Chapter 2 Premium Payback Period Model: A New Method for Stock Valuation
2.4 Practice of PPP Model and a Pilot Empirical Study
2.4.5 A Pilot Empirical Study of PPP
Los momentos de reacción en los extremos (figura 34), son los necesarios para impedir los giros en los nudos del elemento.
(31-a)
(31-b)
Los giros en los extremos A y B, y respectivamente, se calculan aplicando el teorema de la carga unidad:
(32-a) (32-b) A (a) B q L q (b) (c)
Figura 34: Momentos de empotramiento perfecto en el elemento viga AB.
118 Sustituyendo en (31) se obtienen y : (33-a) (33-b)
Los valores de y se calculan aplicando el teorema de la carga unidad:
∫ ( L) (34-a) (34-b) Sustituyendo en (29): ∫ ( ) (35-a) ∫ ( ) (35-b)
119
Referencias
Abolmaali, A., Matthysa, J.H., Farooqib, M., Choic Y. (2005): Development of [1]
moment–rotation model equations for flush end-plate connections. Journal of Constructional Steel Research, Vol 61 (12), pp 1595-1612.
Abdalla K.M., Chen W.F. (1995): Expanded database of semi-rigid steel [2]
connections. Computers and Structures, Vol 56 (4), pp 553-564.
AISC (1989): Manual of steel construction-Allowable Stress Design. American [3]
Institute of Steel Construction, Chicago.
AISC (2010): ANSI/AISC 360-10. Specification for Structural Steel Buildings.
[4]
American Institute of Steel Construction, Chicago, ILL.
Al-Sadder S.Z., Qasrawi H.Y. (2004): Exact secant stiffness matrix for nonprismatic [5]
beam-columns with semirigid joint connections. Emirates Journal for Engineering Research, Vol 9 (2), pp 127-135.
Al-Sadder S.Z. (2004): Exact expressions for stability functions of general non- [6]
prismatic beam-column member. Journal of Constructional Steel Research, Vol 60 (11), pp 1561-1584.
Aristizábal J.D. (1997): First and second order stiffness matrices and load vector of [7]
beam-columns with semi-rigid connections, Journal of Structural Engineering, Vol 123, (5), pp 669-677.
Aristizábal J.D. (2001): Stability and second order analyses of frames with semirigid [8]
connections under distributed axial loads. Journal of Structural Engineering. Vol 127, No 11, pp 1306-1315.
Aristizábal J.D. (2003): Estructuras de vigas sobre suelos elásticos de rigidez [9]
variable. Revista Internacional de desastres naturales. Accidentes e Infraestructura Civil. Vol 3 (2), pp 157-174.
Ashok K., Biggers S.B. (1976): Stiffness matrix for a nonprismatic beam-column [10]
element. International Journal for Numerical Methods in Engineering, Vol 10 (5), pp 1125-1142.
Bayo E., Cabrero J.M. (2006): An effective component-based method to model [11]
semi-rigid connection for the global analysis of steel and composite structures.
Engineering Structures, Vol 28 (1), pp 97-108.
Bel Hadj Ali, N., Sellami, M., Cutting-Decelle, A-F., Mangin, J.C. (2009): Multi-stage [12]
production cost optimization of semi-rigid steel frames using genetic algorithms.
Engineering Structures, Vol 31 (11), pp 2766-2778.
Cabrero J.M., Bayo E. (2005): Development of practical design methods for steel [13]
structures with semi-rigid connections. Journal of Engineering Structures, Vol 27 (8), pp 1125-1137.
120
Cabrero J.M., Bayo E., (2007): The semi-rigid behaviour of three-dimensional steel [14]
beam to column joints subjected to proportional loading. Part I. Experimental evaluation.
Journal of Constructional Steel Research, Vol 63 (9), pp 1241-1253.
Cabrero, J.M., Bayo, E. (2007): The semi-rigid behaviour of three-dimensional steel [15]
beam-to-column steel joints subjected to proportional loading. Part II. Theoretical model and validation. Journal of Constructional Steel Research, Vol 63 (9), pp 1254-1267.
Comité Europeo de Normalización (2010): UNE-EN 1991-1-6 Eurocódigo 1:
[16]
Acciones en estructuras. Parte 1-6: Acciones generales. Acciones durante la ejecución. Ed Aenor.
Comité Europeo de Normalización (2013): UNE-EN 1993-1-1 Eurocódigo 3:
[17]
Proyecto de estructuras de acero. Parte 1-1: Reglas generales y reglas para edificios. Ed Aenor.
Comité Europeo de Normalización (2013): UNE-EN 1993-1-8 Eurocódigo 3:
[18]
Proyecto de estructuras de acero. Parte 1-8: Uniones. Ed Aenor.
Comité Europeo de Normalización (2013): UNE-EN 1993-1-5 Eurocódigo 3: [19]
Proyecto de estructuras de acero. Parte 1-5: Placas planas cargadas en su plano. Ed Aenor.
