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Register a new userThermal – Structural Behavior of Steel Beam Under Influence of Temperature
السلوك الحراري – الانشائي لجائز فولاذي تحت تأثير الحرارة
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Aِl-Baath University ورقة بحثية
Publication date
2016
fields
Structural Engineering
and research's language is
العربية
Created by
Shamra Editor
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يتطلب استقرار العناصر تحديد أبعادها بحيث تتمكن من مقاومة الحمولات. يجب أن تكون المقاومة كافية لكي لا يفقد المنشأ أو اي عنصر استقراره. يعد انحناء العنصر من أهم معايير الاستقرار. في هذا البحث سيتم اتنتاج علاقة لحساب السهم الناتج عن اختلاف درجة الحرارة بين السطح العلوي و السفلي لجائز فولاذي بسيط الاستناد (ثابت - منزلق) بالاستفادة من علاقة كمية الحرارة المتنقلة بواسطة التوصيل الحراري.
Stability of elements require determination of their dimension, such that the resulting displacement under static or thermal loads are acceptable. Those elements have to resist the applied loads so that the structure or any element does not loss constancy. The most important criteria for stability is represented via element curvature under the influence of load, that load is of any type or in any position. Therefor this paper presents derivation of a theoretical equation to calculate the deflection generated from heating variation between the top and bottom surface of simple steel beam, by means of heating transfer expression.
References used
USMANI.J.M, S.LAMONT, A.M.SANAD.,2000- Fundemental Principled of Structural Behavior Under Thermal Effect. University of Edinburgh, Edinburgh
MESELE S., 2012 - Thermal Bridge Development or Uneven Surfaces. Degree Thesis
WANG Y.C., 2002 - Steel and Composite Structures. Spon Press,1nd,London
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This paper presents structural
analysis in using ANSYS programme for modeling of heat load then
comparison between the analytical results and experimental results is
performed .
RC moment-resisting frames (RCMRFs) have commonly been used for low-to-moderate rise buildings in
seismic prone regions. RCMRFs can perform well when they are subjected to strong earthquake ground
motions if they are properly designed and detailed
to dissipate the seismic input energy through
deformations in inelastic range. The connections between beams and columns thus become critical
components to the performance of these structures.
In conventional RCMRF connections, the width of the beam does not exceed the width of the column.
Adopting a flat beam system for the design scheme provides many advantages, such as the reducing the
amount of formwork required, the simplicity for repetition, and the decrease of the required story height.
RCMRFs with flat beams have been used extensively, despite the lack of sufficient information on how
this system behaves under earthquake loading which leads the codes to restrict the use of flat beamcolumn
connections in earthquake prone regions.
After passing through the allowable stresses stage Cold
Formed Steel Frames fail under instability secure, these frames are
designed to resist loads in the elastic stage [7]. Many efforts are
being made to increase their performance by using speci
al bolted or
welded connections [13], such as rigid connections or plastic
connections, stiffened and built-up sections [1] could be used to
increase the sections resistance.
In rigid connections [11], stiffeners are added to insure the flexural
behavior of these connections [10] while the plastic deformation
occurs at the Horizontal Boundary Element (beam) and far from the
face of the column, such as stiffened bolted Apex connection.
In plastic connections, the cold formed steel frame will produce
high ductility performance through the nonlinear behavior by
reaching the maximum bearing capacity of the bolts. Depending on
this principle we should insure the elastic behavior of the boundary
elements, and avoid local buckling by using high strength cold
formed profiles and slipping bolted connections, the rotation of this
slotted connection in certain angle after reaching the bearing
capacity, will act as a plastic hinge that absorbs the extra stresses
which will affect the steel frame due to the lateral loads such as
Cyclic forces
Braced frames and steel plate shear walls (SPSWs) have both been shown
to be useful in the seismic retrofit of buildings. While both
these systems have merit, no guidance exists to determine which of the
two approaches is preferable in terms of pr
oviding maximum
displacement ductility and energy dissipation per cycle for a given
strength. This paper describes and compares results from numerical
evaluation using FEM, in which the nonlinearity of materials and the
nonlinear effects of the large displacement was included for tow frames.
The results of numerical study was identical to the experimental tests,
then a barometric study was achieved by changing the thickness of infill
plate then the area of the cross sections of braces, after that the width of
the frame was modified.
The result shown that using steel infill plate is preferable when the
dimension of bay is three times the height, while using braces is more
adequate for frames in which the dimension of bay is less than three times
the height.
This research deals with analytical study of exterior Beam-Column
connections behavior under seismic load.
Tow parameters were considered: axial load on the column and
confinement of joint region with stirrups.
Ansys program was used to analytica
l study of three types of exterior
Beam-Column connections under cyclic load.
The results were shown a good agreement with general behavior of
three types.
The analytical results indicate that the tow parameters will improve
the behavior of the connections delay cracking at joint core and
increasing connection stiffness in rotation and displacement with
decreasing shear value at joint.
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