Despite the widespread use of cast-in-place and post-installed anchors in construction, the overall level of understanding in the engineering community regarding their behaviour remains quite limited. Furthermore, since the publication of the original CEB design guide, “Design of Fastenings in Concrete”, ongoing research and additional application experience has led to an improved understanding and deepened knowledge in various areas of fastening technology.
fib Bulletin 58 therefore represents a substantial revision of the original 1997 guide. It addresses a variety of loading types and failure modes and takes into account the current state of the art for anchorages in new construction as well as for their use in the repair and strengthening of existing concrete structures.
fib Bulletin 58 provides a method for the design of the anchorage and additional rules for the design of the concrete member to which the load is transferred. The specified provisions are based on the currently available research.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Article/eBook Full Name: Advanced Mathematical and Computational Geomechanics
Author(s): Dimitrios Kolymbas
Edition: Reprint of 1st Edt.
Publish Date: 2010
ISBN: 3642073573
Published By: Springer
Related Links:
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Autodesk® AutoCAD® Civil 3D® software is a civil engineering design and documentation solution that supports Building Information Modeling workflows. Using AutoCAD Civil 3D, infrastructure professionals can better understand project performance, maintain more consistent data and processes, and respond faster to change.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
The behavior of back-to-back double-angle bracing members subjected
to out-of-plane buckling under severe cyclic load reversals is investigated.
Eight full-size bracing members made of double angles of A36 steel with welded
stitches and end gusset plates were tested under large cyclic deformations representative
of severe earthquakes. Two types of section configuration were investigated,
which included conventional and strengthened back-to-back sections. The
first specimen was designed according to the current design practice, and the effects
of stitch spacing and width-thickness ratio were studied by changing those
parameters in subsequent specimens. The tests showed that early fracture due to
severe local buckling of the outstanding legs was the common mode of failure of
conventional back-to-back angles. Local buckling was so dominant that stitch spacing
did not play a major role. Smaller width-thickness ratio reduced the severity
of local buckling, leading to an increase in ductility and energy dissipation capacity.
Strengthening of conventional back-to-back angles by welding two inclined
plates did not improve member response because of asymmetrical buckling.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Cyclic Out‐of‐Plane Buckling of Double‐Angle Bracing
Author: Abolhassan Astaneh-Asl, Subhash C. Goel, and Robert D. Hanson | Size: 2.8 MB | Format:PDF | Quality:Unspecified | Publisher: ASCE | Year: 1985 | pages: 19
The behavior of double-angle bracing members subjected to out-ofplane
buckling due to severe cyclic load reversals is investigated. Nine full-size
test specimens were subjected to severe inelastic axial deformations. Test specimens
were subjected to severe inelastic axial deformations. Test specimens were
made of back-to-back A36 steel angle sections connected to the end gusset plates
by fillet welds or high-strength bolts. Five of the test specimens were designed
according to current design procedures and code requirements. These specimens
experienced fracture in gusset plates and stitches during early cycles of
loading. Based on the observations and analysis of the behavior of these specimens,
new design procedures are proposed for improved ductility and energy
dissipation capacity of double-angle bracing members which buckle out of plane
of gusset plates. Tests of four specimens, designed using proposed procedures,
showed significant improvement in their performances.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
The AISC-LRFD (American Institute of Steel Construction-Load and
Resistance Factor Design Specification for Structural Steel Buildings) Specification
provides rules for design of built-up members. The slenderness ratios of built-up
members that may buckle out-of-plane, say, about the Y-Y axis for a two-back-toback-
angle member are discussed. Based on the LRFD equation (E4-1) and the
usual concept of the effective length factor, a modification of the slenderness ratios
(Kl/r)m for built-up members as given in the present LRFD Specification is proposed.
The proposed formula with local effective length factor Km is concise, simple,
and physically clear. It is consistent with the effective length factor recommended
by the LRFD Specification, and has only one equation considering the
effects of shear and connectors on buckling of built-up members. The calculated
results of the proposed formula are found to be in good agreement with available
test results.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Convex Analysis may be considered as a refinement of standard calculus, with equalities and approximations replaced by inequalities. As such, it can easily be integrated into a graduate study curriculum. Minimization algorithms, more specifically those adapted to non-differentiable functions, provide an immediate application of convex analysis to various fields related to optimization and operations research. These two topics making up the title of the book, reflect the two origins of the authors, who belong respectively to the academic world and to that of applications. Part I can be used as an introductory textbook (as a basis for courses, or for self-study); Part II continues this at a higher technical level and is addressed more to specialists, collecting results that so far have not appeared in books.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Author: Andrew J. Davids and Gregory J. Hancock | Size: 1 MB | Format:PDF | Quality:Unspecified | Publisher: ASCE | Year: 1986 | pages: 17
The local buckling and post-local buckling behavior of short length
I-section columns fabricated by welding high tensile steel plate is described. Six
sections of three different section geometries were tested to destruction by loading
between rigid end plattens mounted on freely rotating bearings in a
compression testing machine. Accurate measurements of welding residual strains
and geometric imperfections were taken prior to testing and are presented in
the paper. Comparisons of the test local buckling loads are made with a finite
strip buckling analysis including welding residual strain. Comparisons of the
measured axial stiffnesses and stress distributions were made with a nonlinear
finite strip analysis, which includes geometric imperfections and welding residual
strain. The test loads are compared with those based on the Winter effective
width formulas.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
COMPRESSION TESTS OF LONG WELDED I-SECTION COLUMNS
Author: A. J. Davids and G. J. Hancock | Size: 1 MB | Format:PDF | Quality:Unspecified | Publisher: ASCE | Year: 1986 | pages: 17
The results of compression tests of long, welded I-section columns
composed of slender plates of high tensile steel are described. Tests of concentrically
loaded specimens are compared with a finite strip nonlinear analysis
model for predicting the elastic interaction of local and overall buckling of thinwalled
columns. Tests of concentrically and eccentrically loaded specimens are
compared with the proposed AISC Load and Resistance Factor Design method
for columns with slender cross sections. The column strengths are also compared
with those of compact columns of equivalent weight to demonstrate the
economies available for columns with slender cross sections.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
![[Image: 26637476130851718388.jpg]](https://pic.civilea.com/images/26637476130851718388.jpg)
![[Image: info.png]](http://postgen.civilea.com/icon/info.png){kind=icon}
![[Image: download.png]](http://postgen.civilea.com/icon/download.png){kind=icon}
![[Image: screen.png]](http://postgen.civilea.com/icon/screen.png){kind=icon}
![[Image: 86008929015050130937.gif]](https://pic.civilea.com/images/86008929015050130937.gif)
![[Image: crack.png]](http://postgen.civilea.com/icon/crack.png){kind=icon}
![[Image: password.png]](http://postgen.civilea.com/icon/password.png){kind=icon}
![[Image: 14413679032100885721.jpg]](https://pic.civilea.com/images/14413679032100885721.jpg)