Gambar 3.8 Contoh penempatan pretensioning pada pelat Hollow Core Slab
BAB IV
APLIKASI
53
Dalam bab ini akan diberikan suatu contoh perhitungan portal frame 3 dimensi dengan
dengan lantai pracetak Hollow Core slab banyak lantai 3 tingkat seperti pada Gambar 4.1, dengan menggunakan program ETABS v9.2. Adapun data-data yang akan dipergunakan
dalam analisa tersebut adalah :
4.1 Contoh portal Gambar 4.1
Gambar 4.1. Struktur portal 3 dimensi
54
Gambar 4.2 Potongan memanjang portal Gambar 4.3 DenahTampak atas
Data-data struktur
1. Panjang bentang
L = 6 m = 600 cm
2. Tinggi bangunan kolom
H = 3.5 m = 350 cm
3. Ukuran penampang kolom
BxH = 40x40 cm
2
4. Ukuran penampang balok
BxH = 30x60 cm
2
5. Modulus Elastisitas beton E
=
250000
kgcm
2
6. Perletakan jepit-jepit 7. Zona gempa 3 tanah sedang
55
Gambar 4.4. Potongan Penampang Pelat Hollow Core Perhitungan Luas Penampang dan I nersia Pelat Pracetak type Hollow Core Slab HCS
dengan bentang 6,0 m
Lebar penampang
bw 1200 mm
⋅ =
Gambar 4.5. Penampang atas
Pelat Hollow
Panjang total HCS
Lsl 6 m
⋅ =
Tinggi penampang HCS
h 200 mm
⋅ =
b1 190 mm
⋅ =
Tebal flens atas
t1 30 mm
⋅ =
Tebal flens bawah
t2 30 mm
⋅ =
Tebal badan
t3 35 mm
⋅ =
Tebal badan ke tepi
t4 50 mm
⋅ =
4.2 Data-data Pelat hollow Core Slab
a t3
b1 h
t1 −
t2 −
0.026m =
=
Bentuk penampang seperti gambar Mutu beton K400
Lebar penampang
= 1200 mm
Tebal Pelat Hollow Core Slab =
200 mm Panjang Penampang Pelat Hollow Core
= 6000 mm
56
Ax t1
t2 +
a +
0.086 m ⋅
= =
per satuan panjang arah sumbu y
Acx Ax bw
⋅ 0.103m
2 =
=
untuk panjang 1200 mm
Sx 1
2 t1
2 ⋅
a 1
2 ⋅
h t1
+ t2
− +
t2 h
1 2
t2 −
⎛⎜ ⎝
⎞⎟ ⎠
⋅ +
8.579 10 3
−
× m
2 =
= zx
Sx Ax
0.1m =
= I x
1 12
t1 3
⋅ t1
zx 1
2 t1
−
⎛⎜ ⎝
⎞⎟ ⎠
2 ⋅
+ 1
12 t2
3 +
t2 h
zx −
1 2
t2 ⋅
−
⎛⎜ ⎝
⎞⎟ ⎠
2 ⋅
+ 1
12 a
⋅ h
t1 −
t2 −
2 ⋅
+ a zx
1 2
h t1
+ t2
− −
⎡⎢ ⎣
⎤⎥ ⎦
2 ⋅
+ 4.801 10
4
−
× m
3 ⋅
= =
per satuan panjang arah sumbu y
I cx I x bw
⋅ 5.761 10
8 ×
mm 4
⋅ =
=
untuk panjang 1200 mm
Ay t1
t2 +
0.06m =
=
per satuan panjang arah sumbu x
Acy Ay Lsl
⋅ 0.36m
2 =
=
untuk panjang 6000 mm
Sy 1
2 t1
2 ⋅
t2 h
1 2
t2 −
⎛⎜ ⎝
⎞⎟ ⎠
⋅ +
6 10 3
−
× m
2 =
= zy
Sy Ay
0.1m =
=
I y 1
12 t1
3 ⋅
t1 zy
1 2
t1 −
⎛⎜ ⎝
⎞⎟ ⎠
2 ⋅
+ 1
12 t2
3 +
t2 h
zy −
1 2
t2 −
⎛⎜ ⎝
⎞⎟ ⎠
2 ⋅
+ 4.38 10
4
−
× m
3 ⋅
= =
per satuan panjang arah sumbu x
I cy I y Lsl
⋅ 2.628 10
9 ×
mm 4
⋅ =
=
untuk panjang 6000 mm 57
Tegangan akibat handling atau pengangkatan sewaktu pemasangan pelat Hollow Core seperti gambar di bawah
fkub 400
kg cm
2 =
Mutu beton K400 Momen tahanan Sx
fc
0.83
fkub ⋅
332
kg cm
2 ⋅
= =
Sx 0.5 I cx
h
2 2.881 10
3 ×
cm 3
⋅ =
=
BJ_beton
2400
kg m
3 =
ap Lsl
6m =
= tp
0.2 m ⋅
= Ft_ijin
0.5 fc
⋅ kg
cm 2
⋅ 9.11
kg cm
2 ⋅
= =
bp bw
1.2m =
=
w h BJ_beton
⋅
480
kg m
2 =
=
Mx 0.0107 w
⋅ ap
⋅ bp
2 ⋅
44.375 kg m ⋅
⋅ =
= My
0.0107 w ⋅
ap 2
⋅ bp
⋅ 221.875 kg m
⋅ ⋅
= =
Ft My
Sx 7.702
kg cm
2 ⋅
= =
Tegangan_tarik_beton MEMENUHI
Ft Ft_ijin
if TI DAK MEMENUHI otherwise
= Tegangan_tarik_beton
MEMENUHI =
58
