## Analysis and Behavior of StructuresOffering students a presentation of classical structural analysis, this text emphasizes the limitations required in creating mathematical models for analysis, including these used in computer programs. Students are encouraged to use hand methods of analysis to develop a feel for the behaviour of structures. |

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Page 206

Note that for linear materials the x axis is the undeformed centroidal axis of the

beam cross section and that the deflected centroidal axis of the member is called

the

...

Note that for linear materials the x axis is the undeformed centroidal axis of the

beam cross section and that the deflected centroidal axis of the member is called

the

**elastic curve**. For nonlinear materials the x axis is simply the reference axis of...

Page 208

distance of (b-x) from point b, two tangents to the

distance apart, dx, make a contribution to the vertical deviation, d^, of d(dj = (b-x)

d% (6.11) where d6 is the change in slope between the tangents. From the first ...

distance of (b-x) from point b, two tangents to the

**elastic curve**, an infinitesimaldistance apart, dx, make a contribution to the vertical deviation, d^, of d(dj = (b-x)

d% (6.11) where d6 is the change in slope between the tangents. From the first ...

Page 216

Again using the second curvature-area theorem, Eq. (6.12), the vertical deviation,

dBA, of the tangent to the

the final quantity needed to compete the computation of vB. As illustrated in the ...

Again using the second curvature-area theorem, Eq. (6.12), the vertical deviation,

dBA, of the tangent to the

**elastic curve**at A from the**elastic curve**at B providesthe final quantity needed to compete the computation of vB. As illustrated in the ...

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### Common terms and phrases

action analysis applied loads assumptions axial loads axis of symmetry behavior calculation centroidal chord column complementary virtual concentrated load conjugate beam constant cross section curvature diagram defined deformation system direct integration distributed load end moments equation of condition equations of equilibrium equilibrium equations Example Figure final moment diagram force in member forces and moments free body geometrically stable horizontal indeterminate influence line integration joint kips left end linear linear elastic loading diagram loads acting magnitude mathematical model maximum member forces ment method nonlinear materials numerical integration panel points portal frame positive reaction components rigid bodies rotation shown in Fig sign convention simply supported beam slope slope-deflection spreadsheet static determinacy statically determinate structures Step strains stress stress-strain relation struc structure of Fig summing moments superposition symmetric structure tion uniform load unit load unknown vertical deflection vertical displacement virtual force system virtual work principle zero