68 c
Kolom 80 x 50 cm
2
4.3.2.1 Perhitungan momen tahanan balok utama memanjang bentang 9,3 meter
a. Tumpuan Data eksisting balok:
Mu = 310,4461 kNm As = 4 D 22 = 4379,94 mm
2
= 1519,76 mm
2
As’ = 3 D 22 = 3379,94 mm
2
= 1139,82 mm
2
b = 400 mm
h = 900 mm
d’ = 50 mm
d = 850 mm
f’c = 9,424 Nmm
2
fy = 339,44 Nmm
2
Universitas Sumatera Utara
69
=
=
=
0,0044699
=
=
=
0,0033524
= =
= 0,055711
[{
} ]
[ ]
b. Lapangan Data eksisting balok:
Mu = 218,5744 kNm As = 4 D 22 = 4379,94 mm
2
= 1519,76 mm
2
As’ = 3 D 22 = 3379,94 mm
2
= 1139,82 mm
2
b = 400 mm
h = 900 mm
Universitas Sumatera Utara
70 d’
= 50 mm d
= 850 mm f’c = 9,424 Nmm
2
fy = 339,44 Nmm
2
=
=
=
0,0044699
=
=
=
0,0033524
[{ }
]
[
[ ]
Universitas Sumatera Utara
71
4.3.2.2 Perhitungan momen tahanan balok utama melintang bentang 7,3 meter
a. Tumpuan Data eksisting balok:
Mu = 310,4461 kNm As = 3 D 22 = 3379,94 mm
2
= 1139,82 mm
2
As’ = 2 D 22 = 2379,94 mm
2
= 759,88 mm
2
b = 400 mm
h = 900 mm
d’ = 50 mm
d = 850 mm
f’c = 9,424 Nmm
2
fy = 339,44 Nmm
2
=
=
=
0,00335242
=
=
=
0,00223494
= =
= 0,0557096
Universitas Sumatera Utara
72 [{
} ]
[ ]
b. Lapangan Data eksisting balok:
Mu = 218,5744 kNm As = 3 D 22 = 3379,94 mm
2
= 1139,82 mm
2
As’ = 2 D 22 = 2379,94 mm
2
= 759,88 mm
2
b = 400 mm
h = 900 mm
d’ = 50 mm
d = 850 mm
f’c = 9,424 Nmm
2
fy = 339,44 Nmm
2
=
=
=
0,00335242
Universitas Sumatera Utara
73
=
=
=
0,00223494
[{ }
]
[
[ ]
4.3.2.3 Perhitungan gaya geser tahanan balok utama 90 x 40 cm
2
a. Tumpuan Data eksisting balok:
Vu = 186,7623 kN
sengkang = 10 mm f’c
= 9,424 Nmm
2
fy = 305,51 Nmm
2
b = 400 mm
h = 900 mm
d’ = 50 mm
s = 150 mm
Universitas Sumatera Utara
74 √
√
b. Lapangan Data eksisting balok:
Vu = 66,1171 kN
sengkang = 10 mm f’c
= 9,424 Nmm
2
fy = 305,51 Nmm
2
b = 400 mm
h = 900 mm
d’ = 50 mm
s = 250 mm
Universitas Sumatera Utara
75 √
√
4.3.2.4 Perhitungan beban aksial dan momen kolom 50 x 80 cm
