SAP2000 v18.1.1 Ultimate 64-bit (Analysis Build 9447/64)
File: C:\Users\Gonzalo\Desktop\Proyecto\3-SAP2~1\TORRED~2\TORRED~1.LOG
B E G I N A N A L Y S I S 2016/06/23 20:46:41
RUNNING ANALYSIS AS A SEPARATE PROCESS
USING THE ADVANCED SOLVER (PROVIDES LIMITED INSTABILITY INFORMATION)
NUMBER OF JOINTS = 2554
WITH RESTRAINTS = 56
NUMBER OF FRAME/CABLE/TENDON ELEMENTS = 2788
NUMBER OF SHELL ELEMENTS = 132
NUMBER OF LOAD PATTERNS = 4
NUMBER OF ACCELERATION LOADS = 9
NUMBER OF LOAD CASES = 3
E L E M E N T F O R M A T I O N 20:46:41
L I N E A R E Q U A T I O N S O L U T I O N 20:46:41
FORMING STIFFNESS AT ZERO (UNSTRESSED) INITIAL CONDITIONS
TOTAL NUMBER OF EQUILIBRIUM EQUATIONS = 14988
NUMBER OF NON-ZERO STIFFNESS TERMS = 171906
---------------------------------
BASIC STABILITY CHECK FOR LINEAR LOAD CASES:
NUMBER OF NEGATIVE STIFFNESS EIGENVALUES SHOULD BE ZERO FOR STABILITY.
(NOTE: FURTHER CHECKS SHOULD BE CONSIDERED AS DEEMED NECESSARY,
SUCH AS REVIEWING EIGEN MODES FOR MECHANISMS AND RIGID-BODY MOTION)
NUMBER OF NEGATIVE EIGENVALUES = 0, OK.
---------------------------------
E I G E N M O D A L A N A L Y S I S 20:46:42
CASE: MODAL
USING STIFFNESS AT ZERO (UNSTRESSED) INITIAL CONDITIONS
NUMBER OF STIFFNESS DEGREES OF FREEDOM = 14988
NUMBER OF MASS DEGREES OF FREEDOM = 7494
MAXIMUM NUMBER OF EIGEN MODES SOUGHT = 24
MINIMUM NUMBER OF EIGEN MODES SOUGHT = 1
NUMBER OF RESIDUAL-MASS MODES SOUGHT = 0
NUMBER OF SUBSPACE VECTORS USED = 24
RELATIVE CONVERGENCE TOLERANCE = 1.00E-09
FREQUENCY SHIFT (CENTER) (CYC/TIME) = .000000
FREQUENCY CUTOFF (RADIUS) (CYC/TIME) = -INFINITY-
ALLOW AUTOMATIC FREQUENCY SHIFTING = YES
Original stiffness at shift : EV= 0.0000000E+00, f= .000000, T= -INFINITY-
Number of eigenvalues below shift = 0
Found mode 1 of 24: EV= 1.1544875E+01, f= 0.540773, T= 1.849206
Found mode 2 of 24: EV= 1.3260515E+01, f= 0.579563, T= 1.725439
Found mode 3 of 24: EV= 2.0328810E+01, f= 0.717590, T= 1.393554
Found mode 4 of 24: EV= 5.5089465E+01, f= 1.181284, T= 0.846536
Found mode 5 of 24: EV= 6.7162512E+01, f= 1.304318, T= 0.766684
Found mode 6 of 24: EV= 6.8859330E+01, f= 1.320692, T= 0.757179
Found mode 7 of 24: EV= 2.7763295E+02, f= 2.651891, T= 0.377089
Found mode 8 of 24: EV= 2.8653107E+02, f= 2.694052, T= 0.371188
