portal ok.xlsx
TRANSCRIPT
m
Element NodeKoordinat
X Y
11 0 03 0 4
23 0 42 4 4
Data Element
ElementDimensi (cm)
Eb h
1 20 20 2000002 20 40 200000
Beban Luar
q2.01 t/m'20.1 kg/cm'
P2 ton
2000 kg
Langkah Penyelesaian
1 DOF n 4NJ 3NC 5
2 VEKTOR TUJUAN
M1 0 0 0M2 1 2 3
3 MATRIKS KEKAKUAN GLOBAL
Element 1θ 90c 0
s 1.00α 41.667β 4,800.00
a1 500.00 400,000.00 a2 0.00 - a3 200,000.00 4,000.00 a4 (100,000.00) - a5 0.00 800,000.00 a6 26,666,666.67 213,333,333.33 a7 13,333,333.33 106,666,666.67
4 MATRIKS KEKAKUAN STRUKTUR
1 2 3 400,500.00 0.00 100,000.00 0.00 204,000.00 800,000.00 100,000.00 800,000.00 240,000,000.00 - 800,000.00 106,666,666.67
5 MATRIKS BEBAN
Element 1
q 0 kg/cm'
fo13 0fo31 0h13 0h31 0v13 0v31 0
[KS]1+2
fo1
000000
[P]
0 1-4020 2
-268000 3-132000 4
6 Matriks Perpindahan Element (Global)
[U]
0.0002620
cm
1-0.0154494 2-0.0010492 3-0.0000362 4
element 1
M1 0 0 0M2 1 2 3
0 00 00 0
0.000262 1-0.015449 2-0.001049 3
[U]1
0.000262 1-0.015449 2-0.001049 30.000000 00.000000 0
-0.000036 4
Matriks Perpindahan Element (Lokal)
Element 1θ 90c 0s 1
Matriks Rotasi
0 1 0-1 0 00 0 10 0 00 0 00 0 0
1 0 00 1 00 0 10 0 00 0 00 0 0
Element 1000
-0.01545-0.00026-0.00105
7 Gaya Dalam Struktur (Lokal)
Akibat Deformasi
[U]2
[R]1
[R]2
[μ]1
4800 00 120 2400
-4800 00 -120 2400
α2
1200 00 120 2400
-1200 00 -120 2400
fi = ki * μi
Element 13089.880-104.787
-13962.835-3089.880
104.787-27951.866
Element 13089.880-104.787
-13962.835-3089.880
104.787-27951.866
8 Hukum Kekekalan Energi
k1 α1
k2
f1
Fi = foi + fi
F1
Usaha Luar
Ue = {P} * {U}
062.10658
281.179534.78184
348.067952371117
Usaha Dalam
Ui
000
47.7368-0.027529.3265
0.027514.3698
251.853100
4.7818348.0680
0.0000
OK
Ue
Ui = {f} * {μ}
Data Element
I L (cm)
13,333.33 400 106,666.67 400
1 2 30 0 4
element 1element 2element 3
q= 2,04 t/m'
4 m
4 m
1
3
element 1
element 2
element 3
2
1
0
0
0
2
31
1
3
Element 2 Element 1θ - c 1.00 0 0
s - 500 0α 333.33 0 200000β 1,200.00 -100000 0
-500 0a1 400,000.00 0 -200000a2 - -100000 0a3 4,000.00 a4 - a5 800,000.00 a6 213,333,333.33 a7 106,666,666.67
1 2
500 00 200000
100000 00 0
4 - 1 2.497E-06 2.674E-09 -1.34E-09 800,000.00 2 2.674E-09 5E-06 -1.07E-08 106,666,666.67 3 -1.34E-09 -1.07E-08 5.381E-09 213,333,333.33 4 6.617E-10 -1.34E-08 -2.65E-09
Element 2
q 20.1 kg/cm'
fo13 268,000.00 fo31 268,000.00 h13 4020h31 4020v13 0v31 0
[K]1
[K]1
[KS]-1
fo2
0 h4020 v
268000 m0 h
4020 v-268000 m 400000
1 2 30 0 4
element 1
element 2
element 3
2
0
0
0
2
31
0
4
Element 2θ 0c 1s 0
Matriks Rotasi
0 0 00 0 00 0 00 1 0
-1 0 00 0 1
0 0 00 0 00 0 01 0 00 1 00 0 1
Element 20.000262
-0.015449-0.0010490.0000000.000000
-0.000036
[μ]2
0 -4800 0 0 2000002400 0 -12 2400 0
640000 0 -2400 320000 00 4800 0 0 -200000
-2400 0 12 -2400 0320000 0 -2400 640000 0
0 -1200 0 0 4000002400 0 -12 2400 0
640000 0 -2400 320000 00 1200 0 0 -400000
-2400 0 12 -2400 0320000 0 -2400 640000 0
fi = ki * μi
Element 2104.787 3,194.67
-930.120 (1,034.91)-240048.134 (254,010.97)
-104.787 (3,194.67)930.120 1,034.91
-132000.000 (159,951.87)
Element 2104.787 3,194.67
3089.880 2,985.09 27951.866 13,989.03
-104.787 (3,194.67)4950.120 5,054.91
-400000.000 (427,951.87)
k1
k2
f2
i + fi
F2
Usaha Luar
Ue = {P} * {U}
Usaha Dalam
0.0000
OK
Ui = {f} * {μ}
element 1element 2element 3
q= 2,04 t/m' P = 2 t
4 m 2 m
24
element 1
element 2
element 3
2
0
0
42 4
Element 1
0 1 2 3
-100000 -500 0 -100000 00 0 -200000 0 0
26666666.67 100000 0 13333333.3333333 0100000 500.00 0.00 100,000.00 1
0 0.00 200,000.00 (0.00) 213333333.33333 100,000.00 (0.00) 26,666,666.67 3
3 4
100000 0 10 0 2
26666667 0 30 0 4
6.61735069E-10-1.3382589E-08-2.650249E-09
6.06280919E-09
element 1
element 2
element 3
20
0 0 -200000 0 0500 100000 0 -500 100000
100000 26666667 0 -100000 13333333.3330 0 200000 0 0
-500 -100000 0 500 -100000100000 13333333.333333 0 -100000 26666666.667
0 0 -400000 0 04000 800000 0 -4000 800000
800000 213333333.33333 0 -800000 106666666.670 0 400000 0 0
-4000 -800000 0 4000 -800000800000 106666666.66667 0 -800000 213333333.33
- 8,040.00
Element 2
1 2 3 0
400,000.00 - - (400,000.00) - 4,000.00 800,000.00 - - 800,000.00 213,333,333.33 - (400,000.00) - - 400,000.00 - (4,000.00) (800,000.00) - - 800,000.00 106,666,666.67 -
1 2 3 4
400000 0 0 00 4000 800000 800,000.00 0 800000 213333333 ###0 800,000.00 106,666,666.67 213333333
[K]2
[K]2
3q = 20,4 kg/cm'fo3 fo2
3 2
3
1
fo3
fo3
fo3
fo1
elem
ent 1
element 2
r32
r31
r13
r32
r23r31
1
1fo1
fo1 1r13
Element 2
0 4
- - 1 (4,000.00) 800,000.00 2 (800,000.00) 106,666,666.67 3 - - 0 4,000.00 (800,000.00) 0 (800,000.00) 213,333,333.33 4
1234
2
fo2
2fo2
2000 kgr23 r42
4
