A
2 ,5
3,75
Lx
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 Berat keramik 1 cm
= 0.01 x 2400 x 1 = 24 kgm`
Berat Spesi 2 cm = 0,02 x 2100 x 1
= 42 kgm Berat plafond + instalasi listrik
= 18 kgm Berat Pasir 2 cm
= 0,02 x 1,6 x 1 = 32 kgm
qD = 404 kgm
c. Beban Ultimate qU
Untuk tinjauan lebar 1 m pelat maka : qU = 1,2 qD + 1,6 qL
= 1,2 .404 + 1,6 . 250 = 884,8 kgm
2
5.3. Perhitungan Momen
a. Tipe pelat A
Gambar 5.2. Plat tipe A
1,5 2,5
3,75 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8 . 2,5
2
.38 = 210,14 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8 . 2,5
2
.15 = 82,95 kgm
Mtx = - 0,001.qu .Lx
2
.x = -0.001. 884,8 . 2,5
2
.79 = - 436,87 kgm
B
2 ,5
3,75
Lx
Ly
C
3 ,0
3,75
Lx Ly
Mty = - 0,001.qu .Lx
2
.x = - 0.001. 884,8 . 2,5
2
.57 = - 315,21 kgm
b. Tipe pelat B
Gambar 5.3. Plat tipe B
1,5 2,5
3,75 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.00. 884,8 . 2,5
2
.36 = 199,08 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8 . 2,5
2
.17 = 94,01 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001. 884,8 . 2,5
2
.76 = - 420,28 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001. 884,8 . 2,5
2
.57 = - 315,21 kgm
c. Tipe pelat C
Gambar 5.4. Plat tipe C
D
3 ,0
3,75
Lx Ly
1,2 3
3,75 Lx
Ly =
=
Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8 .3
2
. 32 = 254,82 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 3
2
. 19 = 151,30 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001. 884,8. 3
2
. 71 = - 565,39 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001. 884,8. 3
2
. 57 = - 453,90 kgm
d. Tipe plat D
Gambar 5.5. Plat tipe D
1,2 3
3,75 Lx
Ly =
=
Mlx = 0,001.qu . Lx
2
. x = 0.001.884,8. 3
2
. 38 = 302,60 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 3
2
. 28 = 222,97 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001. 884,8.3
2
. 85 = - 676,87 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001. 884,8.3
2
. 74 = - 589,28 kgm
E
3,00
2 ,5
Lx Ly
F
3,00
2 ,5
Lx Ly
e. Tipe pelat E
Gambar 5.6. Plat tipe E
1,2 2,5
3,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.31 = 171,43 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.28 = 154,84 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001. 884,8. 2,5
2
.74 = - 409,22 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001. 884,8. 2,5
2
.69 = - 381,57 kgm
f. Tipe pelat F
G
2 ,5
3,75
Lx
Ly
Gambar 5.7. Plat tipe F
2 ,
1 2,5
3,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.28 = 154,84 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.20 = 110,60 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.64 = - 353,92 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.56 = - 309,68 kgm
g. Tipe pelat G
Gambar 5.8. Plat tipe G
1,5 2,5
3,75 Lx
Ly =
=
Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.48 = 265,44 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.25 = 138,25 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.103 = - 569,59 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.77 = - 425,81 kgm
H
2 ,5
3,75
Lx
Ly
I
2 ,5
3,00
Lx Ly
h. Tipe pelat H
Gambar 5.9. Plat tipe H
1,5 2,5
3,75 Lx
Ly =
=
Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.43 = 237,79 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.26 = 143,78 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.96 = - 530,88 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.76 = - 420,28 kgm
i. Tipe pelat I
J
2, 50
3,00
Lx
Ly
Gambar 5.10. Plat tipe J
1,2 2,5
3,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.32 = 176,96 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.19 = 105,07 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.71 = - 392,63 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8. 2,5
2
.57 = - 315,21 kgm
j. Tipe pelat J
Gambar 5.11. Plat tipe I
1,2 2,5
3,0 Lx
Ly =
=
Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8 . 2,5
2
.38 = 210,14 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 2,5
2
.28 = 154,84 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8 . 2,5
2
.85 = - 470,05 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001 . 884,8 . 2,5
2
.74 = - 409,22 kgm
K
5,00
3 ,0
Ly
k. Tipe pelat K
Gambar 5.12. Plat tipe G
1,8 3,0
5,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 884,8. 3,0
2
.55 = 437,98 kgm
Mly = 0,001.qu . Lx
2
. x = 0.001. 884,8. 3,0
2
.22 = 175,19 kgm
Mtx = - 0,001.qu . Lx
2
. x = - 0.001. 884,8. 3,0
2
.113 = - 889,84 kgm
Mty = - 0,001.qu . Lx
2
. x = - 0.001. 884,8. 3,0
2
.78 = - 621,13 kgm
5.4. Penulangan Plat Lantai
Tabel 5.1. Perhitungan Plat Lantai
Tipe Plat LyLx m Mlx kgm Mly kgm Mtx kgm
Mty kgm A
3,752,5=1,5 210,14
82,95 436,87
315,21 B
3,752,5=1,5 199,08
94,01 420,28
315,21 C
3,753,0=1,2 254,82
151,30 565,39
453,90 D
3,753,0=1,2 302,60
222,97
676,87 589,28
E 3,02,5=1,2
171,43 154,84
409,22 381,57
F 3,02,5=1,2
154,84 110,60
353,92 309,68
G 5,02,5=2,0
265,44 60,83
458,99 315,21
H 5,02,5=2,0
237,79 143,78
530,88 420,28
I 3,02,5=1,2
176,96 105,07
392,63 315,21
J 3,02,5=1,2
210,14 154,84
470,05 409,22
k 3,753,0=1,5
437,98
175,19
889,84 621,13
Dari perhitungan momen diambil momen terbesar yaitu: Mlx
= 437,98 kgm Mly
= 222,97 kgm Mtx
= - 889,97 kgm Mty
= - 621,13 kgm
Data : Tebal plat h = 12 cm = 120 mm
Tebal penutup d’ = 20 mm
Diameter tulangan Æ = 10 mm
b = 1000
fy = 340 Mpa
f’c = 25 Mpa
Tinggi Efektif d = h - d’ = 120 – 20 = 100 m
Tinggi efektif
Gambar 5.13. Perencanaan Tinggi Efektif
dx = h – d’ - ½ Ø
= 120 – 20 – 5 = 95 mm dy
= h – d’ – Ø - ½ Ø = 120 – 20 - 10 - ½ . 10 = 85 mm
untuk plat digunakan rb
= ÷÷
ø ö
çç è
æ +
fy fy
fc
600 600
. .
. 85
, b
=
÷ ø
ö ç
è æ
+ 240
600 600
. 85
, .
240 25
. 85
,
= 0,0538 r
max
= 0,75 . rb = 0,0403
r
min
= 0,0025 untuk pelat
5.5. Penulangan lapangan arah x
Mu = 437,98 kgm = 4,38.10
6
Nmm Mn
= f
Mu =
6 6
10 .
48 ,
5 8
, 10
. 38
, 4
= Nmm
Rn =
=
2
.d b
Mn
=
2 6
95 .
1000 10
. 48
, 5
0,61 Nmm
2
h d y
d x d
