CONTOH URUTAN MENGERJAKAN TUGAS.docx
CONTOH URUTAN MENGERJAKAN UJIAN/TUGAS ANALISIS STRUKTUR - IV
1. Soal Tugas :
2. Persiapan Data : Penomoran titik, batang dan koordinat :
Data Propertis batang :
1. E=2.0e7 (ton/m2) A=0.08 (m2) I=8e-4 (m4)
Data Koordinat :
No. Titik
X Y
1
2
10
3
5
4
2
5
5
6
5
6
10
5
Data Batang : No.
1
6
1
Data Tumpuan : No.
Titik Restraint RX Restraint RY Restraint RZ
1
1
2
5
1
1
1
Data Beban Titik : No.
Titik Beban FX Beban FY Beban MZ
3 7 -6 5 -8
5
1
Batang No.Titik Kiri (bawah) No.Titik Kanan(bawah ) No.Propertis
6
1
1
4
1
2
2
1
5
3
3
4
1
4
4
Data Beban Batang :
Batang – 3 : q3=2 ton/m; L3=2m Batang – 4 : q4=2 ton/m; L4=4m Batang – 5 : q5=2 ton/m; L5=4m q=q3=q4=q5=2 ton/m
Ra3=q*L3/2; Rb3=Ra3; Ra4=q*L4/2; Rb4=Ra4; Ra5=q*L5/2; Rb5=Ra5; Ma3=1/12*q*L3^2; Mb3= -Ma3; Ma4=1/12*q*L4^2; Mb4= -Ma4; Ma5=1/12*q*L5^2; Mb5= -Ma5;
Beban Merata pada Batang :
No. Beban Beban Beban Beban Beban Beban Batan FX1 FY1 MZ1 FX2 FY2 MZ2 g UJUNG KIRI UJUNG KANAN
3 Ra3 Ma3 Rb3 Mb3
4 Ra4 Ma4 Rb4 Mb4
5 Ra5 Ma5 Rb5 Mb5
3. Input Data File : %****PORTAL 2D---TEKNIK SIPIL UNISSULA SEMARANG---- %****nama file : ANDINI_portal1_k----oleh :trismantoro 15/10/2009---- %****struktur : portal satu tingkat clear all clc %****General Data--- type= 'p2d' nfile= 'ANDINI_portal1_k' %****Property---i,E,A,I--- prop = [ 1 2.1e7 0.08 8e-4]; %****Coordinates--- %****--- Joint X Y --- coord=[ 1 0 0 2 10 0 3 0 5 4 2 5 5 6 5 6 10 5 ]; %****Element data--- %****--- Element J1 J2 prop--- element=[ 1 1 4 1 2 2 6 1 3 3 4 1 4 4 5 1 5 5 6 1]; %****Nodal Restraint--- %****---- Joint JR1 JR2 JR3--- Support=[ 1 1 1 0 2 1 1 1]; %****Joint Load--- %****---Joint FX FY MZ--- JL=[ 3 7 -6 0 5 0 -8 0]; %****Load Data--- q=2; L3=2; L4=4; L5=4; Ra3=q*L3/2; Rb3=Ra3; Ra4=q*L4/2; Rb4=Ra4; Ra5=q*L5/2; Rb5=Ra5; Ma3=1/12*q*L3^2; Mb3=-Ma3; Ma4=1/12*q*L4^2; Mb4=-Ma4; Ma5=1/12*q*L5^2; Mb5=-Ma5; %**** AML=[ 3 0 Ra3 Ma3 0 Rb3 Mb3 4 0 Ra4 Ma4 0 Rb4 Mb4 5 0 Ra5 Ma5 0 Rb5 Mb5 ]; %****Call function for analysis portal 2d-------------------- [dof,index,coord,element]=FRAME2D_sdata(prop,element,coord,type); [S,Sm,SmS,Cx,Cy,RT,L,A,Joint,Xj,Xk,Yj,Yk]=FRAME2D_stiff ... (prop,element,coord,index,nfile); [IR,IF,Support]=FRAME2D_ldata(Support,dof); [DF,AR,AM]=FRAME2D_analysis_result ... (element,dof,index,IF,IR,S,Sm,JL,AML,RT,Support,type,nfile); [joint_disp,support_reaction,beam_endforces]=FRAME2D_print_result ... (JL,AML,dof,Support,element,IF,IR,DF,AR,AM,type,nfile); %****end data------------------------------------------------ % FRAME2D_xplot %
4. OutPut Program & Cek : NAMAFILE_2.txt .
Support Reactions : Joint Rx Ry Mz 1 5.5606e+000 1.8964e+001 0.0000e+000 2 -1.2561e+001 1.5036e+001 3.2639e+001 Member End Forces : Member Fx1 Fy1 Mz1 Fx2 Fy2 Mz2
1 19.673 1.880 -0.000 -19.673 -1.880 10.125
2 15.036 12.561 32.639 -15.036 -12.561 30.164
3 7.000 -6.000 -0.000 -7.000 10.000 -16.000
4 12.561 8.964 5.875 -12.561 -0.964 13.981
5 12.561 -7.036 -13.981 -12.561 15.036 -30.164
.NAMAFILE_4.txt .
