INPUT FILE: sample7.in OUTPUT FILE: sample7.out PPPPP CCCCC SSSSS AAAA PPPPP 4 4 P P C S A A P P 4 4 PPPPP C ** SSSSS AAAAAA PPPPP 4444444 P C S A A P 4 P CCCC SSSSS A A P 4 By Bruce F. Maison August 1994 Based On SAP-4 Developed By K.J. Bathe, E.L. Wilson, F.E. Peterson University of California, Berkeley FTN77 VERSION BY SDF_Structural Design Factory 2005/01 ** SAMPLE ANALYSIS 7 ** DIRECT INTEGRATION TIME HISTORY ANALYSIS C O N T R O L I N F O R M A T I O N NUMBER OF NODAL POINTS = 32 NUMBER OF ELEMENT TYPES = 1 NUMBER OF LOAD CASES = 0 NUMBER OF FREQUENCIES = 0 ANALYSIS CODE (NDYN) = 4 EQ.0, STATIC EQ.1, MODAL EXTRACTION EQ.2, FORCED RESPONSE EQ.3, RESPONSE SPECTRUM EQ.4, DIRECT INTEGRATION SOLUTION MODE (MODEX) = 0 EQ.0, EXECUTION EQ.1, DATA CHECK NUMBER OF SUBSPACE ITERATION VECTORS (NAD) = 0 EQUATIONS PER BLOCK = 0 TAPE10 SAVE FLAG (N10SV) = 0 STORAGE CAPACITY (MTOT) = 500000 NODAL POINT INPUT DATA NODE BOUNDARY CONDITION CODES NODAL POINT COORDINATES NUMBER X Y Z XX YY ZZ X Y Z T 1 1 0 0 1 1 1 0.000 2.850 0.000 0 0.000 29 1 0 0 1 1 1 0.000 2.850 8.400 2 0.000 31 1 0 1 1 1 1 0.000 2.850 9.000 0 0.000 2 1 1 0 1 1 1 0.000 3.150 0.000 0 0.000 4 1 0 0 1 1 1 0.000 3.150 0.600 0 0.000 30 1 0 0 1 1 1 0.000 3.150 8.400 2 0.000 32 1 0 1 1 1 1 0.000 3.150 9.000 0 0.000 GENERATED NODAL DATA NODE BOUNDARY CONDITION CODES NODAL POINT COORDINATES NUMBER X Y Z XX YY ZZ X Y Z T 1 1 0 0 1 1 1 0.000 2.850 0.000 0.000 2 1 1 0 1 1 1 0.000 3.150 0.000 0.000 3 1 0 0 1 1 1 0.000 2.850 0.600 0.000 4 1 0 0 1 1 1 0.000 3.150 0.600 0.000 5 1 0 0 1 1 1 0.000 2.850 1.200 0.000 6 1 0 0 1 1 1 0.000 3.150 1.200 0.000 7 1 0 0 1 1 1 0.000 2.850 1.800 0.000 8 1 0 0 1 1 1 0.000 3.150 1.800 0.000 9 1 0 0 1 1 1 0.000 2.850 2.400 0.000 10 1 0 0 1 1 1 0.000 3.150 2.400 0.000 11 1 0 0 1 1 1 0.000 2.850 3.000 0.000 12 1 0 0 1 1 1 0.000 3.150 3.000 0.000 13 1 0 0 1 1 1 0.000 2.850 3.600 0.000 14 1 0 0 1 1 1 0.000 3.150 3.600 0.000 15 1 0 0 1 1 1 0.000 2.850 4.200 0.000 16 1 0 0 1 1 1 0.000 3.150 4.200 0.000 17 1 0 0 1 1 1 0.000 2.850 4.800 0.000 18 1 0 0 1 1 1 0.000 3.150 4.800 0.000 19 1 0 0 1 1 1 0.000 2.850 5.400 0.000 20 1 0 0 1 1 1 0.000 3.150 5.400 0.000 21 1 0 0 1 1 1 0.000 2.850 6.000 0.000 22 1 0 0 1 1 1 0.000 3.150 6.000 0.000 23 1 0 0 1 1 1 0.000 2.850 6.600 0.000 24 1 0 0 1 1 1 0.000 3.150 6.600 0.000 25 1 0 0 1 1 1 0.000 2.850 7.200 0.000 26 1 0 0 1 1 1 0.000 3.150 7.200 0.000 27 1 0 0 1 1 1 0.000 2.850 7.800 0.000 28 1 0 0 1 1 1 0.000 3.150 7.800 0.000 29 1 0 0 1 1 1 0.000 2.850 8.400 0.000 30 1 0 0 1 1 1 0.000 3.150 8.400 0.000 31 1 0 1 1 1 1 