

 ETABS Ultimate 64-bit 23.2.0 Build 4400 (Analysis Build 10002/64)
 File: C:\Users\Asus\Desktop\M...\Final Files\ETABS Files\Mellat Bank Main02.LOG




 B E G I N   A N A L Y S I S                                2026/05/14  10:57:11


 RUNNING ANALYSIS AS A SEPARATE PROCESS
 USING THE ADVANCED SOLVER (PROVIDES LIMITED INSTABILITY INFORMATION)

 NUMBER OF JOINTS                          =        1636
    WITH RESTRAINTS                        =         133
    WITH MASS                              =         183
 NUMBER OF FRAME/TENDON ELEMENTS           =        1970
 NUMBER OF SHELL ELEMENTS                  =        1091
 NUMBER OF LINK/SUPPORT ELEMENTS           =          52
 NUMBER OF CONSTRAINTS/WELDS               =          11
 NUMBER OF LOAD PATTERNS                   =          29
 NUMBER OF ACCELERATION LOADS              =          12
 NUMBER OF LOAD CASES                      =          30
 NUMBER OF MASS SOURCES                    =           1

 UNITS (FORCE, LENGTH, TEMPERATURE, TIME)  = kgf, m, °C, sec
 GRAVITATIONAL ACCELERATION                =    9.806650

 ADDRESSABLE PHYSICAL MEMORY (RAM)         =      15.855 GB

 PARALLELIZATION OF ANALYSIS OPERATIONS:
  (Env. variable SAPFIRE_NUM_THREADS not set)
 NUMBER OF THREADS: STATE (AUTOMATIC)      =           6
 NUMBER OF THREADS: STIFFNESS (AUTOMATIC)  =           6
 NUMBER OF THREADS: EVENT (AUTOMATIC)      =           6
 NUMBER OF THREADS: MOVE (AUTOMATIC)       =           6
 NUMBER OF THREADS: RESPONSE (AUTOMATIC)   =           6
 NUMBER OF THREADS: SOLVE (AUTOMATIC)      =           6
 NUMBER OF THREADS: FORM (AUTOMATIC)       =           6


 E L E M E N T   F O R M A T I O N                                      10:57:11


 NUMBER OF COUPLED CONSTRAINT EQUATIONS    =        1113
 REDUCTION OF CONSTRAINTS AND RESTRAINTS:
 NUMBER OF
   CONSTRAINT MASTER DOF BEFORE REDUCTION  =         311
   COUPLED CONSTRAINT/RESTRAINT MASTER DOF =         147
   CONSTRAINT MASTER DOF AFTER REDUCTION   =         164


 L I N E A R   E Q U A T I O N   S O L U T I O N                        10:57:11

 FORMING STIFFNESS AT ZERO (UNSTRESSED) INITIAL CONDITIONS

 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS     =        7810
 NUMBER OF NON-ZERO STIFFNESS TERMS        =      178785

 ---------------------------------
 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.
 ---------------------------------


 C E N T E R   O F   R I G I D I T Y  A N A L Y S I S                   10:57:11

 CASE: ~CENTER OF RIGIDITY

 USING STIFFNESS AT ZERO (UNSTRESSED) INITIAL CONDITIONS

 NUMBER OF LOADS                           =          15


 Solving loads:       1 to      15
 NUMBER OF LOADS SAVED                     =          15


 N O N L I N E A R   S T A T I C   A N A L Y S I S                      10:57:11

 CASE: ~P-DELTA

 STARTING FROM ZERO (UNSTRESSED) INITIAL CONDITIONS

 LOAD CONTROL TYPE                         =       FORCE
 TYPE OF GEOMETRIC NONLINEARITY            =     P-DELTA
 USE EVENT STEPPING                        =         YES
 USE ITERATION                             =         YES
 USE LINE SEARCH                           =          NO
 EVENT LUMPING TOLERANCE                   =    0.010000
 FORCE CONVERGENCE TOLERANCE (RELATIVE)    =    0.000100


 E L E M E N T   F O R M A T I O N                                      10:57:11


 NUMBER OF COUPLED CONSTRAINT EQUATIONS    =        1113
 REDUCTION OF CONSTRAINTS AND RESTRAINTS:
 NUMBER OF
   CONSTRAINT MASTER DOF BEFORE REDUCTION  =         311
   COUPLED CONSTRAINT/RESTRAINT MASTER DOF =         147
   CONSTRAINT MASTER DOF AFTER REDUCTION   =         164