Found mode 9 of 24: EV= 3.5897726E+02, f= 3.015460, T= 0.331624
Found mode 10 of 24: EV= 4.3582784E+02, f= 3.322597, T= 0.300969
Found mode 11 of 24: EV= 5.1610275E+02, f= 3.615665, T= 0.276574
Found mode 12 of 24: EV= 5.2122922E+02, f= 3.633578, T= 0.275211
Found mode 13 of 24: EV= 9.4902083E+02, f= 4.902956, T= 0.203959
Found mode 14 of 24: EV= 1.0322413E+03, f= 5.113411, T= 0.195564
Found mode 15 of 24: EV= 1.0515701E+03, f= 5.161064, T= 0.193758
Found mode 16 of 24: EV= 1.6013737E+03, f= 6.368930, T= 0.157012
Found mode 17 of 24: EV= 2.0460418E+03, f= 7.199086, T= 0.138907
Found mode 18 of 24: EV= 2.0544077E+03, f= 7.213789, T= 0.138623
Found mode 19 of 24: EV= 2.4519197E+03, f= 7.880854, T= 0.126890
Found mode 20 of 24: EV= 2.6648905E+03, f= 8.215988, T= 0.121714
Found mode 21 of 24: EV= 3.0692506E+03, f= 8.817314, T= 0.113413
Found mode 22 of 24: EV= 3.1149503E+03, f= 8.882714, T= 0.112578
Found mode 23 of 24: EV= 3.1842447E+03, f= 8.980972, T= 0.111347
Found mode 24 of 24: EV= 3.2024779E+03, f= 9.006648, T= 0.111029
NUMBER OF EIGEN MODES FOUND = 24
NUMBER OF ITERATIONS PERFORMED = 26
NUMBER OF STIFFNESS SHIFTS = 0
N O N L I N E A R S T A T I C A N A L Y S I S 20:46:48
CASE: CGNL
STARTING FROM ZERO (UNSTRESSED) INITIAL CONDITIONS
LOAD CONTROL TYPE = FORCE
NUMBER OF STAGES = 0
STAGES ARE CONSECUTIVE OR INDEPENDENT = CONSECUTIVE
TYPE OF GEOMETRIC NONLINEARITY = P-DELTA
INCLUDE ELASTIC MATERIAL NONLINEARITY = YES
INCLUDE INELASTIC MATERIAL NONLINEARITY = YES
METHOD TO USE WHEN HINGES DROP LOAD = UNLOAD ENTIRE STRUCTURE
SAVE POSITIVE INCREMENTS ONLY = YES
RELATIVE FORCE CONVERGENCE TOLERANCE = 0.000100
RELATIVE EVENT TOLERANCE = 0.010000
Negative iterations are Constant-Stiffness
Positive iterations are Newton-Raphson
Saved Null Total Iteration Relative Curr Step Curr Sum Max Sum
Steps Steps Steps this Step Unbalance Size of Steps of Steps
( 1 50 200 -10/40 1.000000 1.000000 1.000000 1.000000)
0 0 1 -1 1.139812 1.000000 .000000 .000000
0 0 1 Conv -2 0.001208 1.000000 1.000000 1.000000
----------------------------------------
BASIC STABILITY CHECK FOR FORCE-CONTROLLED NONLINEAR STATIC LOAD CASES:
NUMBER OF NEGATIVE STIFFNESS EIGENVALUES SHOULD BE ZERO FOR STABILITY.
(NOTE: FURTHER CHECKS SHOULD BE CONSIDERED AS DEEMED NECESSARY)
NUMBER FOUND AT FINAL CONVERGED STATE = 0, OK.
