Elias G. Abu-Saba's research while affiliated with North Carolina Agricultural and Technical State University and other places

Publications (13)

Chapter
This chapter deals with the design of structural members based on their behavior beyond the elastic limit, with a particular emphasis on collapse loads. In treating the subject of the plastic design of structures, resistance to bending action is the primary means by which the loads are supported. The application of this method is best suited to the...
Chapter
When the transverse forces acting on the beam do not pass through the shear center of its cross section, the beam will experience torsional stresses in addition to those caused by bending. Beams and girders that are placed on the periphery of the building support floor as well as wall loads. These members will experience stresses due to bending and...
Chapter
Compression members differ behaviorally from those in tension under load. Whereas tension members remain straight under all levels of loading until they fail, members in compression tend to fail at levels lower than their yield capacity. The inability of compression members to reach yield is attributed to their slenderness. Under compressive loads,...
Chapter
The use of plastic design concepts in the design of multistory steel building frames provides the structural engineer with yet another powerful tool in analysis and design. The concepts involved in this method have been well documented through several research projects sponsored by the AISC, Canadian Institute of Steel Construction (CISC), and seve...
Chapter
In buildings, loads of any kind have to be carried down to the foundation. Dead loads (the weight of the building elements and other permanent fixtures in the building) and live loads (furniture, snow, people, and movable equipment) are usually called gravity loads. Wind and earthquake forces acting against buildings are known as lateral loads. Str...
Chapter
Lateral loads acting on a structure are mostly attributed to wind and earthquake forces. Ordinarily, in designing a building, members are first selected on the basis of gravity loads and then checked for a combination of loading patterns that include wind and/or earthquake forces. The magnitude of these forces is a matter of judgment and reliance o...
Chapter
In Chapter 11, the analysis is based on the principle of pure bending. Although this assumption is valid for continuous beams, other secondary effects have to be included in the analysis and design of frames. Secondary effects are attributed to a number of factors such as axial forces, shear forces, buckling (local, lateral, column), repeated loadi...
Chapter
The method of plastic analysis is based on the premise that connections are rigid. Thus, connections play a significant role in the design of indeterminate structures. The basic requirements for the condition of rigid connections are: 1. Sufficient strength of the connections to absorb (resist) the moments in the frame as a result of the given load...
Chapter
The behavior of connections is the least understood in the field of structural engineering. Most connections are designed on the basis of experience rather than theoretical analysis. Rational analysis of joints is intricate and highly indeterminate. Most failures in steel structures occur because of inadequate connections. It is common practice in...
Chapter
Tension members are simple to design once the forces in these members have been determined. They occur in trusses used for bridges and roofs, towers, bracing systems, cables, and various other applications. A tension member carries only direct axial forces that tend to stretch it. The basic requirement in the selection of a tension member is that i...
Chapter
The building industry in the United States is gradually adopting the new metric-based system referred to as SI units (for System International). For many years, the Congress of the United States has tried to legislate the use of the metric system without success. At present, scientific and technical periodicals and journals in this country are requ...
Chapter
Compressive stresses for structural steel members are much higher than the corresponding values of masonry or reinforced concrete on which the steel members may be supported. In order to avoid crushing of the concrete or masonry from bearing stresses that are imposed by the steel members, an intermediate material is used to spread the compressive s...
Chapter
A plate girder is distinguished from a rolled beam by the web slenderness ratio h/t w . When spans are long and loads are relatively large, it is more economical to use plate girders rather than rolled sections. With the introduction of railroads in the middle of the nineteenth century, riveted plate girders were commonly used in bridge designs spa...

Citations

... Investigation of the buckling in the elastic-plastic domain has always been of interest to the researchers in the field of steel structures. Many authors have dealt with such kind of problems, for example [3,4,5], and many corresponding solutions have been suggested. In this paper the problem is analysed using the tangent modulus concept [6]. ...
... Yapının bulunduğu bölgenin depremselliğine ve yapıdan beklenen performansa uygun çapraz sistemlerin tasarlanması sırasında ortaya çıkan ve kullanımı yaygın olan belli başlı çapraz sistemler Şekil 1'de verilmiştir. Şekil 1. Yaygın Olarak Kullanılan Çapraz Sistemler [2] Deprem etkisine karşı kullanılan çapraz sistemlerin tek çapraz ve k-çapraz olması durumları önerilmemektedir. Tek çapraz elemanın kullanıldığı yapı sistemlerinde çevrimsel hareketten dolayı oluşacak olan çekme ve basınç kuvvetlerini aynı elemanın karşılaması sünek tasarım için uygun değildir. ...
... 1. The strength of the cylinders C1 to C5 were increase with cylinders height increase from 100 to 300 mm with L/D ratio reach to 2 as summarized in table 2 above, because the cylinder shape geometry that resist buckling has n=2 "sine curve shape", in other word "a column whose length is less than Ly (Limit Yield Load) would fail by yielding and could be called a short column, whereas a column with a length greater than Ly would fail by buckling and be called a long column" [14], and "the stress at which a column buckles decrease as the column becomes longer. After it reaches a certain length, that stress will have fallen to the proportional limit of the steel. ...
... For the ease of fabrication, the U.S. direct welded flange connection adopts a shear tab or web plate and high-strength bolts in Figure 6a. The beam flanges are designed to carry all the beam moment, and the shear tab is designed to transfer shear without considering any eccentricity moment [26]. The shear strength of high-strength bolts were used in the strength evaluation. ...
... When a thin-walled pGFRP I-beam was subjected to strongaxis bending, the compression flange and a part of the web were placed in compression and tended to buckle before the material strength limit was reached. This was flange local buckling (FLB), web local buckling (WLB), or both (Geschwindner 2008). FLB and WLB essentially occurred together because, for the flange to deform, the web had to rotate and distort its shape. ...