. Reaction of Supports : {AR}IFx1 = -{ARC}IRx1 + [SRF]IRxIF {DF}IFx1 1 5.561e+000 2 1.896e+001 4 -1.256e+001 5 1.504e+001 6 3.264e+001 Cek Keseimbangan :
5. Free Body; Bidang D,M,N :
6. Perumusan Matriks Cara Manual Matriks Kekakuan Elemen sb Lokal [SM]6x6 Batang – 1 : E=... ; Ax=....; L=....; Iz=... E*Ax/L 0 0 -E*Ax/L 0 0 0 12E*Iz/L^3 6E*Iz/L^2 0 -12E*Iz/L^3 6E*Iz/L^2 0 6E*Iz/L^2 4E*Iz/L 0 -6E*Iz/L^2 2E*Iz/L -E*Ax/L 0 0 E*Ax/L 0 0 0 12E*Iz/L^3 -6E*Iz/L^2 0 12E*Iz/L^3 -6E*Iz/L^2 0 6E*Iz/L^2 2E*Iz/L 0 -6E*Iz/L^2 4E*Iz/L = 3.1197e+005 0.0000e+000 0.0000e+000 -3.1197e+005 0.0000e+000 0.0000e+000 0.0000e+000 1.2909e+003 3.4759e+003 0.0000e+000 -1.2909e+003 3.4759e+003 0.0000e+000 3.4759e+003 1.2479e+004 0.0000e+000 -3.4759e+003 6.2394e+003 -3.1197e+005 0.0000e+000 0.0000e+000 3.1197e+005 0.0000e+000 0.0000e+000 0.0000e+000 -1.2909e+003 -3.4759e+003 0.0000e+000 1.2909e+003 -3.4759e+003 0.0000e+000 3.4759e+003 6.2394e+003 0.0000e+000 -3.4759e+003 1.2479e+004 Batang – 2 : E=... ; Ax=....; L=....; Iz=... E*Ax/L 0 0 -E*Ax/L 0 0 0 12E*Iz/L^3 6E*Iz/L^2 0 -12E*Iz/L^3 6E*Iz/L^2 0 6E*Iz/L^2 4E*Iz/L 0 -6E*Iz/L^2 2E*Iz/L -E*Ax/L 0 0 E*Ax/L 0 0 0 12E*Iz/L^3 -6E*Iz/L^2 0 12E*Iz/L^3 -6E*Iz/L^2 0 6E*Iz/L^2 2E*Iz/L 0 -6E*Iz/L^2 4E*Iz/L = 3.3600e+005 0.0000e+000 0.0000e+000 -3.3600e+005 0.0000e+000 0.0000e+000 0.0000e+000 1.6128e+003 4.0320e+003 0.0000e+000 -1.6128e+003 4.0320e+003 0.0000e+000 4.0320e+003 1.3440e+004 0.0000e+000 -4.0320e+003 6.7200e+003
- 3.3600e+005 0.0000e+000 0.0000e+000 3.3600e+005 0.0000e+000 0.0000e+000 0.0000e+000 -1.6128e+003 -4.0320e+003 0.0000e+000 1.6128e+003 -4.0320e+003 0.0000e+000 4.0320e+003 6.7200e+003 0.0000e+000 -4.0320e+003 1.3440e+004
Batang – 3 : E=... ; Ax=....; L=....; Iz=... E*Ax/L 0 0 -E*Ax/L 0 0 0 12E*Iz/L^3 6E*Iz/L^2 0 -12E*Iz/L^3 6E*Iz/L^2 0 6E*Iz/L^2 4E*Iz/L 0 -6E*Iz/L^2 2E*Iz/L -E*Ax/L 0 0 E*Ax/L 0 0 0 12E*Iz/L^3 -6E*Iz/L^2 0 12E*Iz/L^3 -6E*Iz/L^2 0 6E*Iz/L^2 2E*Iz/L 0 -6E*Iz/L^2 4E*Iz/L = 8.4000e+005 0.0000e+000 0.0000e+000 -8.4000e+005 0.0000e+000 0.0000e+000 0.0000e+000 2.5200e+004 2.5200e+004 0.0000e+000 -2.5200e+004 2.5200e+004 0.0000e+000 2.5200e+004 3.3600e+004 0.0000e+000 -2.5200e+004 1.6800e+004
- 8.4000e+005 0.0000e+000 0.0000e+000 8.4000e+005 0.0000e+000 0.0000e+000 0.0000e+000 -2.5200e+004 -2.5200e+004 0.0000e+000 2.5200e+004 -2.5200e+004 0.0000e+000 2.5200e+004 1.6800e+004 0.0000e+000 -2.5200e+004 3.3600e+004
Matriks Rotasi Sumbu [RT]6x6
| [R] [0] | [RT]6x6 = | [0] [R] | [R] 3x3 = Cx Cy 0 -Cy Cx 0 0 0 1 ---> Cx=Lx/L Cy=Ly/L
Batang – 1 : L=... ; Lx=....; Ly=....; Cx=...; Cy=.... 0.3714 0.9285 0.0000 0.0000 0.0000 0.0000 -0.9285 0.3714 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.3714 0.9285 0.0000 0.0000 0.0000 0.0000 -0.9285 0.3714 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 Batang – 2 : L=... ; Lx=....; Ly=....; Cx=...; Cy=....
0.0000 1.0000 0.0000 0.0000 0.0000 0.0000
- 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 -1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000
Batang – 3 : L=... ; Lx=....; Ly=....; Cx=...; Cy=....
1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.0000
7. Matrik Kekakuan dan Matriks Beban Dengan menggunakan bantuan program komputer FRAME2D, TRSUSS2D & GRID tuliskan : a) Matriks Rotasi [RT] tiap-tiap batang.
b) Matriks Kekakuan Elemen sumbu lokal [SM] tiap-tiap batang.
c) Matriks Kekakuan Elemen sumbu gobal [SMS] tiap-tiap batang.
Matriks Kekakuan Struktur : [S], [SFF], [SFF] -1 , [SRF]
d)
e) Matriks Beban : [AC] dan [AFC] f) Perpindahan Titik Simpul, Reaksi Tumpuan dan Gaya Ujung Batang.
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