S-Shapes with Cap Channels Crane Rails Table SCOPEThe dimensions and properties for structural products commonly used in steel buildingdesign and construction are given in this Part. For availability and proper material specifi-cations for these products, as well as general specification requirements and other designconsiderations, see Part 2. For the design of members, see Parts 3 through 6. For the designofconnections, see Parts 7 through Forother miscellaneous information, see Part W-shapes, which have essentially parallel inner and outer flange surfaces.
M-shapes may have a sloped inside flange face or other cross-sectionfeatures that do not meet the criteria for W-, S-, or HP-shapes. S-shapes also known as American standard beams , which have a slope of approxi-mately percent 2 on 12 on the inner f1ange surfaces. HP-shapes also known as bearing piles , which are similar to W-shapes, except theirwebs and f1anges are of equal thickness and the depth and flange width are nominallyequal for a given designation. For example, a W24x55 is- a W-shape that is nominally 24 in.
Design dimensions, detailing dimensions, axial properties, and f1exural properties aregiven in Tables , , , and for W-, M-, S-, and HP-shapes, respectively. Tabulated decimal values are appropriate for use in design calculations, whereas frac-tional values are appropriate for use in detailing. All decimal and fractional values aresimilar with one exception: Because of the variation in fillet sizes used in shape production,the decimal value, kdes' is conservatively presented based on the smallest fillet used in pro-duction, and the fractional value, kdet, is conservatively presented based on the largest filletused in production.
For the definitions of the tabulated variables, refer to the Nomenclaturesection at the back of this Manual. When appropriate, this Manual presents tabulated values for the Workable Gage of a sec-tion.
The term Workable Gage refers to the gage for fasteners in the flange that provides forentering and tightening clearances and edge distance and spacing requirements.
When thelisted value is footnoted, the actual size, combination, and orientation of fastener components. Othergages that provide for entering and tightening clearances and edge distance and spacingrequirements can also be used. C-shapes also known as American standard channels , which have a slope of approx-imately percent 2 on 12 on the inner flange surfaces. MC-shapes also known as miscellaneous channels , which have a slope other than percent 2 on 12 on the inner flange surfaces.
These shapes are designated by the mark C or MC, nominal depth in. For example, a Cl2x25 is aC-shape that is nominally 12 in. Design dimensions, detailing dimensions, and axial, flexural, and torsional propertiesare given in Tables and for C- and MC-shapes, respectively.
For the definitions of the tabulated variables, refer to the Nomenclature section at the backof this Manual. AnglesAngles also known as L-shapes have legs of equal thickness and either equal or unequalleg sizes. Angles are designated by the mark L, leg sizes in. For exam-pIe, an L4x3x l12 is an angle with one 4-in. Design dimensions, detailing dimensions, and axial, flexural, and flexural-torsionalproperties are given in Table The effects of leg-to-leg and toe fillet radii have beenconsidered in the determination of these section properties.
Workable gages on anglelegs are tabulated at the end of Table WT-shapes, which are made from W-shapes. MT-shapes, which are made from M-shapes. ST-shapes, which are made from S-shapes. WT-, MT-, and ST-shapes are split sheared or thermal-eut from W-,M-, and S-shapes, respectively, and have half the nominal depth and weight of that shape. For example, a WT12x Design dimensions, detailing dimensions, and axial, flexural, and torsional propertiesare given in Tables , , and for WT-, MT-, and ST-shapes, respectively.
Rectangular HSS, which have an essentially rectangular cross-section, except forrounded corners, and uniform wall thickness, except at the weld seam s. Square HSS, which have an essentially square cross-section, except for rounded cor-ners, and uniform wall thickness, except at the weld seam s.
Round HSS, which have an essentially round cross-section and uniform wall thickness,except at the weld seam s. Log in with Facebook Log in with Google. Remember me on this computer. Enter the email address you signed up with and we'll email you a reset link. Need an account? Click here to sign up. Download Free PDF. Isaac Akiije. A short summary of this paper. Download Download PDF. Translate PDF. Samaru College of Agriculture, D. Civil Akiije, I. Civil Usman, G.
Rail and Mass Transit Dept. Results indicate that the safety levels of UC and CHS steel columns varies with the amount of sectional modulus available in flexure while the safety values to be used which depend extensively on column sections are predicted in each column type.
Failure, from structural engineering point of view, has occurred when the structure or any of its element or part fails to satisfy the purpose of its construction.
Failure is implied in the sense of exceeding a certain limit state corresponding to a measure of instability or unserviceability. The two types of limit states of particular interest here are: ultimate and serviceability limit states. Ultimate limit states are those associated with collapse or with other forms of structural failure including loss of equilibrium, excessive deformation s , rupture, etc. While exceedance of the ultimate limit state can have immediate adverse effects, the serviceability limit state affects the effective use of the structure which can be checked and repaired; this include vibration, cracking, fire resistance, etc.
From this ratio the threshold compressive stress is determined and hence the critical load. By applying the appropriate resistance factor the design capacity of the column can be determined. However, sometimes a column or compressive member may be subjected to flexural loads.
It is therefore structurally wise to ensure that such columns satisfy their respective criteria in both compression and flexure at the ultimate and serviceability limit states.
The essence of this work is to verify the effect of sectional modulus of UC and CHS steel columns subjected to flexure and to determine the extent at which the section modulus actually influences the stability or failure of these steel columns. When columns are subjected to flexure, failure due to deflection or buckling under load may occur. The degree of flexural bending or deflection will highly depend on the available cross-sectional area and section modulus of the steel material.
Beam-columns are structural members that are subjected simultaneously to axial forces and bending moments. Thus, their behaviour falls somewhere between that of pure, axially loaded columns and that of a beam with only moment applied. To understand the behaviors of beam-columns, it is RT common practice to look at the response as predicated through an interaction equation between axial IJE loads and moments Dogan, For steel beam-columns, AISC uses two straight lines to model the interaction of flexure and compression.
The required strength of steel columns is determined by structural analysis for the appropriate factored load combinations. Generally, the properties of sections are determined using full cross section, except in computation of the elastic section modulus of flexural members, the effective width of uniformly compressed stiffened elements is used in determining the effective cross-sectional properties AISC A slender axially loaded column may fail by overall flexural buckling if the cross section of the column is a doubly, symmetric shape I-section , closed shape square or rectangular tube cylindrical shape, or point symmetric shape Z shape or cruciform.
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