----------------------------------------
NUMBER OF STIFFNESS FORMATIONS/SOLUTIONS = 2
TIME FOR INITIALIZING ANALYSIS = 0.02
TIME FOR CONTROLLING ANALYSIS = 0.32
TIME FOR UPDATING LOADS AND STATE = 0.28
TIME FOR FORMING STIFFNESS MATRIX = 0.06
TIME FOR SOLVING STIFFNESS MATRIX = 0.30
TIME FOR CALCULATING DISPLACEMENTS = 0.16
TIME FOR DETERMINING EVENTS = 0.08
TIME FOR SAVING RESULTS = 0.00
----------
TOTAL TIME FOR THIS ANALYSIS = 1.22
N O N L I N E A R S T A T I C A N A L Y S I S 20:46:49
CASE: PUSH MODE X
CONTINUING FROM THE END OF CASE: CGNL
LOAD CONTROL TYPE = CONJUGATE DISPLACEMENT
NUMBER OF STAGES = 0
STAGES ARE CONSECUTIVE OR INDEPENDENT = CONSECUTIVE
TYPE OF GEOMETRIC NONLINEARITY = LARGE DISPLACEMENT AND P-DELTA
INCLUDE ELASTIC MATERIAL NONLINEARITY = YES
INCLUDE INELASTIC MATERIAL NONLINEARITY = YES
METHOD TO USE WHEN HINGES DROP LOAD = RESTART USING SECANT STIFFNESS
SAVE POSITIVE INCREMENTS ONLY = YES
RELATIVE FORCE CONVERGENCE TOLERANCE = 0.000100
RELATIVE EVENT TOLERANCE = 0.010000
Negative iterations are Constant-Stiffness
Positive iterations are Newton-Raphson
Saved Null Total Iteration Relative Curr Step Curr Sum Max Sum
Steps Steps Steps this Step Unbalance Size of Steps of Steps
( 100 500 2000 -10/40 1.000000 0.100000 1.000000 1.000000)
0 0 1 -1 42679.172 0.100000 .000000 .000000
0 0 1 -2 8211.885 0.100000 .000000 .000000
0 0 1 -3 1530.783 0.100000 .000000 .000000
0 0 1 -4 274.990382 0.100000 .000000 .000000
0 0 1 -5 48.681302 0.100000 .000000 .000000
0 0 1 -6 8.549532 0.100000 .000000 .000000
0 0 1 -7 1.496886 0.100000 .000000 .000000
1 0 1 Conv -8 0.261688 0.100000 0.100000 0.100000
1 0 2 -1 11.167139 0.010742 0.100000 0.100000
2 0 2 Conv -2 0.760275 0.010742 0.110742 0.110742
2 0 3 -1 1.085019 0.002267 0.110742 0.110742
3 0 3 Conv -2 0.175546 0.002267 0.113009 0.113009
3 0 4 -1 4.280792 0.006153 0.113009 0.113009
3 0 4 Conv -2 0.455961 0.006153 0.119162 0.119162
3 0 5 -1 2.266404 0.004103 0.119162 0.119162
3 0 5 Conv -2 0.308749 0.004103 0.123264 0.123264
3 0 6 -1 2.249191 0.004056 0.123264 0.123264
3 0 6 Conv -2 0.346613 0.004056 0.127321 0.127321
3 0 7 Conv -1 0.971315 0.002116 0.129437 0.129437
3 0 8 -1 2.649492 0.003269 0.129437 0.129437
3 0 8 Conv -2 0.348521 0.003269 0.132706 0.132706
3 0 9 -1 4.578701 0.006451 0.132706 0.132706
3 0 9 -2 1.207545 0.006451 0.132706 0.132706
3 0 9 Conv -3 0.046451 0.006451 0.139156 0.139156
3 0 10 -1 1.702365 0.003222 0.139156 0.139156
3 0 10 -2 3.333496 0.003222 0.139156 0.139156
3 0 10 Conv -3 0.045166 0.003222 0.142379 0.142379
3 0 11 -1 1.636907 0.002949 0.142379 0.142379
