Iterasi 2 Latihan Frame3DD padaTruss 2D DanyHP

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Bismillah, 

Tugas Mempelajari dan Prakter Program Frame3DD dengan kasus Truss 2D (Iterasi 2)


Rencana awal Struktur seperti gambar berikut : 


2DCAD2.jpg


Dengan input pada Frame3DD sebagai berikut :

Latihan Atap: linear static analysis of a 2D truss with support settlement (N,cm, ton)

  1. node data ...

16 # number of nodes

  1. .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


  1. reaction data ...

16 # number of nodes with reactions

  1. .n x y z xx yy zz 1=fixed, 0= free

1 0 0 1 1 1 0 2 1 1 1 1 1 0 3 0 0 1 1 1 0 4 0 0 1 1 1 0 5 1 1 1 1 1 0 6 0 0 1 1 1 0 7 0 0 1 1 1 0 8 1 1 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


  1. frame element data ...

29 # number of frame elements

  1. e n1 n2 Ax Asy Asz Jxx Iyy Izz E G roll density
  2. . . . 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

  1. Begin Static Load Case 1 of 1
  1. gravitational acceleration for self-weight loading (global)
  2. gX gY gZ
  3. cm./s^2 cm./s^2 cm./s^2

0 0 0

7 # number of loaded nodes

  1. .n Fx Fy Fz Mxx Myy Mzz
  2. N N N N.cm N.cm N.cm

10 0 -5000 0 0 0 0 11 0 -5000 0 0 0 0 12 0 -5000 0 0 0 0 13 0 -5000 0 0 0 0 14 0 -5000 0 0 0 0 15 0 -5000 0 0 0 0 16 0 -5000 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

  1. .n Dx Dy Dz Dxx Dyy Dzz
  2. . cm cm cm rad. rad. rad.

0 0 0 0 0 0 0

  1. End Static Load Case 1 of 1
  1. End of input data file for Latihan Atap


GNUPlot hasil running Frame3DD sebagai berikut : 


2Dterpusat2.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)

" Mon Mar 11 09:47:45 2019 

"								
.CSV formatted results of Frame3DD analysis 								

	 Load Case 	 Displacements 	 End Forces 	 Reactions 	 Internal Forces 			
First Row 	1	17	35	95	115			
Last Row 	1	32	92	110	172