0.000 2.850 9.000 0.000 32 1 0 1 1 1 1 0.000 3.150 9.000 0.000 EQUATION NUMBERS N X Y Z XX YY ZZ 1 0 1 2 0 0 0 2 0 0 3 0 0 0 3 0 4 5 0 0 0 4 0 6 7 0 0 0 5 0 8 9 0 0 0 6 0 10 11 0 0 0 7 0 12 13 0 0 0 8 0 14 15 0 0 0 9 0 16 17 0 0 0 10 0 18 19 0 0 0 11 0 20 21 0 0 0 12 0 22 23 0 0 0 13 0 24 25 0 0 0 14 0 26 27 0 0 0 15 0 28 29 0 0 0 16 0 30 31 0 0 0 17 0 32 33 0 0 0 18 0 34 35 0 0 0 19 0 36 37 0 0 0 20 0 38 39 0 0 0 21 0 40 41 0 0 0 22 0 42 43 0 0 0 23 0 44 45 0 0 0 24 0 46 47 0 0 0 25 0 48 49 0 0 0 26 0 50 51 0 0 0 27 0 52 53 0 0 0 28 0 54 55 0 0 0 29 0 56 57 0 0 0 30 0 58 59 0 0 0 31 0 60 0 0 0 0 32 0 61 0 0 0 0 AXISYMMETRIC ANALYSIS NUMBER OF ELEMENTS = 15 NUMBER OF MATERIALS = 1 MAXIMUM TEMPERATURES PER MATERIAL = 1 ANALYSIS CODE = 0 CODE FOR INCLUSION OF BENDING MODES = 0 EQ.0, INCLUDE GT.0, SUPPRESS MATERIAL I.D. NUMBER = 1 NUMBER OF TEMPERATURES = 1 WEIGHT DENSITY = 0.0000E+00 MASS DENSITY = 0.3663E-01 BETA ANGLE = 0.000 TEMPERATURE E(N) E(S) E(T) NU(NS) NU(NT) NU(ST) G(NS) ALPHA(N) ALPHA(S) ALPHA(T) 0.00 0.3000E+08 0.3000E+08 0.3000E+08 0.3000 0.3000 0.3000 0.1154E+08 0.0000E+00 0.0000E+00 0.0000E+00 ELEMENT LOAD MULTIPLIERS LOAD CASE TEMPERATURE PRESSURE X-GRAVITY Y-GRAVITY Z-GRAVITY A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.000 C 0.000 0.000 0.000 0.000 0.000 D 0.000 0.000 0.000 0.000 0.000 ELEMENT MATL REFERENCE I-J FACE STRESS NUMBER I J K L TYPE TEMPERATURE PRESSURE OPTION KG THICKNESS 1 1 2 4 3 1 0.000 0.000E+00 16 2 0.0000 2 3 4 6 5 1 0.000 0.000E+00 16 2 0.0000 3 5 6 8 7 1 0.000 0.000E+00 16 2 0.0000 4 7 8 10 9 1 0.000 0.000E+00 16 2 0.0000 5 9 10 12 11 1 0.000 0.000E+00 16 2 0.0000 6 11 12 14 13 1 0.000 0.000E+00 16 2 0.0000 7 13 14 16 15 1 0.000 0.000E+00 16 2 0.0000 8 15 16 18 17 1 0.000 0.000E+00 16 2 0.0000 9 17 18 20 19 1 0.000 0.000E+00 16 2 0.0000 10 19 20 22 21 1 0.000 0.000E+00 16 2 0.0000 11 21 22 24 23 1 0.000 0.000E+00 16 2 0.0000 12 23 24 26 25 1 0.000 0.000E+00 16 2 0.0000 13 25 26 28 27 1 0.000 0.000E+00 16 2 0.0000 14 27 28 30 29 1 0.000 0.000E+00 16 2 0.0000 15 29 30 32 31 1 0.000 0.000E+00 16 2 0.0000 E Q U A T I O N P A R A M E T E R S TOTAL NUMBER OF EQUATIONS = 61 BANDWIDTH = 8 NUMBER OF EQUATIONS IN A BLOCK = 61 NUMBER OF BLOCKS = 1 N O D A L L O A D S (S T A T I C) O R M A S S E S (D Y N A M I C) NODE LOAD X-AXIS Y-AXIS Z-AXIS X-AXIS Y-AXIS Z-AXIS NUMBER CASE FORCE FORCE FORCE MOMENT MOMENT MOMENT STRUCTURE ELEMENT LOAD MULTIPLIERS LOAD CASE A B C D 1 0.000 0.000 0.000 0.000 S T E P - B Y - S T E P S O L U T I O N C O N T R O L I N F O R M A T I O N NUMBER OF TIME VARYING