 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         -1 298.456622   1.000000    .000000    .000000
      0       0       1         -2   7.603947   1.000000    .000000    .000000
      0       0       1  Conv   -3   0.244193   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            =        0.22
 TIME FOR CONTROLLING ANALYSIS             =        0.14
 TIME FOR UPDATING LOADS AND STATE         =        0.18
 TIME FOR FORMING STIFFNESS MATRIX         =        0.04
 TIME FOR SOLVING STIFFNESS MATRIX         =        0.14
 TIME FOR CALCULATING DISPLACEMENTS        =        0.12
 TIME FOR DETERMINING EVENTS               =        0.02
 TIME FOR SAVING RESULTS                   =        0.00
                                               ----------
 TOTAL TIME FOR THIS ANALYSIS              =        0.86


 E L E M E N T   F O R M A T I O N                                      10:57:12


 NUMBER OF COUPLED CONSTRAINT EQUATIONS    =        1113
 REDUCTION OF CONSTRAINTS AND RESTRAINTS:
 NUMBER OF
   CONSTRAINT MASTER DOF BEFORE REDUCTION  =         311
   COUPLED CONSTRAINT/RESTRAINT MASTER DOF =         147
   CONSTRAINT MASTER DOF AFTER REDUCTION   =         164


 L I N E A R   E Q U A T I O N   S O L U T I O N                        10:57:13

 FORMING STIFFNESS AT THE END OF CASE: ~P-DELTA

 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS     =        7810
 NUMBER OF NON-ZERO STIFFNESS TERMS        =      178785

 ---------------------------------
 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.
 ---------------------------------


 L I N E A R   S T A T I C   C A S E S                                  10:57:13

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 TOTAL NUMBER OF CASES TO SOLVE            =          21
 NUMBER OF CASES TO SOLVE PER BLOCK        =          21

 LINEAR STATIC CASES TO BE SOLVED:

 CASE: DL
 CASE: EZ
 CASE: EX
 CASE: EY
 CASE: SOIL
 CASE: SNOW
 CASE: NDLX
 CASE: NDLY
 CASE: NLLX
 CASE: NLLY
 CASE: NSX
 CASE: NSY
 CASE: NLRX
 CASE: NLRY
 CASE: SD
 CASE: NSDX
 CASE: NSDY
 CASE: LL
 CASE: MASS
 CASE: LROOF
 CASE: ~LLRF


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:13

 CASE: EXALL

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:13

 CASE: EYALL

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:14

 CASE: EXALL+0.3EY

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:14

 CASE: EXALL-0.3EY

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:14

 CASE: EYALL+0.3EX

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:14

 CASE: EYALL-0.3EX

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 E I G E N   M O D A L   A N A L Y S I S                                10:57:14

 CASE: MODAL

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF STIFFNESS DEGREES OF FREEDOM    =        7810
 NUMBER OF MASS DEGREES OF FREEDOM         =         256
 MAXIMUM NUMBER OF EIGEN MODES SOUGHT      =          15
 MINIMUM NUMBER OF EIGEN MODES SOUGHT      =           3
 NUMBER OF RESIDUAL-MASS MODES SOUGHT      =           0
 NUMBER OF SUBSPACE VECTORS USED           =          24
 RELATIVE CONVERGENCE TOLERANCE            =    1.00E-07

 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     15:  EV= 5.5162061E+01, f=    1.182062, T=    0.845979
 Found mode      2 of     15:  EV= 7.3368433E+01, f=    1.363248, T=    0.733542
 Found mode      3 of     15:  EV= 8.8236630E+01, f=    1.495012, T=    0.668891
 Found mode      4 of     15:  EV= 4.4200066E+02, f=    3.346044, T=    0.298860
 Found mode      5 of     15:  EV= 4.5569448E+02, f=    3.397481, T=    0.294336
 Found mode      6 of     15:  EV= 5.8470078E+02, f=    3.848460, T=    0.259844
 Found mode      7 of     15:  EV= 8.2907625E+02, f=    4.582657, T=    0.218214
 Found mode      8 of     15:  EV= 9.5876522E+02, f=    4.928063, T=    0.202919
 Found mode      9 of     15:  EV= 1.1033908E+03, f=    5.286702, T=    0.189154
 Found mode     10 of     15:  EV= 1.2800927E+03, f=    5.694307, T=    0.175614
 Found mode     11 of     15:  EV= 1.6444289E+03, f=    6.453981, T=    0.154943
 Found mode     12 of     15:  EV= 1.9527857E+03, f=    7.033110, T=    0.142185
 Found mode     13 of     15:  EV= 2.8303683E+03, f=    8.467235, T=    0.118102
 Found mode     14 of     15:  EV= 2.9092013E+03, f=    8.584342, T=    0.116491
 Found mode     15 of     15:  EV= 4.1802286E+03, f=   10.290113, T=    0.097181

