View source for Latihan Frame3DD padaTruss 2D DanyHP

'''''Bismillah,'''''

 '''Tugas Mempelajari dan Prakter Program Frame3DD dengan kasus Truss 2D'''


Rencana awal Struktur seperti gambar berikut :


 [[File:2DCAD.jpg]]


'''Dengan input pada Frame3DD sebagai berikut :'''

 Latihan Atap: linear static analysis of a 2D truss with support settlement (N,cm, ton)												
 												
 # node data ...												
 16					# number of nodes							
 #.node	x	y	z	r	units: cm							
 												
 1	0	0	0	0								
 2	100	0	0	0								
 3	200	0	0	0								
 4	300	0	0	0								
 5	400	0	0	0								
 6	500	0	0	0								
 7	600	0	0	0								
 8	700	0	0	0								
 9	800	0	0	0								
 10	100	37.5	0	0								
 11	200	75	0	0								
 12	300	112.5	0	0								
 13	400	150	0	0								
 14	500	112.5	0	0								
 15	600	75	0	0								
 16	700	37.5	0	0								
 												
 												
 # reaction data ...												
 16					# number of nodes with reactions							
 #.n	x	y	z	xx	yy	zz	1=fixed, 0= free					
 												
 1	0	0	1	1	1	0						
 2	0	1	1	1	1	0						
 3	0	0	1	1	1	0						
 4	0	0	1	1	1	0						
 5	0	0	1	1	1	0						
 6	0	1	1	1	1	0						
 7	0	1	1	1	1	0						
 8	0	0	1	1	1	0						
 9	0	0	1	1	1	0						
 10	0	0	1	1	1	0						
 11	0	0	1	1	1	0						
 12	0	0	1	1	1	0						
 13	0	0	1	1	1	0						
 14	0	0	1	1	1	0						
 15	0	0	1	1	1	0						
 16	0	0	1	1	1	0						
 												
 												
 # frame element data ...												
 29					# number of frame elements							
 #e	n1	n2	Ax	Asy	Asz	Jxx	Iyy	Izz	E	G	roll	density
 #.	.	.	cm^2	cm^2	cm^2	cm^4	cm^4	cm^4	Mpa	Mpa	deg	T/cm^3
 												
 1	1	2	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 2	2	3	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 3	3	4	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 4	4	5	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 5	5	6	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 6	6	7	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 7	7	8	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 8	8	9	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 9	2	10	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 10	3	11	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 11	4	12	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 12	5	13	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 13	6	14	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 14	7	15	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 15	8	16	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 16	3	10	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 17	4	11	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 18	5	12	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 19	5	14	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 20	6	15	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 21	7	16	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 22	1	10	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 23	10	11	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 24	11	12	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 25	12	13	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 26	13	14	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 27	14	15	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 28	15	16	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 29	16	9	10	1	1	1	1	0.01	210000	80000	0	7.85E-06
 												
 												
 0		# 1: include shear deformations, 0: don't										
 0		# 1: include geometric stiffness, 0: don't	include	geometric	stiffness							
 10		# exaggerate mesh deformations										
 1		# zoom scale for 3D plotting										
 10		# x-axis increment for internal forces										
 												
 												
 1					# number of static load cases							
 # Begin Static Load Case 1 of 1												
 												
 # gravitational acceleration for self-weight loading (global)												
 #	gX	gY	gZ									
 #	cm./s^2	cm./s^2	cm./s^2									
 	0	0	0									
 												
 7					# number of loaded nodes							
 #.n	Fx	Fy	Fz	Mxx	Myy	Mzz						
 #	N	N	N	N.cm	N.cm	N.cm						
 10	0	-2000	0	0	0	0						
 11	0	-2000	0	0	0	0						
 12	0	-2000	0	0	0	0						
 13	0	-2000	0	0	0	0						
 14	0	-2000	0	0	0	0						
 15	0	-2000	0	0	0	0						
 16	0	-2000	0	0	0	0						
 												
 0					# number of uniform loads							
 0					# number of trapezoidal loads							
 0					# number of internal concentrated loads							
 0					# number of temperature loads							
 												
 0					# number of nodes with prescribed displacements							
 #.n	Dx	Dy	Dz	Dxx	Dyy	Dzz						
 #.	cm	cm	cm	rad.	rad.	rad.						
 0	0	0	0	0	0	0						
 # End Static Load Case 1 of 1												
 												
 # End of input data file for Latihan Atap												
 


'''GNUPlot hasil running Frame3DD sebagai berikut :'''

 
 [[File:2Dterpusat.jpg]]


'''Output Frame3DD terhadap input adalah sebagai berikut :'''

 
 Frame3DD version: 20140514+               http://frame3dd.sf.net/
 GPL Copyright (C) 1992-2015, Henri P. Gavin 
 Frame3DD is distributed in the hope that it will be useful but with no warranty.
 For details see the GNU Public Licence: http://www.fsf.org/copyleft/gpl.html
 
 
 Latihan Atap: linear static analysis of a 2D truss with support settlement (N cm  ton)              
 Fri Mar 08 22:32:18 2019
 
