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Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap 117
BAB 5 PLAT LANTAI
5.1. Perencanaan Plat Lantai
Gambar 5.1. Denah Plat Lantai Lantai 2
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118 Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap
5.2. Perhitungan Pembebanan Plat Lantai
a. Beban Hidup qL Berdasarkan PPIUG 1983yaitu :
Beban hidup fungsi gedung untuk Asrama mahasiswa tiap 1 m = 250 kgm b. Beban Mati qD tiap 1 m
Berat plat sendiri = 0,12 × 2400 × 1
= 288 kgm
Berat keramik 1 cm = 0,01 ×1700× 1
= 17 kgm
Berat Spesi 2 cm = 0,02 × 2100 × 1
= 42 kgm Berat plafond + instalasi listrik
= 25 kgm Berat Pasir 2 cm
= 0,02 × 1800 × 1 = 36 kgm
qD = 408 kgm c. Beban Ultimate qU
Untuk tinjauan lebar 1 m plat maka : qU = 1,2 qD + 1,6 qL
= 1,2 . 408 + 1,6 . 250 = 889,6 kgm
2
5.3. Perhitungan Momen
a. Tipe A
A
3.000
Gambar 5.2. Plat Tipe A
1,33 3,0
4,0 Lx
Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 889,6. 3
2
.45 = 360,288 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 889,6. 3
2
.26 = 208,166 kgm
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119 Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap Mtx = -0,001.qu . Lx
2
. x = -0.001. 889,6. 3
2
.98 = -784,627 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 889,6. 3
2
.77 = -616,493 kgm
b. Tipe B
B
4.000
3.000
Gambar 5.3. Plat Tipe B
1,33 3,0
4,0 Lx
Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 889,6. 3
2
40 = 320,256 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 889,6. 3
2
.27 = 216,173 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 889,6. 3
2
.89 = -712,570 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 889,6. 3
2
.74 = -592,474 kgm
c. Tipe C
C
3.000
Gambar 5.4.
Plat Tipe C
1,33 3,0
4,0 Lx
Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 889,6. 3
2
.34 = 272,218 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 889,6. 3
2
.18 = 144,115 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 889,6. 3
2
.73 = -584,467 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 889,6. 3
2
.57 = -456,365 kgm
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120 Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap d. Tipe D
D
1.755
3.000
Gambar 5.5. Plat Tipe D
1,709 1,755
3,0 Lx
Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 889,6. 1,755
2
.40 = 109,599 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 889,6. 1,755
2
.12 = 32,880 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 889,6. 1,755
2
.83 = -227,419 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 889,6. 1,755
2
.57 = -156,179 kgm
e. Tipe E
E
2.245
1.500
Gambar 5.6. Plat Tipe E
1,497 1,5
2,245 Lx
Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 889,6. 1,5
2
.43 = 86,069 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 889,6. 1,5
2
.26 = 52,042 kgm
Mtx = -0,001.qu . Lx
2
. x = -0.001. 889,6. 1,5
2
.94 = -188,150 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 889,6. 1,5
2
.76 = -152,122 kgm
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121 Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap f. Tipe F
F
1.500
Gambar 5.7. Plat Tipe F
1,497 1,5
2,245 Lx
Ly
Mlx = 0,001.qu . Lx
2
. x = 0.001. 889,6. 1,5
2
.36 = 72,058 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 889,6. 1,5
2
.17 = 34,027 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 889,6. 1,5
2
.76 = -152,122 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 889,6. 1,5
2
.57 = -114,091 kgm
Tabel 5.1. Perhitungan Plat Lantai
TIPE PLAT
LyLx m
Mlx kgm
Mly kgm
Mtx kgm
Mty kgm
A
43 = 1,33 360,288 208,166
-784,627 -616,493
B
43 = 1,33 320,256
216,173 -712,570
-592,474
C
43 = 1,33 272,218 144,115
-584,467 -456,365
D
31,755=1,709 109,599
32,880 -227,419
-156,179
E
2,2451,5=1,497 86,069
52,042 -188,150 -152,122
F
2,2451,5=1,497 72,058
34,027 -152,122
-114,091
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122 Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap
h d
dy dx
Dari perhitungan momen diambil momen terbesar yaitu: Mlx = 360,288 kgm
Mly = 216,173 kgm Mtx = -784,627 kgm
Mty = -616,493 kgm
Data : Tebal plat h = 12 cm = 120 mm
Tebal penutup d’ = 20 mm
Diameter tulangan = 10 mm
b = 1000
fy = 240 Mpa
f’c = 30 Mpa
Tinggi Efektif d = h -
d’ = 120 – 20 = 100 mm
Gambar 5.8. Perencanaan Tinggi Efektif
dx = h
– p - ½ Ø = 120
– 20 – 5 = 95 mm dy
= h – p – Ø - ½ Ø
= 120 – 20 - 10 - ½ . 10 = 85 mm
untuk plat digunakan b
= fy
fy fc
600 600
. .
. 85
,
=
240 600
600 .
85 ,
. 240
30 .
85 ,
= 0,065
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123 Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Asrama 2 Lantai
Bab 5 Perencanaan Plat Lantai Plat Atap
max
= 0,75 . b = 0,75 . 0,065
=0,049
min
= 0,0025 untuk plat
5.4. Penulangan lapangan arah x
