commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
152
BAB 5 Plat L ant ai
C1 B1
B3 B1
B1 B1
C1 C2
B2 B2
B2 B2
C2 C2
B2 B2
B2 B2
C2 C2
B2 B2
B2 B2
C2 C4
B4 B4
C5 C4
B5 B2
B2 B3
C1 B1
B1 B1
B1 C1
C2 B2
B2 B2
B2 C2
C2 B2
B2 B2
B2 C2
C2 B2
B2 B2
B2 C2
B4 B4
B5 B5
B2 B2
C4 C5
C3 C3
C4 B4
B4 C5
C4 B5
B4 B4
B5 B5
C4 C5
A2 A2
A1 A1
BAB 5 PERENCANAAN
PLAT LANTAI
5.1. Perencanaan Plat Lantai
Gambar 5.1 Denah Plat lantai
5.2. Perhitungan Pembebanan Plat Lantai
a. Beban Hidup qL Berdasarkan PPIUG 1989 yaitu :
Beban hidup fungsi gedung kuliah = 250 kgm
2
b. Beban Mati qD Berat keramik 1 cm
= 0,01 x 2400 x 1 = 24
kgm
2
Berat Spesi 2 cm = 0,02 x 2100 x 1
= 42 kgm
2
Berat Pasir 2 cm = 0,02 x 1600 x 1
= 32 kgm
2
Berat plat sendiri = 0,12 x 2400 x 1
= 288 kgm
2
Berat plafond + instalasi listrik = 25 kgm
2
+ qD
= 411 kgm
2
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
153
BAB 5 Plat L ant ai
A2
A1
Beban Ultimate qU Untuk tinjauan lebar 1 m plat maka :
qU = 1,2 qD + 1,6 qL = 1,2 . 411 + 1,6 . 250
= 893,20 kgm
2
5.3. Perhitungan Momen
a.Tipe pelat A
1
kanopi
Gambar 5.2 Plat tipe A1 1,0
3,0 3,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.28 = 225,08 kg m
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
. 28 = 225,08 kg m
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.68 = - 546,64 kg m
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.68 = - 546,64 kg m
b. Tipe pelat A
2
kanopi 1,0
3,0 3,0
Lx Ly
= =
Gambar 5.3 Plat tipe A2
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
154
BAB 5 Plat L ant ai
B1
Lx Ly
B2
Lx Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.26 = 209,00 kg m
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
. 21 = 168,81 kg m Mtx
= - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.50 = - 442,134 kg m Mty
= - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.55 = - 401,94 kg m c.
Tipe pelat B1
Gambar 5.4 Plat tipe B1 1,3
3,0 4,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.36 = 289,39 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.20 = 160,78 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.82 = - 659,18 kg m Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.72 = - 578,79 kg m d.Tipe pelat B2
Gambar 5.5 Plat tipe B2 3
, 1
3,0 4,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.31 = 249,20 kg m
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.16 = 152,74 kg m Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.69 = -554,68 kg m Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.57 = - 458,21 kgm
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
155
BAB 5 Plat L ant ai
B3
Lx Ly
B4
Lx Ly
e.Tipe pelat B3
Gambar 5.6 Plat tipe B3 1,3
3,0 4,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.35 = 345,67 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 3,0
2
.18 = 144,70 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.74 = - 594,87 kgm Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 3,0
2
.57 = - 458,21 kgm f.Tipe pelat B4
Gambar 5.7 Plat tipe B4 1,0
4,0 4,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 4,0
2
.21 = 300,11 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 4,0
2
.21 = 300,11 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 4,0
2
.52 = - 743,14 kgm Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 4,0
2
.52 = - 743,14 kgm
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
156
BAB 5 Plat L ant ai
C1
Lx
Ly
B 5
Ly
Lx
g.Tipe pelat B5
Gambar 5.8 Plat tipe B5 2,0
2,0 4,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 2,0
2
.41 = 146,48 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20. 2,0
2
.12 = 42,87 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 2,0
2
.83 = - 296,54 kgm Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20. 2,0
2
.57 = - 203,65 kgm h.Tipe pelat C1
Gambar 5.9 Plat tipe C1 3,0
2,0 6,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 2,0
2
.63 = 153,63 kg m Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20 2,0
2
.13 = 89,32 kg m
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 .893,20 . 2,0
2
.125 = - 367,99 kg m
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 . 2,0
2
.79 = - 267,92 kgm
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
157
BAB 5 Plat L ant ai
C2
Lx
Ly
C3
Lx Ly
i.Tipe pelat C2
Gambar 5.10 Plat tipe B3 1,5
2,0 3,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20 . 2,0
2
.43 = 153,63 kg m Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20 . 2,0
2
.26 = 92,89 kg m Mtx = - 0,001.qu . Lx
2
. x = - 0.001 .893,20 . 2,0
2
.94 = - 335,84 kg m Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 . 2,0
2
.76 = - 271,53 kgm j.Tipe pelat C3
Gambar 5.11 Plat tipe C3 1,5
2,0 3,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 2,0
2
.36 = 128,62 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20 . 2,0
2
.17 = 60,74 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 . 2,0
2
.76 = - 271,53 kgm Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 2,0
2
.57 = - 203,65 kgm
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
158
BAB 5 Plat L ant ai
C4
Lx Ly
C5
Lx Ly
k.Tipe pelat C4
Gambar 5.12 Plat tipe C3 2,0
2,0 4,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 2,0
2
.55 = 196,50 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20 . 2,0
2
.21 = 75,03 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 . 2,0
2
.114 = - 407,23 kgm Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 2,0
2
.78 = - 278,68 kgm l.Tipe pelat C5
Gambar 5.13 Plat tipe C5 1,0
2,0 2,0
Lx Ly
= =
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,20. 2,0
2
.21 = 75,03 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,20 . 2,0
2
.21 = 75,03 kgm Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 . 2,0
2
.52 = -185,78 kgm Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,20 2,0
2
.52 = -185,78 kgm
commit to user
Tugas Akhir Perencanaan St rukt ur Anggaran Biaya Gedung K uliah 2 L ant ai
159
BAB 5 Plat L ant ai
5.4. Penulangan Plat Lantai