 In 2D problems the Y-axis is vertical.  In 3D problems the Z-axis is vertical.
 ________________________________________________________________________________
   16 NODES             16 FIXED NODES       29 FRAME ELEMENTS   1 LOAD CASES   
 ________________________________________________________________________________
 N O D E   D A T A                                           R E S T R A I N T S
  Node       X              Y              Z         radius  Fx Fy Fz Mx My Mz
    1       0.000000       0.000000       0.000000    0.000   0  0  1  1  1  0
    2     100.000000       0.000000       0.000000    0.000   0  1  1  1  1  0
    3     200.000000       0.000000       0.000000    0.000   0  0  1  1  1  0
    4     300.000000       0.000000       0.000000    0.000   0  0  1  1  1  0
    5     400.000000       0.000000       0.000000    0.000   0  0  1  1  1  0
    6     500.000000       0.000000       0.000000    0.000   0  1  1  1  1  0
    7     600.000000       0.000000       0.000000    0.000   0  1  1  1  1  0
    8     700.000000       0.000000       0.000000    0.000   0  0  1  1  1  0
    9     800.000000       0.000000       0.000000    0.000   0  0  1  1  1  0
   10     100.000000      37.500000       0.000000    0.000   0  0  1  1  1  0
   11     200.000000      75.000000       0.000000    0.000   0  0  1  1  1  0
   12     300.000000     112.500000       0.000000    0.000   0  0  1  1  1  0
   13     400.000000     150.000000       0.000000    0.000   0  0  1  1  1  0
   14     500.000000     112.500000       0.000000    0.000   0  0  1  1  1  0
   15     600.000000      75.000000       0.000000    0.000   0  0  1  1  1  0
   16     700.000000      37.500000       0.000000    0.000   0  0  1  1  1  0
 F R A M E   E L E M E N T   D A T A					(local)
  Elmnt  J1    J2     Ax   Asy   Asz    Jxx     Iyy     Izz       E       G roll  density
    1     1     2   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    2     2     3   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    3     3     4   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    4     4     5   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    5     5     6   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    6     6     7   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    7     7     8   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    8     8     9   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
    9     2    10   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   10     3    11   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   11     4    12   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   12     5    13   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   13     6    14   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   14     7    15   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   15     8    16   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   16     3    10   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   17     4    11   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   18     5    12   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   19     5    14   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   20     6    15   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   21     7    16   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   22     1    10   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   23    10    11   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   24    11    12   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   25    12    13   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   26    13    14   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   27    14    15   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   28    15    16   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
   29    16     9   10.0   1.0   1.0    1.0     1.0     0.0 210000.0 80000.0   0 7.85e-006
  Neglect shear deformations.
  Neglect geometric stiffness.
 
 L O A D   C A S E   1   O F   1  ... 
   Gravity X =  0.0    Gravity Y =  0.0    Gravity Z =  0.0 
   7 concentrated loads
   0 uniformly distributed loads
   0 trapezoidally distributed loads
   0 concentrated point loads
   0 temperature loads
   0 prescribed displacements
 N O D A L   L O A D S  +  E Q U I V A L E N T   N O D A L   L O A D S  (global)
  Node        Fx          Fy          Fz          Mxx         Myy         Mzz
    10       0.000   -2000.000       0.000       0.000       0.000       0.000
    11       0.000   -2000.000       0.000       0.000       0.000       0.000
    12       0.000   -2000.000       0.000       0.000       0.000       0.000
    13       0.000   -2000.000       0.000       0.000       0.000       0.000
    14       0.000   -2000.000       0.000       0.000       0.000       0.000
    15       0.000   -2000.000       0.000       0.000       0.000       0.000
    16       0.000   -2000.000       0.000       0.000       0.000       0.000
 
 E L A S T I C   S T I F F N E S S   A N A L Y S I S   via  L D L'  decomposition
 L O A D   C A S E   1   O F   1  ... 
 
 N O D E   D I S P L A C E M E N T S  					(global)
  Node    X-dsp       Y-dsp       Z-dsp       X-rot       Y-rot       Z-rot
     1    0.292386    0.313408    0.0         0.0         0.0        -0.002586
     2    0.292386    0.0         0.0         0.0         0.0        -0.004830
     3    0.292388   -0.993820    0.0         0.0         0.0        -0.007049
     4    0.452187   -1.160484    0.0         0.0         0.0         0.000819
     5    0.580597   -0.808159    0.0         0.0         0.0         0.004777
     6    0.498793    0.0         0.0         0.0         0.0         0.002964
     7    0.371809    0.0         0.0         0.0         0.0        -0.006179
     8    0.371808   -0.863795    0.0         0.0         0.0        -0.005314
     9    0.371808   -1.315090    0.0         0.0         0.0        -0.003963
    10    0.440160   -0.080658    0.0         0.0         0.0        -0.006008
    11    0.604784   -1.038763    0.0         0.0         0.0        -0.004121
    12    0.484070   -1.133999    0.0         0.0         0.0         0.000807
    13    0.334722   -0.895640    0.0         0.0         0.0         0.003753
    14    0.487530   -0.328251    0.0         0.0         0.0         0.003109
    15    0.669196   -0.109549    0.0         0.0         0.0        -0.002957
    16    0.541044   -0.863795    0.0         0.0         0.0        -0.005930
 F R A M E   E L E M E N T   E N D   F O R C E S				(local)
  Elmn