159
Universitas Kristen Maranatha
LAMPIRAN 3 PRELIMINARY DESAIN
1. Preliminary Desain Lantai
Menentukan tebal pelat minimum [RSNI, 2002]. Asumsi:
bentang bersih : Ln panjang = 6000
– 250 = 5750 mm : Lnpendek
= 5000 – 250 = 4750 mm
= =
= 1,2 2 ………pelat 2 arah Penetuan tebal pelat 2 arah :
h
min
= =
=
109 mm
h
max
= =
=
171mm jadi tebal pelat lantai dan atap = 109 mm h 171 mm
h = 150 mm
Pembebanan Lantai Beban mati
q
dl
Tebal pelat = 0,15 m
berat jenis beton = 2400 kgm
3
berat sendiri pelat = 0,15 x 2400 = 360 kgm
2
160
Universitas Kristen Maranatha
Beban mati tambahan
q
sdl
Adukan 3 cm = 3 x 21 kgm
2
= 63 kgm
2
Keramik 2cm = 2 x 24 kgm
2
= 48 kgm
2
Berat plafond + penggantung = 14 kgm
2
Mekanikal elektrikal = 20 kgm
2
+
q
sdl
= 145 kgm
2
Beban hidup LL
Beban hidup = 250 kgm
2
2. Preliminary Balok
1. Balok lantai 3 sumbu C antara as 4 dan 3 Beban mati
q
dl
=
360 kgm
2
Beban mati tambahan
q
sdl
Adukan 1 cm = 1 x 21 kgm
2
= 21 kgm
2
Berat plafond + penggantung = 14 kgm
2
Mekanikal elektrikal = 20 kgm
2
+
q
sdl
= 55 kgm
2
Beban hidup LL = 250 kgm
2
q
ult
= 1,2
q
dl
+
q
sdl
+ 1,6 LL
q
ult
= 1,2 360 + 55 + 1,6 250 = 898 kgm
2
q
ek
=
q
ult
x l
q
ek
= 898 x 5 = 4490 kgm Mult
= x
q
ek
x l
2
= x 4490 x 5
2
= 9354,166667 kgm = 93541666,67 Nmm M
ult
= x Zx x f
y
= 0,9 x Zx x 410 Zx
= 253500,4517 mm
3
161
Universitas Kristen Maranatha
Diambil profil : IWF 250.250.9.14
Zx =
x Luas = 125
– 20,8 x 9218 = 960515,6 mm
3
253500,4517 mm
3
………OK 2. Balok lantai 2 sumbu C antara as 4 dan 3
Beban mati
q
dl
Tebal pelat = 0,15 m
berat jenis beton = 2400 kgm
3
berat sendiri pelat = 0,15 x 2400 = 360 kgm
2
Beban mati tambahan
q
sdl
Adukan 3 cm = 3 x 21 kgm
2
= 63 kgm
2
Keramik 2cm = 2 x 24 kgm
2
= 48 kgm
2
Berat plafond + penggantung = 14 kgm
2
Mekanikal elektrikal = 20 kgm
2
+
q
sdl
= 145 kgm
2
Beban hidup LL
Beban hidup = 250 kgm
2
q
ult
= 1,2
q
dl
+
q
sdl
+ 1,6 LL
q
ult
= 1,2 360 + 145 + 1,6 250 = 1006 kgm
2
q
ek
=
q
ult
x l
q
ek
= 1006 x 6 = 6036 kgm
Mult = x
q
ek
x l
2
= x 6036 x 6
2
= 18108 kgm = 181080000 Nmm M
ult
= x Zx x f
y
= 0,9 x Zx x 410 Zx
= 490731,71 mm
3
162
Universitas Kristen Maranatha
Diambil profil : IWF 300.300.10.15
Zx =
x Luas = 150
– 24,7 x 11980 = 1501094 mm
3
490731,71 mm
3
………OK
3. Balok lantai 1 sumbu C antara as 4 dan 3
Beban mati
q
dl
Tebal pelat = 0,15 m
berat jenis beton = 2400 kgm
3
berat sendiri pelat = 0,15 x 2400 = 360 kgm
2
Beban mati tambahan
q
sdl
Adukan 3 cm = 3 x 21 kgm
2
= 63 kgm
2
Keramik 2cm = 2 x 24 kgm
2
= 48 kgm
2
Berat plafond + penggantung = 14 kgm
2
Mekanikal elektrikal = 20 kgm
2
+
q
sdl
= 145 kgm
2
Beban hidup LL
Beban hidup = 250 kgm
2
q
ult
= 1,2
q
dl
+
q
sdl
+ 1,6 LL
q
ult
= 1,2 360 + 145 + 1,6 250 = 1006 kgm
2
q
ek
=
q
ult
x l
q
ek
= 1006 x 6 = 6036 kgm Mult
= x
q
ek
x l
2
= x 6036 x 6
2
= 18108 kgm = 181080000 Nmm M
ult
= x Zx x f
y
= 0,9 x Zx x 410 Zx
= 490731,71 mm
3
163
Universitas Kristen Maranatha
Diambil profil : IWF 350.350.10.15
Zx =
x Luas = 175
– 24,7 x 11980 = 1501094 mm
3
490731,71 mm
3
………OK
4. Preliminary Kolom