FUNCTIONS = 1 GROUND MOTION INDICATOR = 0 EQ.0, NONE GT.0, READ ACCELERATION INPUT NUMBER OF ARRIVAL TIMES = 1 EQ.0, ALL FUNCTIONS ARRIVE AT TIME ZERO NUMBER OF SOLUTION TIME STEPS = 150 OUTPUT (PRINT) INTERVAL = 5 SOLUTION TIME INCREMENT = 0.1000E-04 MASS- PROPORTIONAL DAMPING COEFFICIENT (ALPHA) = 0.0000E+00 STIFFNESS-PROPORTIONAL DAMPING COEFFICIENT (BETA) = 0.0000E+00 D Y N A M I C L O A D I N P U T NODE DEGREE OF FUNCTION ARRIVAL TIME FUNCTION NUMBER FREEDOM REFERENCE NUMBER MULTIPLIER 32 2 1 1 0.1500E+04 A R R I V A L T I M E V A L U E S INPUT ARRIVAL TIME ORDER VALUE 1 0.0000E+00 T I M E F U N C T I O N D A T A TIME FUNCTION NUMBER = ( 1) NUMBER OF POINTS = ( 2) SCALE FACTOR = ( 0.1000E+01) DESCRIPTION = (UNIT STEP FUNCTION APPLIED AT TIME ZERO ) INPUT TIME FUNCTION ORDER VALUE VALUE 1 0.0000E+00 0.1000E+01 2 0.9990E+03 0.1000E+01 D I S P L A C E M E N T C O M P O N E N T O U T P U T R E Q U E S T S CODE FOR OUTPUT TYPE = 1 EQ.1, HISTORY TABLE EQ.2, PRINTER PLOT EQ.3, MAXIMA ONLY PRINTER PLOT SPACING = 0 NODE DISPLACEMENT COMPONENT NUMBER * * * * * * 3 2 0 0 0 0 0 7 2 0 0 0 0 0 11 2 0 0 0 0 0 15 2 0 0 0 0 0 19 2 0 0 0 0 0 23 2 0 0 0 0 0 27 2 0 0 0 0 0 31 2 0 0 0 0 0 0 0 0 0 0 0 0 S T R E S S C O M P O N E N T O U T P U T R E Q U E S T S CODE FOR OUTPUT TYPE = 2 EQ.1, HISTORY TABLE EQ.2, PRINTER PLOT EQ.3, MAXIMA ONLY PRINTER PLOT SPACING = 1 E L E M E N T T Y P E ( 4) ELEMENT DESIRED ELEMENT STRESS COMPONENTS NUMBER * * * * * * * * * * * * 3 6 10 0 0 0 0 0 0 0 0 0 0 6 6 10 0 0 0 0 0 0 0 0 0 0 9 6 10 0 0 0 0 0 0 0 0 0 0 12 6 10 0 0 0 0 0 0 0 0 0 0 15 6 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E Q U A T I O N P A R A M E T E R S TOTAL NUMBER OF EQUATIONS = 61 1/2 EQUATION BANDWIDTH = 8 NUMBER OF EQUATIONS PER BLOCK = 61 TOTAL NUMBER OF EQUATION BLOCKS = 1 NUMBER OF COUPLING BLOCKS = 0 D I S P L A C E M E N T T I M E H I S T O R Y OUTPUT SET = 1 *NODE NUMBER* - (COMPONENT NUMBER) TIME 3-( 2) 7-( 2) 11-( 2) 15-( 2) 19-( 2) 23-( 2) 27-( 2) 31-( 2) 0.00005 -1.169E-14 -3.831E-13 -1.155E-11 -3.082E-10 -6.812E-09 -1.124E-07 -3.193E-06 9.768E-05 0.00010 -1.118E-12 -3.977E-12 1.635E-10 4.108E-09 4.773E-08 8.907E-07 -2.774E-05 3.508E-04 0.00015 -1.635E-13 -3.159E-12 2.000E-09 3.529E-08 -9.783E-08 7.981E-06 -2.445E-06 6.420E-04 0.00020 6.759E-10 7.627E-09 4.319E-08 8.187E-08 -4.075E-06 -2.585E-05 9.538E-05 8.990E-04 0.00025 1.183E-08 4.686E-08 -1.925E-07 -1.066E-07 1.179E-05 -1.041E-04 2.203E-04 1.076E-03 0.00030 2.396E-09 -3.194E-07 -2.301E-06 -1.193E-05 3.581E-05 -1.509E-04 3.237E-04 1.142E-03 0.00035 -5.640E-07 -2.004E-06 -1.196E-06 -2.648E-05 4.773E-07 -1.419E-04 3.756E-04 1.096E-03 0.00040 -1.991E-06 -7.419E-06 -4.277E-06 8.367E-06 -6.571E-05 -8.897E-05 3.618E-04 9.564E-04 0.00045 -2.614E-06 -1.236E-05 -4.065E-05 3.648E-05 -1.165E-04 -1.694E-05 2.883E-04 7.610E-04 0.00050 -3.718E-06 4.252E-06 -4.636E-05 2.471E-05 -1.208E-04 4.795E-05 1.767E-04 5.562E-04 0.00055 -1.433E-05 -6.735E-06 -6.768E-06 -1.785E-05 -7.596E-05 8.459E-05 5.492E-05 3.860E-04 0.00060 -4.740E-06 -3.564E-05 4.247E-05 -5.661E-05 3.017E-06 8.715E-05 -4.448E-05 2.870E-04 0.00065 3.235E-05 -3.007E-05 6.298E-05 -6.555E-05 8.614E-05 5.734E-05 -9.954E-05 2.753E-04 0.00070 3.202E-05 5.688E-06 4.796E-05 -3.337E-05 1.484E-04 9.353E-06 -9.517E-05 3.524E-04 0.00075 -2.536E-05 5.193E-05 1.899E-05 2.687E-05 1.685E-04 -4.292E-05 -3.487E-05 4.969E-04 0.00080 -5.922E-05 1.036E-04 -9.304E-06 8.819E-05 1.421E-04 -8.335E-05 6.795E-05 6.766E-04 0.00085 -2.672E-05 9.281E-05 -4.106E-05 1.293E-04 7.905E-05 -1.030E-04 1.865E-04 8.496E-04 0.00090 4.410E-05 1.803E-05 -2.413E-05 1.458E-04 -5.694E-06 -1.003E-04 2.919E-04 9.767E-04 0.00095 9.286E-05 -6.408E-05 2.591E-05 9.419E-05 -9.721E-05 -7.721E-05 3.591E-04 1.031E-03 0.00100 8.181E-05 -9.955E-05 5.420E-05 2.239E-06 -1.454E-04 -3.908E-05 3.703E-04 9.993E-04 0.00105 1.626E-05 -7.877E-05 3.853E-05 -7.078E-05 -1.569E-04 -1.609E-05 3.214E-04 8.933E-04 0.00110 -6.522E-05 -2.797E-05 -7.523E-07 -1.154E-04 -1.585E-04 6.637E-07 2.364E-04 7.400E-04 0.00115 -1.179E-04 1.749E-05 -3.512E-05 -1.452E-04 -1.238E-04 2.968E-05 1.221E-04 5.596E-04 0.00120 -1.162E-04 3.653E-05 -5.049E-05 -1.593E-04 -4.050E-05 2.845E-05 -4.866E-06 4.125E-04 0.00125 -6.156E-05 2.908E-05 -5.176E-05 -1.386E-04 6.070E-05 -1.379E-05 -8.365E-05 3.520E-04 0.00130 1.979E-05 8.902E-06 -4.865E-05 -6.905E-05 1.343E-04 -5.843E-05 -1.081E-04 3.177E-04 0.00135 9.212E-05 -7.769E-06 -4.452E-05 3.733E-05 1.501E-04 -6.913E-05 -7.365E-05 3.430E-04 0.00140 1.267E-04 -1.159E-05 -3.382E-05 1.471E-04 1.127E-04 -7.272E-05 -1.762E-05 4.747E-04 0.00145 1.115E-04 -3.113E-06 -9.884E-06 2.193E-04 6.674E-05 -6.752E-05 4.457E-05 6.670E-04 0.00150 5.489E-05 1.039E-05 2.753E-05 2.125E-04 1.402E-05 -5.261E-05 1.374E-04 8.241E-04 MAXIMUM ABSOLUTE VALUES MAXIMUM 1.267E-04 1.036E-04 6.298E-05 2.193E-04 1.685E-04 1.509E-04 3.756E-04 1.142E-03 TIME 1.400E-03 8.000E-04 6.500E-04 1.450E-03 7.500E-04 3.000E-04 3.500E-04 3.000E-04 N O R M A L I Z E D S T R E S S H I S T O R Y P L O T ELEMENT TYPE NUMBER = 4 OUTPUT SET NUMBER = 1 ELEMENT STRESS MAXIMUM TIME AT PLOT NUMBER COMPONENT VALUE MAXIMUM SYMBOL 3 6 2.1191E+03 