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 -5.05E-07 -1.45E-01 0 0 0 2.36E-03 2 0 0 0 0 0 -1.53E-03 3 -9.35E-02 -1.09E+00 0 0 0 -7.07E-03 4 2.39E-02 -9.05E-01 0 0 0 5.97E-03 5 0 0 0 0 0 0 6 -2.39E-02 -9.05E-01 0 0 0 -5.97E-03 7 9.35E-02 -1.09E+00 0 0 0 7.07E-03 8 0 0 0 0 0 1.53E-03 9 5.05E-07 -1.45E-01 0 0 0 -2.36E-03 10 1.47E-03 -1.49E-01 0 0 0 -3.60E-03 11 1.19E-01 -1.15E+00 0 0 0 -2.33E-03 12 -1.01E-01 -7.86E-01 0 0 0 3.48E-03 13 0 -5.37E-01 0 0 0 0 14 1.01E-01 -7.86E-01 0 0 0 -3.48E-03 15 -1.19E-01 -1.15E+00 0 0 0 2.33E-03 16 -1.47E-03 -1.49E-01 0 0 0 3.60E-03 F R A M E E L E M E N T E N D F O R C E S (local) Elmnt Node Nx Vy Vz Txx Myy Mzz 1 1 -1.06E-02 -2.60E-03 0 0 0 -4.86E-02 1 2 1.06E-02 2.60E-03 0 0 0 -2.12E-01 2 2 1.96E+03 1.66E-02 0 0 0 9.44E-01 2 3 -1.96E+03 -1.66E-02 0 0 0 7.11E-01 3 3 -2.47E+03 -5.99E-03 0 0 0 -5.73E-01 3 4 2.47E+03 5.99E-03 0 0 0 -2.54E-02 4 4 5.02E+02 -1.53E-02 0 0 0 -6.39E-01 4 5 -5.02E+02 1.53E-02 0 0 0 -8.89E-01 5 5 5.02E+02 1.53E-02 0 0 0 8.89E-01 5 6 -5.02E+02 -1.53E-02 0 0 0 6.39E-01 6 6 -2.47E+03 5.99E-03 0 0 0 2.54E-02 6 7 2.47E+03 -5.99E-03 0 0 0 5.73E-01 7 7 1.96E+03 -1.66E-02 0 0 0 -7.11E-01 7 8 -1.96E+03 1.66E-02 0 0 0 -9.44E-01 8 8 -1.06E-02 2.60E-03 0 0 0 2.12E-01 8 9 1.06E-02 -2.60E-03 0 0 0 4.86E-02 9 2 8.32E+03 -4.52E-02 0 0 0 -7.32E-01 9 10 -8.32E+03 4.52E-02 0 0 0 -9.64E-01 10 3 1.66E+03 -8.39E-03 0 0 0 -4.48E-01 10 11 -1.66E+03 8.39E-03 0 0 0 -1.82E-01 11 4 -2.23E+03 7.19E-03 0 0 0 4.51E-01 11 12 2.23E+03 -7.19E-03 0 0 0 3.58E-01 12 5 7.52E+03 0 0 0 0 0 12 13 -7.52E+03 0 0 0 0 0 13 6 -2.23E+03 -7.19E-03 0 0 0 -4.51E-01 13 14 2.23E+03 7.19E-03 0 0 0 -3.58E-01 14 7 1.66E+03 8.39E-03 0 0 0 4.48E-01 14 15 -1.66E+03 -8.39E-03 0 0 0 1.82E-01 15 8 8.32E+03 4.52E-02 0 0 0 7.32E-01 15 16 -8.32E+03 -4.52E-02 0 0 0 9.64E-01 16 3 -4.73E+03 7.08E-03 0 0 0 3.10E-01 16 10 4.73E+03 -7.08E-03 0 0 0 4.46E-01 17 4 3.71E+03 1.17E-03 0 0 0 2.13E-01 17 11 -3.71E+03 -1.17E-03 0 0 0 -6.60E-02 18 5 7.25E+03 -2.48E-03 0 0 0 -2.35E-01 18 12 -7.25E+03 2.48E-03 0 0 0 -1.38E-01 19 5 7.25E+03 2.48E-03 0 0 0 2.35E-01 19 14 -7.25E+03 -2.48E-03 0 0 0 1.38E-01 20 6 3.71E+03 -1.17E-03 0 0 0 -2.13E-01 20 15 -3.71E+03 1.17E-03 0 0 0 6.60E-02 21 7 -4.73E+03 -7.08E-03 0 0 0 -3.10E-01 21 16 4.73E+03 7.08E-03 0 0 0 -4.46E-01 22 1 1.08E-02 -1.28E-03 0 0 0 4.86E-02 22 10 -1.08E-02 1.28E-03 0 0 0 -1.86E-01 23 10 4.73E+03 1.36E-02 0 0 0 7.03E-01 23 11 -4.73E+03 -1.36E-02 0 0 0 7.53E-01 24 11 1.56E+03 -7.32E-03 0 0 0 -5.05E-01 24 12 -1.56E+03 7.32E-03 0 0 0 -2.76E-01 25 12 -3.58E+03 -2.31E-04 0 0 0 5.62E-02 25 13 3.58E+03 2.31E-04 0 0 0 -8.08E-02 26 13 -3.58E+03 2.31E-04 0 0 0 8.08E-02 26 14 3.58E+03 -2.31E-04 0 0 0 -5.62E-02 27 14 1.56E+03 7.32E-03 0 0 0 2.76E-01 27 15 -1.56E+03 -7.32E-03 0 0 0 5.05E-01 28 15 4.73E+03 -1.36E-02 0 0 0 -7.53E-01 28 16 -4.73E+03 1.36E-02 0 0 0 -7.03E-01 29 16 1.08E-02 1.28E-03 0 0 0 1.86E-01 29 9 -1.08E-02 -1.28E-03 0 0 0 -4.86E-02 R E A C T I O N S (global) 

Node   	    Fx      	   Fy   	      Fz   	     Mxx    	    Myy    	    Mzz

1 0 0 0.00E+00 0.00E+00 0.00E+00 0 2 1.96E+03 8.32E+03 0.00E+00 0.00E+00 0.00E+00 0 3 0 0 0.00E+00 0.00E+00 0.00E+00 0 4 0 0 0.00E+00 0.00E+00 0.00E+00 0 5 -2.69E-13 1.84E+04 0.00E+00 0.00E+00 0.00E+00 0 6 0 0 0.00E+00 0.00E+00 0.00E+00 0 7 0 0 0.00E+00 0.00E+00 0.00E+00 0 8 -1.96E+03 8.32E+03 0.00E+00 0.00E+00 0.00E+00 0 9 0 0 0.00E+00 0.00E+00 0.00E+00 0 10 0 0 0.00E+00 0.00E+00 0.00E+00 0 11 0 0 0.00E+00 0.00E+00 0.00E+00 0 12 0 0 0.00E+00 0.00E+00 0.00E+00 0 13 0 0 0.00E+00 0.00E+00 0.00E+00 0 14 0 0 0.00E+00 0.00E+00 0.00E+00 0 15 0 0 0.00E+00 0.00E+00 0.00E+00 0 16 0 0 0.00E+00 0.00E+00 0.00E+00 0 R M S R E L A T I V E E Q U I L I B R I U M E R R O R: 1.80E-16

