular mixtures

2001 ◽  
Vol 38 (5) ◽  
pp. 1097-1104 ◽  
Author(s):  
Luis E Vallejo
Keyword(s):  
Shear Strength ◽  
Laboratory Tests ◽  
Relative Concentration ◽  
Frictional Resistance ◽  
Glass Beads ◽  
Rock Fragments ◽  
Structural Support ◽  
Granular Mixtures ◽  
The Stability ◽  
Natural Slopes

Many natural slopes and rockfill structures are made of a mixture of rock fragments and sand-size particles. To analyze the stability of such natural slopes and rockfills, a knowledge of how rock–sand mixtures develop their shear strength is needed. Laboratory tests conducted on mixtures of glass beads of two different sizes (5 and 0.4 mm) have indicated that their shear strength depends upon the relative concentration by weight of the large and small beads in the mixtures. If the concentration by weight of the large beads is greater than 70%, the shear strength of the mixtures is controlled by the frictional resistance of the large beads. If the concentration of the large beads is less than 40%, the shear strength of the mixtures is controlled by the frictional resistance of the small beads. If the concentration of the large beads is between 40 and 70%, the shear strength of the mixture is partially controlled by the frictional resistance provided by the large beads in the mixtures. These limits are very similar to those reported for rock–sand mixtures. To date, no explanation has been put forward to account for why these limits exist. This study presents an explanation for their existence. The explanation is based on the porosity developed by the mixtures and the type of structural support provided by the coarse and fine grains.Key words: shear strength, granular mixtures, porosity, fabric, compaction.

Correlation of Superpave G*/Sin δ with Rutting Test Results from Accelerated Loading Facility

1998 ◽  
Vol 1630 (1) ◽  
pp. 53-61 ◽  
Author(s):  
James A. Sherwood ◽  
Nathaniel L. Thomas ◽  
Xicheng Qi
Keyword(s):  
Data Analysis ◽  
Predictive Models ◽  
Laboratory Tests ◽  
Fatigue Cracking ◽  
Full Scale ◽  
Test Results ◽  
Testing Facility ◽  
Pavement Testing ◽  
Analysis System ◽  
Highway Research

In 1992, FHWA initiated a Superpave validation study by utilizing the Accelerated Loading Facility (ALF) at the Turner-Fairbank Highway Research Center in McLean, Virginia. The study focused on the validation of the concepts, tests, and predictive models underlying the Superpave binder specifications and mixture analysis system. Twelve full-scale pavement lanes with 48 test sites were constructed at the FHWA Pavement Testing Facility in 1993. Pavement testing with the ALF started in late spring of 1994. The results of accelerated full-scale pavement tests in conjunction with extensive laboratory tests will be used to validate the Superpave binder parameters for rutting and fatigue cracking. Presented in this paper are the results of rutting tests and some of the data analysis completed through June 1997.

Dispersant Testing at Ohmsett: Feasibility Study and Preliminary Testing

2001 ◽  
Vol 2001 (1) ◽  
pp. 461-466 ◽  
Author(s):  
Sy Ross ◽  
Ian Buist ◽  
Steve Potter ◽  
Randy Belore ◽  
Alun Lewis
Keyword(s):  
Feasibility Study ◽  
Laboratory Tests ◽  
Full Scale ◽  
Management Service ◽  
Dispersed Oil ◽  
Environmental Test ◽  
Chemically Dispersed Oil ◽  
Dispersant Effectiveness ◽  
Carbon System ◽  
Tank Water

ABSTRACT The Minerals Management Service (MMS), U.S. Department of the Interior, operates a wave tank facility in Leonardo, New Jersey known as OHMSETT (Oil and Hazardous Material Simulated Environmental Test Tank), which is used primarily for testing oil spill booms and skimmers. This paper summarizes two studies undertaken to examine the feasibility of testing dispersants at the facility as well. The first study included: (1) interfacial tension laboratory tests, (2) turbidity tests, (3) laboratory tests to evaluate filtering materials for removing dispersant and chemically dispersed oil, and (4) full-scale evaluation testing at OHMSETT. The results indicated that dispersant testing at OHMSETT could be done with good success if the testing program were carefully designed and implemented. It was determined that a number of dispersant tests could be conducted over several days, after which the tank water would have to thoroughly cleaned to remove dispersed oil (with a cellulose-based filter) and dispersant (with an activated carbon system). Following the feasibility study, the project moved to the second study, namely the design and validation of an experimental protocol for dispersant effectiveness testing at the facility. Full-scale tank work was conducted in April 2000. Preliminary results, provided in this paper, indicate that OHMSETT is an attractive facility for determining dispersant effectiveness.

Uplift tests on full-scale pipe segment in lumpy soft clay backfill

2016 ◽  
Vol 53 (4) ◽  
pp. 578-588 ◽  
Author(s):  
R.P. Chen ◽  
B. Zhu ◽  
W.J. Ni
Keyword(s):  
Shear Strength ◽  
Soft Clay ◽  
Vertical Displacement ◽  
Undrained Shear Strength ◽  
Full Scale ◽  
Scale Model ◽  
Pressure Transducers ◽  
Pipe Segment ◽  
Clay Ground ◽  
Undrained Shear

Upheaval buckling of pipelines caused by thermal- and pressure-induced loading is an important issue in pipeline design. The uplift capacity of pipelines is determined by the pipe–soil interaction during pipeline upheaval in soil. Pipelines to be installed in soft clay are usually placed into trenches and then backfilled. In this paper, a set of test devices were developed and a series of full-scale model tests were carried out on a pipe segment buried in lumpy soft clay backfill, including backfilling tests, load-controlled uplift tests, and a displacement-controlled test. Eight total pressure transducers were embedded in the wall of the pipe segment to measure soil pressures on the pipe segment, and five linear variable differential displacement transducers (LVDTs) were arranged to record the vertical displacement of the pipe segment and the surface of the soft clay ground. The stabilizing force keeping the pipe segment in place during the backfilling process was found to fit a nearly linear relationship with the dimensionless undrained shear strength of soft clay. The variation of soil pressures on the pipe segment during uplift loading was significantly affected by the buried depth of the pipe segment and the undrained shear strength of the soil. For all present load-controlled tests in lumpy soft clay backfill, the test ultimate uplift resistances were only about 19%–81% of the results calculated by the Det Norske Veritas approach. Mainly due to the voids’ compression, shearing and strain softening of lumpy soft clay backfill, the difference between initial and stable displacements in a loading step for a load-controlled test or initial and stable loads in a displacement step for a displacement-controlled test is remarkable. The limits of uplift resistances are recommended for the instant and sustaining behaviors of the pipe segment, respectively.

Sign in / Sign up

Export Citation Format

Share Document