CHAPTER 16 STRUCTURAL DESIGN - dres.ir

1 2000 INTERNATIONAL BUILDING CODE 291 SECTION of this CHAPTER shall govern thestructural DESIGN of buildings, structures and portions thereofregulated by this 1602 Definitions. The following words and terms shall, forthe purposes of this CHAPTER , have the meanings shown STRESS method of propor-tioning STRUCTURAL members, such that elastically computedstresses produced in the members by nominal loads do notexceed specified allowable stresses (also called workingstress DESIGN ).BALCONY, exterior floor projecting fromand supported by a structure without additional SHEAR. Total DESIGN lateral force or shear at the along wall anddiaphragm edges strengthened by longitudinal and transversereinforcement and/or STRUCTURAL steel COLUMN SYSTEM.

2 A STRUCTURAL sys-tem relying on column elements that cantilever from a fixedbase and have minimal rotational resistance capacity at thetop with lateral forces applied essentially at the top and areused for lateral that serve to trans-fer forces between floor diaphragms and members of the lat-eral-force-resisting REGION. The portion of a reinforced concretecomponent in which the concrete is confined by closelyspaced special transverse reinforcement restraining the con-crete in directions perpendicular to the applied beam that is used to connect adja-cent concrete wall piers to make them act together as a unitto resist lateral LOADS. The weight of materials of constructionincorporated into the building, including but not limited towalls, floors, roofs, ceilings, stairways, built-in partitions,finishes, cladding, and other similarly incorporated architec-tural and STRUCTURAL items, and fixed service equipment,including the weight of An exterior floor supported on at least two opposingsides by an adjacent structure, and/or posts.

3 Piers or otherindependent The ratio of the ultimate deformationto the limit deformability element whosedeformability is not less than when subjected to fourfully reversed cycles at the limit deformability element that is nei-ther a low deformability or a high deformability deformability element whose deforma-bility is or times the initial deformationthat occurs at a load equal to 40 percent of the deformation at which failureoccurs and which shall be deemed to occur if the sustainableload reduces to 80 percent or less of the maximum product of the nominal strengthand a resistance factor (or strength reduction factor).

4 DIAPHRAGM, diaphragm is flexible forthe purpose of distribution of story shear and torsionalmoment when the lateral deformation of the diaphragm ismore than two times the average story drift of the associatedstory, determined by comparing the computed maximum in-plane deflection of the diaphragm itself under lateral loadwith the story drift of adjoining vertical-resisting elementsunder equivalent tributary lateral , diaphragm that does not conformto the definition of flexible OF period of continuous applica-tion of a given load , or the aggregate of periods of intermit-tent applications of the same 16 STRUCTURAL DESIGN 2922000 INTERNATIONALBUILDING CODE STRUCTURALDESIGNELEMENTD uctile element capable of sustaining largecyclic deformations beyond the attainment of its nominalstrength without any significant loss of ductile element that is capable ofsustaining moderate cyclic deformations beyond theattainment of nominal strength without significant loss element having a mode of failurethat results in an abrupt loss of resistance when the ele-ment is deformed beyond the deformation correspondingto the development of its nominal strength.

5 Nonductileelements cannot reliably sustain significant deformationbeyond that attained at their nominal STRUCTURAL members orassemblies of members or manufactured elements, includingbraces, frames, lugs, snuggers, hangers or saddles, that trans-mit gravity load and operating load between the equipmentand the and other structuresthat are intended to remain operational in the event ofextreme environmental loading from flood, wind, snow product of a nominal load and aload con-nections between equipment components that permit rota-tional and/or translational movement without degradation essentially vertical truss, or its equiva-lent, of the concentric or eccentric type that is provided in abuilding frame system or dual frame system to resist braced frame (CBF).

6 Abraced frame inwhich the members are subjected primarily to axial braced frame (EBF).Adiagonally bracedframe in which at least one end of each brace frames intoa beam a short distance from a beam-column or fromanother diagonal brace. Ordinary concentrically braced frame (OCBF).Asteelconcentrically braced frame in which members and con-nections are designed in accordance with the provisions ofAISC Seismic without concentrically braced frame (SCBF).Asteel orcomposite steel and concrete concentrically braced framein which members and connections are designed for duc-tile , MOMENTI ntermediate moment frame (IMF). Amoment frame inwhich members and joints are capable of resisting forcesby flexure as well as along the axis of the moment frame (OMF).

7 Amoment frame inwhich members and joints are capable of resisting forcesby flexure as well as along the axis of the moment frame (SMF).Amoment frame inwhich members and joints are capable of resisting forcesby flexure as well as along the axis of the SYSTEMB uilding frame system with anessentially complete space frame system providing sup-port for vertical loads. Seismic force resistance is provid-ed by shear walls or braced frame system. Astructural system with an essen-tially complete space frame system providing support forvertical loads. Seismic force resistance is provided by amoment-resisting frame and shear walls or braced frame system composed ofinterconnected members, other than bearing walls, that iscapable of supporting vertical loads and that also may pro-vide resistance to seismic Section load resulting from moving machin-ery, elevators, craneways, vehicles, and other similar forcesand kinetic loads.

8 Pressure and possible surcharge from fixedor moving of a column bounded by the highest andlowest surfaces of the other members framing into beyond which a structure ormember becomes unfit for service and is judged to be nolonger useful for its intended function (serviceability limitstate) or to be unsafe (strength limit state).LIVE loads produced by the use and occu-pancy of the building or other structure and do not includeconstruction or environmental loads such as wind load , snowload, rain load , earthquake load , flood load or dead INTERNATIONALBUILDING CODE LIVE LOADS (ROOF).Those loads produced (1) duringmaintenance by workers, equipment and materials; and (2)during the life of the structure by movable objects such asplanters and by AND RESISTANCE FACTOR DESIGN (LRFD).

9 Amethod of proportioning STRUCTURAL members and their con-nections using load and resistance factors such that no applic-able limit state is reached when the structure is subjected toappropriate load combinations. The term LRFD is used inthe DESIGN of steel and wood that accounts for deviations ofthe actual load from the nominal load , for uncertainties in theanalysis that transforms the load into a load effect, and for theprobability that more than one extreme load will occur or other actions that result from the weightof building materials, occupants and their possessions, envi-ronmental effects, differential movement, and restraineddimensional changes. Permanent loads are those loads inwhich variations over time are rare or of small loads are variable loads (see also Nominal loads ).

10 LOADS and deformations produced instructural members by the applied magnitudes of the loads specifiedin this CHAPTER (dead, live, soil, wind, snow, rain, flood andearthquake).NOTATIONSD=Dead effect of horizontal and vertical earth-quake induced forces as defined in Sections seismic load effect of horizontal and verti-cal seismic forces as set forth in Sections due to due to lateral pressure of soil and water in load , except roof live load , including any permit-ted live load live load including any permitted live force arising from contraction orexpansion resulting from temperature change, shrink-age, moisture change, creep in component materials,movement due to differential settlement, or combina-tions load due to wind , other than buildings.