This European Standard specifies test methods for determining the following properties of structural timber and glued laminated timber: modulus of elasticity in bending; shear modulus; bending strength; modulus of elasticity in tension parallel to the grain; tension strength parallel to the grain; modulus of elasticity in compression parallel to the grain; compression strength parallel to the grain; modulus of elasticity in tension perpendicular to the grain; tension strength perpendicular to the grain; modulus of elasticity in compression perpendicular to the grain; compression strength perpendicular to the grain and shear strength .
In addition, the determination of dimensions, moisture content, and density of test pieces are specified.
The methods apply to rectangular and circular shapes (of substantially constant cross section) of solid unjointed timber or finger-jointed timber and glued laminated timber unless stated otherwise.
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Empirical Correlations: Drained Shear Strength for Slope Stability Analyses
Author: Stark, T. and Hussain, M. | Size: 303 KB | Format:PDF | Quality:Unspecified | Publisher: ASCE | Year: 2013 | pages: 10
Empirical correlations provide estimates of parameter values for preliminary design, verification of laboratory shear test data, and confirmation of back-analysis of a failed slope. The empirical correlations presented herein use liquid limit, clay-size fraction, and effective normal stress to capture the variability and stress-dependent nature of drained residual and fully softened strength envelopes. This paper describes the testing and analysis used to increase the number of data points in the existing correlations, expand the residual strength correlation to include an effective normal stress of 50 kPa, and develop correlations between values of liquid limit and clay-size fraction measured using sample processed through a No. 40 sieve (ASTM procedure) and values derived using ball-milled/disaggregated sample. In addition, equations are presented to express the empirical correlations used to develop a spreadsheet that estimates the residual and fully softened friction angles based on entered values of liquid limit and clay-size fraction
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Plate-load tests are considered the most reliable and informative source of soil-deformation properties required for a successful foundation design. Plate-load test results are influenced by many factors: plate or experimental foundation dimensions/configuration, soil conditions, testing technique, etc. Numerous experiments demonstrated that there is a linear relationship between settlements of plates or foundations and square roots of their areas varying between approximately 0.06 and 25.0 m². Two major soil parameters (deformation modulus and proportionality limit) can be determined utilizing a load-settlement curve developed from field tests. Collapsible soil behavior under foundations depends on the degree of soil-saturation values. This paper presents the results of plate-load tests performed on collapsible soils under in situ and wetted conditions. The results of laboratory and field tests are compared.
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Development of Ring-Shaped Steel Plate Shear Walls
Author: Maurya, A., Egorova, N., and Eatherton, M. | Size: 1.2 MB | Format:PDF | Quality:Unspecified | Publisher: ASCE | Year: 2013 | pages: 12
Steel plate shear walls (SPSWs) are an attractive option for seismic lateral
load resisting systems for both new and retrofit construction. However, the current
approach to SPSWs in the U.S. typically uses very thin web plates, large boundary
elements, and requires costly moment connections. Resulting SPSWs suffer from
early buckling and subsequent tension-only plate behavior which leads to pinched
hysteretic behavior, reduced stiffness, and limited energy dissipation. Moreover, the
large boundary elements and moment connections can make SPSW less economical
than concentrically braced frames.
This paper describes a new type of SPSW referred to as ring-shaped steel
plate shear walls (RS-SPSWs) which build on the advantages of steel plate shear
walls, but have improved seismic performance, develop reduced demands on
boundary elements, and allow simple shear beam-to-column connections. RS-SPSW
reduces buckling by utilizing a unique pattern of ring-shaped cut-outs. The ring shape
acts to remove excess material in the direction transverse to the tension direction thus
reducing the amount of buckling. Its geometric features also result in more
independent variables which can be varied to separately tune aspects of system
behavior like strength, stiffness, ductility and energy absorption of the shear wall
system. This paper focuses on the effect of geometric design variables on system
behavior. After validation against experimental test results, finite element modeling
is used to perform a parametric study.
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Database of Friction Angles of Sand and Consolidation Characteristics of Sand, Silt, and Clay
Author: Andersen, K. and Schjetne, K. | Size: 3.1 MB | Format:PDF | Quality:Unspecified | Publisher: ASCE | Year: 2013 | pages: 16
The paper presents diagrams of the (1) drained and undrained effective stress friction angles of sand; (2) dilatancy angle of sand; (3) parameters in a nonlinear constrained modulus expression for virgin loading, unloading, and reloading on sand and silt; and (4) diagrams with the coefficient of permeability for sand, silt, and clay. The database parameters are suitable for preliminary assessments or applications when assumed parameters are acceptable. The database can also be helpful in planning and interpreting site-specific tests and in reducing the number of site-specific tests. For important projects the parameters should be determined by site-specific tests
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I am searching for this research paper :
"Approximate Formulae for Determining the Effective Length of Steel Columns to BS 5950" By Author(s): Smyrell, A G
Published in March 1993 issue of "The Structural Engineer " Journal of Institution of Structural Engineer London
Preface :
This paper presents approximate formulae that may be used to determine the effective length of steel columns designed to BS 5950. These formulae give the designer an alternative to the graphical method given in Appendix E of the Code. The approximate formulae are normally accurate to better than the second decimal place. This approach follows the development of simple computer routines for incorporation into column and frame design programs. A.G. Smyrell
the journal can be found here :
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