## 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 128

right

because the load acts downward. The vertical reactions at the

of the beam are /?, and R2. respectively. Why is it not necessary to compute ...

right

**end**of the beam, so that q(x) is defined as q(x) = —wx/L and is negativebecause the load acts downward. The vertical reactions at the

**left**and right**ends**of the beam are /?, and R2. respectively. Why is it not necessary to compute ...

Page 443

shears are always obtained from the two equations of equilibrium for the member

A-B, FEFAB and FEFBA can be obtained directly in terms of the fixed

moments and transverse loading acting on member A-B in Fig. 1 1 .7. It is

an ...

shears are always obtained from the two equations of equilibrium for the member

A-B, FEFAB and FEFBA can be obtained directly in terms of the fixed

**end**moments and transverse loading acting on member A-B in Fig. 1 1 .7. It is

**left**asan ...

Page 455

In step 1 of the procedure two equations for the shear forces, one on the right end

of member A-B and one on the

1 .6) and added to the equations of the end moments since there is a free ...

In step 1 of the procedure two equations for the shear forces, one on the right end

of member A-B and one on the

**left end**of member B-C, are obtained from Eqs. ( 11 .6) and added to the equations of the end moments since there is a free ...

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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