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Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai
BAB 5 Plat Lantai
125
1,0 4,00
4,00 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 4,0
2
.21 = 179,96 kg m
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 4,0
2
.26 = 222,81 kg m
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 .893,2. 4,0
2
.55 = - 471,33 kg m
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 893,2. 4,0
2
.60 = - 514,18 kg m
5.4. Penulangan Plat Lantai
Tabel 5.1. Perhitungan Plat Lantai
Tipe Plat LyLx m
Mlx kgm Mly kgm
Mtx kgm Mty kgm A1
2,252,25 = 1,0 126,61
126,61 -307,48
-307,48 A2
4,002,25 = 1,8 230,61
99,48 -479,31
-352,70 A3
4,002,25 = 1,8 334,62
185,39 -
-520,01 A4
4,002,25 = 1,8 180,87
58,78 -370,79
-257,74 A5
4,002,25 = 1,8 262,27
90,44 538,10
- B1
3,002,25 = 1,4 180,87
122,09 -402,44
-334,62 B2
3,003,00 = 1,0 168,81
168,81 -418,02
-418,02 B3
3,003,00 = 1,0 168,81
209,01 -442,13
-488,33 B4
4,002,00 = 2,0 196,50
75,03 -407,30
-278,68 B5
4,002,00 = 2,0 146,48
42,83 -296,54
-203,65 C1
4,004,00 = 1,0 528,77 443,03 -1200,46 -
C2 4,004,00 = 1,0
300,12 300,12
-743,14 -743,14
D1 4,004,00 = 1,0
239,95 239,95
-582,73 -582,73
D2 4,004,00 = 1,0
179,96 222,81
-471,33 -514,18
Dari perhitungan momen diambil momen terbesar yaitu: Mlx
= 528,77 kgm Mly
= 443,03 kgm Mtx = Mty
= - 1200,46 kgm
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Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai
BAB 5 Plat Lantai
126 Data – data plat :
Tebal plat h = 12 cm
= 120
mm Diameter tulangan
∅ = 10 mm fy
= 240 MPa f’c
= 25 MPa b =
1000 mm
p =
20 mm
Tebal penutup d’ = p + ½
∅ tul = 20 + 5
= 25
mm Tinggi Efektif d
= h - d’ = 120 – 25
= 95
mm Tingi efektif
Gambar 5.16 Perencanaan Tinggi Efektif dx = h – p - ½Ø
= 120 – 20 – 5 = 95 mm dy = h – d’ – Ø - ½ Ø
= 120 – 20 - 10 - ½ . 10 = 85 mm ρb =
⎟⎟⎠ ⎞
⎜⎜⎝ ⎛
+ fy fy
fc 600
600 .
. .
85 ,
β
= ⎟
⎠ ⎞
⎜ ⎝
⎛ + 240
600 600
. 85
, .
240 25
. 85
, =
0,0538
h d y
d x d
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Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai
BAB 5 Plat Lantai
127
ρ
max
= 0,75 . ρb
= 0,75 . 0,05376 =
0,0403 ρ
min
= 0,0025 5.5.
Penulangan tumpuan arah x
Mu = 1200,46 kgm = 12,0046.10
6
Nmm Mn =
φ Mu
= =
8 ,
10 .
12,0046
6
15,0056.10
6
Nmm Rn
= =
2
.dx b
Mn =
2 6
95 .
1000 10
. 15,0056
1,663 Nmm
2
m = 294
, 11
25 .
85 ,
240 .
85 ,
= =
c f
fy
ρ
perlu
= ⎟⎟⎠
⎞ ⎜⎜⎝
⎛ −
− fy
Rn .
m 2
1 1
. m
1
= . 294
, 11
1 ⎟⎟⎠
⎞ ⎜⎜⎝
⎛ −
− 240
663 ,
1 .
294 ,
11 .
2 1
1 = 0,0072
ρ ρ
max
ρ ρ
min
, di pakai ρ
perlu
= 0,0072 As
perlu
= ρ
perlu
. b . dx = 0,0072 . 1000 . 95
= 686,38 mm
2
Digunakan tulangan ∅ 10
As = ¼ . π . 10
2
= 78,5
mm
2
S =
perlu
As b
As. =
38 ,
686 1000
. 5
, 78
= 114,368 ~ 120 mm
commit to user
Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2 Lantai
BAB 5 Plat Lantai
128
n = s
b
= 120
1000 = 8,33 ~ 9
As yang timbul = 9. ¼ . π . 10
2
= 706,5
mm
2
As
perlu
686,38…..…ok Dipakai tulangan
∅ 10 – 120 mm
5.6. Penulangan tumpuan arah y