P E A K F R A M E E L E M E N T I N T E R N A L F O R C E S (local) 

"Elmnt"	  "."	 "Nx"	 "Vy"	 "Vz"	  "Txx"	 "Myy"	 "Mzz"

1 "max" 0.011 0.003 0 0 0 0.049 1 "min" 0.011 0.003 0 0 0 -0.212 2 "max" -1963.697 -0.017 0 0 0 0.711 2 "min" -1963.697 -0.017 0 0 0 -0.944 3 "max" 2465.804 0.006 0 0 0 0.573 3 "min" 2465.804 0.006 0 0 0 -0.025 4 "max" -502.107 0.015 0 0 0 0.639 4 "min" -502.107 0.015 0 0 0 -0.889 5 "max" -502.107 -0.015 0 0 0 0.639 5 "min" -502.107 -0.015 0 0 0 -0.889 6 "max" 2465.804 -0.006 0 0 0 0.573 6 "min" 2465.804 -0.006 0 0 0 -0.025 7 "max" -1963.697 0.017 0 0 0 0.711 7 "min" -1963.697 0.017 0 0 0 -0.944 8 "max" 0.011 -0.003 0 0 0 0.049 8 "min" 0.011 -0.003 0 0 0 -0.212 9 "max" -8322.16 0.045 0 0 0 0.732 9 "min" -8322.16 0.045 0 0 0 -0.964 10 "max" -1661.09 0.008 0 0 0 0.448 10 "min" -1661.09 0.008 0 0 0 -0.182 11 "max" 2225.917 -0.007 0 0 0 0.358 11 "min" 2225.917 -0.007 0 0 0 -0.451 12 "max" -7516.726 0 0 0 0 0 12 "min" -7516.726 0 0 0 0 0 13 "max" 2225.917 0.007 0 0 0 0.451 13 "min" 2225.917 0.007 0 0 0 -0.358 14 "max" -1661.09 -0.008 0 0 0 0.182 14 "min" -1661.09 -0.008 0 0 0 -0.448 15 "max" -8322.16 -0.045 0 0 0 0.964 15 "min" -8322.16 -0.045 0 0 0 -0.732 16 "max" 4730.703 -0.007 0 0 0 0.446 16 "min" 4730.703 -0.007 0 0 0 -0.31 17 "max" -3709.88 -0.001 0 0 0 -0.066 17 "min" -3709.88 -0.001 0 0 0 -0.213 18 "max" -7250.968 0.002 0 0 0 0.235 18 "min" -7250.968 0.002 0 0 0 -0.138 19 "max" -7250.968 -0.002 0 0 0 0.138 19 "min" -7250.968 -0.002 0 0 0 -0.235 20 "max" -3709.88 0.001 0 0 0 0.213 20 "min" -3709.88 0.001 0 0 0 0.066 21 "max" 4730.703 0.007 0 0 0 0.31 21 "min" 4730.703 0.007 0 0 0 -0.446 22 "max" -0.011 0.001 0 0 0 -0.049 22 "min" -0.011 0.001 0 0 0 -0.186 23 "max" -4730.765 -0.014 0 0 0 0.753 23 "min" -4730.765 -0.014 0 0 0 -0.703 24 "max" -1561.043 0.007 0 0 0 0.505 24 "min" -1561.043 0.007 0 0 0 -0.276 25 "max" 3583.818 0 0 0 0 -0.056 25 "min" 3583.818 0 0 0 0 -0.081 26 "max" 3583.818 0 0 0 0 -0.056 26 "min" 3583.818 0 0 0 0 -0.081 27 "max" -1561.043 -0.007 0 0 0 0.505 27 "min" -1561.043 -0.007 0 0 0 -0.276 28 "max" -4730.765 0.014 0 0 0 0.753 28 "min" -4730.765 0.014 0 0 0 -0.703 29 "max" -0.011 -0.001 0 0 0 -0.049 29 "min" -0.011 -0.001 0 0 0 -0.186

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