8.0000E-04 1 3 10 2.3242E+03 7.0000E-04 2 6 6 2.3364E+03 6.0000E-04 3 6 10 2.3844E+03 1.0500E-03 4 9 6 2.1658E+03 1.1000E-03 5 9 10 2.5601E+03 3.5000E-04 6 12 6 4.0847E+03 2.5000E-04 7 12 10 3.1517E+03 3.0000E-04 8 O R D I N A T E T I M E -1.0 -0.5 0.0 0.5 1.0 T I M E 0.0000 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 0.0000 X X X X * X X X X X 7* 8 X X X X X 7 * * 8 X X X X X 8 ** 6 5 7 X X X X X 8 6 X* 43 5 7 X X X 8 5 X * 4 3 6 7 X X X X X 5 8 3 X 21 4 7 6X X X X X 5 8 X 4 1 2 3 7 6 X X X X X 4 6 28 7 X 15 3 X X X X 0.0005 X 6 7 4 2 X 1* 5 X 0.0005 X X X X 6 1 3 7 X 8 4 2 5 X X X X 3 6 71 82 X 5 4 X X X X X 3 2 5 6 8 7 X 4 1 X X X X 2 5 8 4 3 X 7 6 1 X X X X X 5 4 8 2 1X 7 6 3 X X X X 1 5 8 4 X 37 6 2 X X X X X 1 8 5 4 X 3 76 2 X X X X X * 512 6 7 3 X X X X X * 6 3 X 4 *5 X X X X 0.0010 X 3 2 8 X 6 5 7 1 4 X 0.0010 X X X X 3 6 2 X * 1 5 4X X X X X 6 * X * 7 4 5X X X X X 6 * X1 * 3 5 X X X X X 4 7 5 X * * 3 X X X X X 5 4 2* 1 3 6 X X X X X 5 84 12X 3 7 6 X X X X X 5 8 1 3 4 X 2 6 7 X X X X X 8 1 3 *6 2 7 X X X X X 1 8 6 4 X 3 2 * X X X X 0.0015 X 1 5 4 7 2 83 6 X 0.0015 0.0015 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 0.0015 T I M E -1.0 -0.5 0.0 0.5 1.0 T I M E N O R M A L I Z E D S T R E S S H I S T O R Y P L O T ELEMENT TYPE NUMBER = 4 OUTPUT SET NUMBER = 2 ELEMENT STRESS MAXIMUM TIME AT PLOT NUMBER COMPONENT VALUE MAXIMUM SYMBOL 15 6 7.0610E+03 2.5000E-04 1 15 10 7.7673E+03 2.5000E-04 2 O R D I N A T E T I M E -1.0 -0.5 0.0 0.5 1.0 T I M E 0.0000 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 0.0000 X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2X X X X 1 X 2X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X 0.0005 X 1 X 2 X 0.0005 X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X 0.0010 X 1 X 2 X 0.0010 X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X X 1 X 2 X X X X 0.0015 X 1 X 2 X 0.0015 0.0015 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 0.0015 T I M E -1.0 -0.5 0.0 0.5 1.0 T I M E T I M E L O G (PARTICULAR SOLUTION) FORM DYNAMIC LOADS = 0.000 PROCESS OUTPUT REQUESTS = 0.000 MATRIX DECOMPOSITION = 0.000 STEP-BY-STEP INTEGRATION = 0.000 DISPLACEMENT OUTPUT = 0.000 ELEMENT STRESS OUTPUT = 0.000 TOTAL STEP-BY-STEP ANALYSIS = 0.000 O V E R A L L T I M E L O G NODAL POINT INPUT = 0.016 ELEMENT STIFFNESS FORMATION = 0.000 NODAL LOAD INPUT = 0.000 TOTAL STIFFNESS FORMATION = 0.000 STATIC ANALYSIS = 0.000 EIGENVALUE EXTRACTION = 0.000 FORCED RESPONSE ANALYSIS = 0.000 RESPONSE SPECTRUM ANALYSIS = 0.000 STEP-BY-STEP INTEGRATION = 0.000 TOTAL SOLUTION TIME = 0.016