 NUMBER OF EIGEN MODES FOUND               =          15
 NUMBER OF ITERATIONS PERFORMED            =           6
 NUMBER OF STIFFNESS SHIFTS                =           0


 A N A L Y S I S   C O M P L E T E                          2026/05/14  10:57:15


 ETABS Ultimate 64-bit 23.2.0 Build 4400 (Analysis Build 10002/64)
 File: C:\Users\Asus\Desktop\M...\Final Files\ETABS Files\Mellat Bank Main02.LOG




 B E G I N   A N A L Y S I S                                2026/05/14  10:57:17


 RUNNING ANALYSIS AS A SEPARATE PROCESS
 USING THE ADVANCED SOLVER (PROVIDES LIMITED INSTABILITY INFORMATION)

 NUMBER OF JOINTS                          =        1636
    WITH RESTRAINTS                        =         133
    WITH MASS                              =         183
 NUMBER OF FRAME/TENDON ELEMENTS           =        1970
 NUMBER OF SHELL ELEMENTS                  =        1091
 NUMBER OF LINK/SUPPORT ELEMENTS           =          52
 NUMBER OF CONSTRAINTS/WELDS               =          11
 NUMBER OF LOAD PATTERNS                   =          29
 NUMBER OF ACCELERATION LOADS              =          12
 NUMBER OF LOAD CASES                      =          30
 NUMBER OF MASS SOURCES                    =           1

 UNITS (FORCE, LENGTH, TEMPERATURE, TIME)  = kgf, m, °C, sec
 GRAVITATIONAL ACCELERATION                =    9.806650

 ADDRESSABLE PHYSICAL MEMORY (RAM)         =      15.855 GB

 PARALLELIZATION OF ANALYSIS OPERATIONS:
  (Env. variable SAPFIRE_NUM_THREADS not set)
 NUMBER OF THREADS: STATE (AUTOMATIC)      =           6
 NUMBER OF THREADS: STIFFNESS (AUTOMATIC)  =           6
 NUMBER OF THREADS: EVENT (AUTOMATIC)      =           6
 NUMBER OF THREADS: MOVE (AUTOMATIC)       =           6
 NUMBER OF THREADS: RESPONSE (AUTOMATIC)   =           6
 NUMBER OF THREADS: SOLVE (AUTOMATIC)      =           6
 NUMBER OF THREADS: FORM (AUTOMATIC)       =           6


 E L E M E N T   F O R M A T I O N                                      10:57:18


 NUMBER OF COUPLED CONSTRAINT EQUATIONS    =        1113
 REDUCTION OF CONSTRAINTS AND RESTRAINTS:
 NUMBER OF
   CONSTRAINT MASTER DOF BEFORE REDUCTION  =         311
   COUPLED CONSTRAINT/RESTRAINT MASTER DOF =         147
   CONSTRAINT MASTER DOF AFTER REDUCTION   =         164


 L I N E A R   E Q U A T I O N   S O L U T I O N                        10:57:18

 FORMING STIFFNESS AT THE END OF CASE: ~P-DELTA

 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS     =        7810
 NUMBER OF NON-ZERO STIFFNESS TERMS        =      178785

 ---------------------------------
 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.
 ---------------------------------


 L I N E A R   S T A T I C   C A S E S                                  10:57:18

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 TOTAL NUMBER OF CASES TO SOLVE            =           2
 NUMBER OF CASES TO SOLVE PER BLOCK        =           2

 LINEAR STATIC CASES TO BE SOLVED:

 CASE: EX
 CASE: EY


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:18

 CASE: EXALL

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:18

 CASE: EYALL

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:18

 CASE: EXALL+0.3EY

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:18

 CASE: EXALL-0.3EY

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:18

 CASE: EYALL+0.3EX

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 M U L T I - S T E P   L I N E A R   S T A T I C   A N A L Y S I S      10:57:19

 CASE: EYALL-0.3EX

 USING STIFFNESS AT THE END OF CASE: ~P-DELTA

 NUMBER OF LOAD STEPS                      =           3


 Solving load steps:       1 to       3
 NUMBER OF OUTPUT STEPS SAVED              =           3


 A N A L Y S I S   C O M P L E T E                          2026/05/14  10:57:19