CTICM (1996): Assemblages Flexionnels en Acier Selon L´ Eurocode 3. Outils De
[20]
Calcul Pour Les Assemblages Rigides Et Semi-Rigides. Saint-Remy-les-Chevreuse: CTICM-Édition.
Cunningham, R. (1990): Some aspects of semi-rigid connections in structural [21]
steelwork. The Structural Engineer, Vol 68 (5), pp 85- 92.
Degertekin, S. O., Hayalioglu, M. S. (2004): Design of non-linear semi-rigid steel [22]
frames with semi-rigid column bases, Electronic Journal of Structural Engineering, No 4, pp 1-16.
El-Mezaini, N., Balkaya, C., Citipitioglu, E. (1991): Analysis of frames with [23]
nonprismatic members. Journal of Structural Engineering, Vol 117 (6), pp 1573-1591. Frye M.J., Morris G.A. (1975): Analysis of flexibly connected steel frames. Canadian
[24]
Journal of Civil Engineering, Vol 2, pp 280-291.
Funk R.R., Wang K.T. (1988): Stiffness of nonprismatic members. Journal of
[25]
Structural Engineering, ASCE, Vol 114 (2), pp 489-494.
Geschwindner L.F., Disque R.O. (2005): Flexible Moment Connections for Unbraced [26]
Frames Subject to Lateral Forces—A Return to Simplicity. Engineering Journal. Second Quarter, pp 99-112.
Guardiola A. (2006): Comportamiento de los nudos semi-rígidos en estructuras
[27]
metálicas de edificación. Tesis doctoral. Departamento de Mecánica de Medios Continuos y Teoría de Estructuras, Universidad Politécnica de Valencia.
Hadianfard M.A., Razani R. (2003): Effects of semi-rigid behaviour of connections in [28]
121 Hayalioglu M.S., Degertekin S.O. (2005): Minimum cost design of steel frames with [29]
semi-rigid connections and column bases via genetic optimization. Computers and Structures, Vol 83 (21-22), pp 1849-1863.
Kameshki E.S., Saka M.P. (2003): Genetic algorithm based optimum design of non- [30]
linear planar steel frames with various semi-rigid connections. Journal of Constructional Steel Research, Vol 59 (1), pp 109-134.
Kishi N., Chen, W.F. (1987): Moment-rotation relations of semi-rigid connections. [31]
Structural Eng. Report No.CE-STR-87-29, School of Civil Eng., Purdue University. Kishi N. , Chen, W.F., Goto, Y. Matsuoka, K.G. (1993): Design Aid of Semi-rigid [32]
Connections for Frame Analysis. Engineering Journal. AISC, 3rd quarter, pp 90-107. Luo Y.Z. , Xu X., Wu F. (2007): Accurate stiffness matrix for nonprismatic members. [33]
Journal of Structural Engineering, Vol 133 (8), pp 1168-1175.
Monforton G.R., Wu T.S. (1963): Matrix analysis of semi-rigidly connected steel [34]
frames. Journal of Structural Division ASCE, Vol 89 (6), pp 13-42.
Ramli-Sulong N.H., Elghazouli A.Y., Izzuddin B.A. (2007): Behaviour and design of [35]
beam-to-column connections under fire conditions. Fire Safety Journal, Vol 42 (6-7), pp 437-451.
Rodrigues F.C., Saldanha A.C., Pfeil M.S. (1998): Non-linear analysis of steel plane [36]
frames with semi-rigid connections. Journal of Constructional Steel Research, Nos. 1-3, pp 94-97.
Sekulovic M., Salatic R. (2001): Nonlinear analysis of frames with flexible [37]
connections. Computers and Structures, Vol. 79 (11), pp 1097-1107.
Simoes da Silva L., Girao Coelho, A.M. (2001): An analytical evaluation of the [38]
response of steel joints under bending and axial force. Computers and Structures, Vol 79 (8), pp 873-881.
Simoes da Silva L., Santiago, A., Vila Real, P. (2001): A component model for the [39]
behaviour of steel joints at elevated temperatures. Journal of Constructional Steel Research, Vol 57 (11), pp 1169-1195.
Saka M.P. (1997): Optimum design of steel frames with tapered members. [40]
Computers and Structures, Vol. 63 (4), pp 797-811.
Tena-Colunga A. (1996): Stiffness formulation for nonprismatic beam elements. [41]
Journal of Structural Engineering, ASCE, Vol 112 (12), pp 1484-1489.
Van Keulen D.C., Nethercot D.A., Snijder H.H., Bakker M.C.M. (2003): Frame [42]
analysis incorporating semi-rigid joint action: Applicability of the half initial secant stiffness approach. Journal of Constructional Steel Research, Vol 59 (9), pp 1083-1100.
Wang C.K. (1983): Intermediate structural analysis, Ed. McGraw-Hill. [43]
ISBN 0-07-068135-X.
Xu L., Grierson D.E. (1993): Computer automated design of semi-rigid steel [44]
122
Xu L. (2001): On the minimum–maximum bending moment and the least weight [45]
design of semi-rigid beams. Journal of the International Society for Structural and Multidisciplinary Optimization. Vol 21 (4), pp 316–321.
123