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Tugas Akhir Perencanaan Struktur Gedung Swalayan 2 Lantai
Bab 5 Perencanaan Plat 177
BAB 5 PERENCANAAN PLAT
5.1. Perencanaan Plat Lantai
Gambar 5.1. Denah Plat Lantai
H
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178
Tugas Akhir
178
Perencanaan Struktur Gedung Swalayan 2 Lantai
Bab 5 Perencanaan Plat
5.2. Perhitungan Pembebanan Plat Lantai
I. Plat Lantai
a. Beban Hidup qL Berdasarkan PPIUG untuk gedung 1983 yaitu :
Beban hidup fungsi gedung untuk swalayan tiap 1 m = 250 kgm
2
b. Beban Mati qD tiap 1 m Berat plat sendiri
= 0,12 x 2400 x 1 = 288 kgm
2
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 plafond + instalasi listrik = 25 kgm
2
Berat Pasir 2 cm = 0,02 x 1600 x 1
= 32 kgm
2
+ qD = 411 kgm
2
c. Beban Ultimate qU Untuk tinjauan lebar 1 m pelat maka :
qU = 1,2 qD + 1,6 qL = 1,2 .411 + 1,6 . 250
= 893,2 kgm
2
5.3. Perhitungan Momen
a. Tipe pelat A
A
375
Gambar 5.2. Plat tipe A
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1,5 2,5
3,75 Lx
Ly Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 2,5
2
.56 = -312,62 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 2,5
2
.37 = 206,55 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 2,5
2
.56 = -312,62 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 2,5
2
.37 = - 206,55 kgm
b. Tipe pelat B
375
Gambar 5.3.
Plat tipe B 1,0
3,75 3,75
Lx Ly
Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 3,75
2
.36 = - 452,18 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 3,75
2
.36 = 452,18 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 3,75
2
.36 = -452,18 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 3,75
2
.36 = - 452,18 kgm
c. Tipe pelat C
200
Gambar 5.4. Plat tipe C
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1,1 1,875
2,00 Lx
Ly Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 1,875
2
.42 = - 131,89 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 1,875
2
.37 = 116,19 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 1,875
2
.42 = -131,89 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 1,875
2
.37 = - 116,19 kgm
d. Tipe plat D
250
Gambar 5.5. Plat tipe D
1,0 2,50
2,50 Lx
Ly Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 2,50
2
.36 = - 200,97 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 2,50
2
.36 = 200,97 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 2,50
2
.36 = - 200,97 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 2,50
2
.36 = - 200,97 kgm
e. Tipe plat E
300
Gambar 5.6. Plat tipe E
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1,2 2,50
3,00 Lx
Ly Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 2,50
2
.46 = - 256,80 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 2,50
2
.38 = 212,14 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 2,50
2
.46 = - 256,80 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 2,50
2
.38 = - 212,14 kgm
f. Tipe plat F
250
Gambar 5.7. Plat tipe F
1,4 2,50
3,50 Lx
Ly
Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 2,50
2
.53 = - 295,87 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 2,50
2
.38 = 212,14 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 2,50
2
.53 = - 295,87 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 2,50
2
.38 = - 212,14 kgm
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g. Tipe plat G
250
Gambar 5.8. Plat tipe G
1,3 1,875
2,5 Lx
Ly Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 1,875
2
.50 = - 157,01 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 1,875
2
.38 = 119,33 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 1,875
2
.50 = -157.01 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 1,875
2
.38 = - 119,93 kgm
h. Tipe pelat h
Gambar 5.3. Plat tipe B
1,1 3,50
3,75 Lx
Ly Mlx = - 0,001.qu . Lx
2
. x = - 0.001. 893,2 . 3,5
2
.42 = - 459,55 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2 . 3,5
2
.37 = 404,84 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 893,2. 3,75
2
.42 = -459,55 kgm
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 893,2. 3,75
2
.37 = - 404,84 kgm
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5.4. Penulangan Plat Lantai
