## Design of Steel Structures Notes Civil 6th Sem Notes

Design of Steel Structures Notes Civil 6th Sem Notes, CE6603 Design of Steel StructuresLecture Notes. Anna University Civil 6th Semester Notes and syllabus are downloading. Regulation 2013 as well we provided important 2 marks and 16 marks questions with answer for all units. Here you will get notes for all units.

## Design of Steel Structures Notes Civil 6th Sem Notes

CE 6603 Design of Steel Structures Notes Civil 6th Sem Notes for free download.

Properties of structural steel, Structural steel sections, Limit state and working stress design concepts, Types of connections – Design of welded and bolted connections, Design of tension members and compression members, Design of laterally supported and unsupported beams – Built up beams, Simple beam to column connections.

Plate girders- design of section, curtailment of flange plate, bearing and intermediate stiffeners, connections, flange and web splices, Gantry girders (only design concept).

Columns- Design of axially and eccentrically loaded compression members, simple and built up sections, lacing and battening, Column bases- slab bases and gusseted bases.

Light gauge steel structures, Types of sections, Flat width ratio, buckling of thin elements, Effective design width, Form factor, Design of tension, compression members and beams.Plastic design- basic assumptions – shape factor, load factor- Redistribution of moments – upper bound, lower bound and uniqueness theorems- analysis of simple and continuous beams, two span continuous beams and simple frames by plastic theory – static and kinematic methods.

The stress-strain curve for steel is generally obtained from tensile test on standard specimens as given in Figure 1. The details of the specimen and the method of testing is elaborated in IS: 1608 (1995). The important parameters are the gauge length ‘Lc’ and the initial cross section area So. The loads are applied through the threaded or shouldered ends.

The initial gauge length is taken as 5.65√So in the case of rectangular specimen and it is five times the diameter in the case of circular specimen. A typical stress-strain curve of the tensile test coupon is shown in Figure 2 in which a sharp change in yield point followed by plastic strain is observed.

After a certain amount of the plastic deformation of the material, due to reorientation of the crystal structure an increase in load is observed with increase in strain. This range is called the strain hardening range. After a little increase in load, the specimen eventually fractures. After the failure it is seen that the fractured surface of the two pieces form a cup and cone arrangement.

This cup and cone fracture is considered to be an indication of ductile fracture. It is seen from Figure 2 that the elastic strain is up to εy followed by a yield plateau between strains εy and εshand a strain hardening range start at εsh and the specimen fail at εult where εy, εsh and εult are the strains at onset of yielding, strain hardening and failure respectively.

Depending on the steel used, εsh generally varies between 5 and 15 εy, with an average value of 10 εy typically used in many applications. For all structural steels, the modulus of elasticity can be taken as 205,000 MPa and the tangent modus at the onset of strain hardening is roughly 1/30th of that value or approximately 6700 MPa.

High strength steels, due to their specific micro structure, do not show a sharp yield point but rather they yield continuously as. For such steels the yield stress is always taken as the stress at which a line at 0.2% strain, parallel to the elastic portion, intercepts the stress strain curve.

### Methods of Design of Steel Structures

Method of Design of steel structures is given in Cl. 3.1.2 of IS 800:2007. In the previous version of the code, the design of steel structures was essentially using Working Stress Method. But IS 800:2007 permits us to design the structure to satisfy the various Limit States.

It also advocates the use of Working Stress Method only to the situations where Limit State cannot be conveniently employed. As per Cl. 3.1.2.1 of IS 800:2007, Structure and its elements shall normally, be designed by the limit state method. Account should be taken of accepted theories, experimental information and experience and the need to design for durability.

This clause admits that calculations alone may not produce Safe, serviceable and durable structures. Suitable materials, quality control, adequate detailing and good supervision are equally important. As per Cl. 3.1.2.2 of IS 800:2007, where the limit states method cannot be conveniently adopted; the working stress design (Section 11 of IS 800:2007) may be used.

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