3 0 11 -2 18.230176 0.002949 0.142379 0.142379
3 0 11 Conv -3 0.302784 0.002949 0.145327 0.145327
3 0 12 -1 1.600500 0.002772 0.145327 0.145327
3 0 12 -2 16.712266 0.002772 0.145327 0.145327
3 0 12 Conv -3 0.358333 0.002772 0.148100 0.148100
3 0 13 -1 1.206749 0.002088 0.148100 0.148100
3 0 13 -2 16.150675 0.002088 0.148100 0.148100
3 0 13 Conv -3 0.390508 0.002088 0.150187 0.150187
3 0 14 -1 1.685253 0.002620 0.150187 0.150187
3 0 14 -2 25.011344 0.002620 0.150187 0.150187
3 0 14 Conv -3 0.715598 0.002620 0.152807 0.152807
3 0 15 -1 2.407786 0.003159 0.152807 0.152807
3 0 15 -2 30.582457 0.003159 0.152807 0.152807
3 0 15 -3 1.065413 0.003159 0.152807 0.152807
3 0 15 Conv -4 0.043592 0.003159 0.155966 0.155966
3 0 16 -1 2.960486 0.004194 0.155966 0.155966
3 0 16 -2 38.754132 0.004194 0.155966 0.155966
3 0 16 -3 1.634925 0.004194 0.155966 0.155966
3 0 16 Conv -4 0.080588 0.004194 0.160161 0.160161
3 0 17 -1 1.849728 0.003086 0.160161 0.160161
3 0 17 -2 28.224682 0.003086 0.160161 0.160161
3 0 17 -3 1.398886 0.003086 0.160161 0.160161
3 0 17 Conv -4 0.371691 0.003086 0.163246 0.163246
3 0 18 -1 2.656677 0.003973 0.163246 0.163246
3 0 18 -2 34.806596 0.003973 0.163246 0.163246
3 0 18 -3 1.880623 0.003973 0.163246 0.163246
3 0 18 Conv -4 0.114836 0.003973 0.167220 0.167220
3 0 19 -1 1.343247 0.002484 0.167220 0.167220
3 0 19 -2 21.415059 0.002484 0.167220 0.167220
3 0 19 -3 1.277610 0.002484 0.167220 0.167220
3 0 19 Conv -4 0.282772 0.002484 0.169704 0.169704
3 0 20 Conv -1 0.946447 0.001857 0.171561 0.171561
3 0 21 -1 2.153806 0.002466 0.171561 0.171561
3 0 21 -2 20.167172 0.002466 0.171561 0.171561
3 0 21 -3 1.312563 0.002466 0.171561 0.171561
3 0 21 Conv -4 0.092153 0.002466 0.174027 0.174027
3 0 22 Conv -1 0.988187 0.002010 0.176037 0.176037
3 0 23 -1 1.966504 0.002102 0.176037 0.176037
3 0 23 -2 16.607567 0.002102 0.176037 0.176037
3 0 23 -3 1.731979 0.002102 0.176037 0.176037
3 0 23 -4 1.283415 0.002102 0.176037 0.176037
3 0 23 -5 1.213605 0.002102 0.176037 0.176037
3 0 23 -6 1.144179 0.002102 0.176037 0.176037
3 0 23 -7 1.078401 0.002102 0.176037 0.176037
3 0 23 -8 1.016422 0.002102 0.176037 0.176037
* * * A N A L Y S I S C A N C E L E D B Y U S E R * * *
A N A L Y S I S I N C O M P L E T E ! ! 2016/06/23 20:47:13
e-REdING. Biblioteca de la Escuela Superior de Ingenieros de Sevilla.
DISEÑO SÍSMICO DE UN NUEVO EDIFICIO TERMINAL - TORRE DE CONTROL PARA EL AEROPUERTO DE CHAUCHINA-GRANADA (ESPAÑA) Y EVALUACIÓN DE LA CAPACIDAD ESTRUCTURAL UTILIZANDO ANÁLISIS ESTÁTICO NO LINEAL PUSHOVER
: García Sánchez-Arjona, Gonzalo : Grado en Ingeniería Aeroespacial
