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Perencanaan St rukt ur dan Rencana Anggaran Biaya Gedung Puskesmas 2 L ant ai
Bab 5 Perencanaan Plat
123
50 30
30 50
500 500
500 400
500 500
500 200
200 200
200 Naik
Turun 20
20
A
20 30
A B
C C
B A
A D
D D
D A
D E
F F
D D
D D
C C
B D
D G
H I
D D
D D
D A
B C
F C
A A
x x
x x
x x
x x
B F
G H
I G
H G
H E
B A
B C
D E
F G
H C
C E
1
2 3
4
5 4
1 1
2
BAB 5 PELAT
LANTAI
5.1. Perencanaan Pelat Lantai
Gambar 5.1. Denah Plat Lantai Lantai 2 5.2.
Perhitungan Pembebanan Pelat Lantai
a. Beban Hidup qL
Berdasarkan PPIUG 1983 yaitu : Beban hidup fungsi gedung untuk puskesmas 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 × 2400 × 1
= 24 kgm
Berat Spesi 2 cm = 0,02 × 2100 × 1
= 42 kgm Berat plafond + instalasi listrik
= 25 kgm Berat Pasir 2 cm
= 0,02 × 1600 × 1 = 32 kgm
qD = 411 kgm
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Bab 5 Perencanaan Plat
A
500 20
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 A
A
500 20
Gambar 5.2. Pelat Tipe A
2,5 2,0
5,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.92 = 328,697 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.47 = 167,922 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.122 = -435,882 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.79 = -282,251 kgm b.
Tipe A’
Gambar 5.3. Pelat Tipe A’
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Bab 5 Perencanaan Plat
2,5 2,0
5,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.90 = 321,552 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.48 = 171,494 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.120 = -428,736 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.78 = -278,678 kgm c.
Tipe B
B
20
300
Gambar 5.4. Pelat Tipe B
1,5 2,0
3,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.69 = 246,523 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.51 = 182,213 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.94 = -335,843 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.76 = -271,533 kgm d.
Tipe B’
B
200
Gambar 5.5. Pelat Tipe B’
1,5 2,0
3,0 Lx
Ly =
=
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Bab 5 Perencanaan Plat
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.56 = 200,077 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.37 = 132,194 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.76 = -271,533 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.57 = -203,650 kgm e.
Tipe C
20
200
C
Gambar 5.6. Pelat Tipe C
1,0 2,0
2,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.38 = 135,766 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.43 = 153,630 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.55 = -196,504 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.60 = -214,368 kgm f.
Tipe C’
20
200
C
Gambar 5.7. Pelat Tipe C’
1,0 2,0
2,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.36 = 128,620 kgm
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Bab 5 Perencanaan Plat
Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.36 = 128,620 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.52 = -185,785 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.52 = -185,785 kgm g.
Tipe D
500
30
D
Gambar 5.8. Pelat Tipe D
1,67 3,0
5,0 Lx
Ly =
= → 1,7
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.59 = 474,289 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.36 = 289,397 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.81 = -651,143 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.57 = -458,212 kgm h.
Tipe D’
500
300
D
Gambar 5.9. Pelat Tipe D’
1,67 3,0
5,0 Lx
Ly =
= → 1,7
Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.61 = 490,367 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.35 = 281,358 kgm
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Bab 5 Perencanaan Plat
Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.82 = -659,182 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.57 = -458,212 kgm i.
Tipe E
E
40
Gambar 5.10. Pelat Tipe E
1,3 3,0
4,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.50 = 401,940 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.38 = 305,474 kgm
Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.69 = -554,677 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.57 = -458,212 kgm j.
Tipe F
200
400
F
Gambar 5.11. Pelat Tipe F
2,0 2,0
4,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.88 = 314,406 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.49 = 175,067 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.118 = -421,590 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.79 = -282,251 kgm
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Bab 5 Perencanaan Plat
k. Tipe G
G
30
Gambar 5.12. Pelat Tipe G
1,0 3,0
3,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.36 = 289,397 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.36 = 289,397 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.52 = -418,018 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.52 = -418,018 kgm l.
Tipe H
200
300
H
Gambar 5.13. Pelat Tipe H
1,5 2,0
3,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.56 = 200,077 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 2
2
.37 = 132,194 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.76 = -271,533 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 2
2
.57 = -203,650 kgm
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Bab 5 Perencanaan Plat
m. Tipe I
I
400
30
Gambar 5.14. Pelat Tipe I
1,3 3,0
4,0 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.50 = 401,940 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 3
2
.38 = 305,474 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.69 = -554,677 kgm Mty =- 0,001.qu . Lx
2
. x = -0.001. 893,2. 3
2
.57 = -458,212 kgm n.
Tipe x
x
50
25
Gambar 5.15. Pelat Tipe x
5 0,5
2,5 Lx
Ly =
= Mlx = 0,001.qu . Lx
2
. x = 0.001. 893,2. 0,5
2
.108 = 24,116 kgm Mly = 0,001.qu . Lx
2
. x = 0.001. 893,2. 0,5
2
.79 = 17,641 kgm Mtx = -0,001.qu . Lx
2
. x = -0.001. 893,2. 0,5
2
.124= -27,689 kgm
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Bab 5 Perencanaan Plat
Tabel 5.1. Perhitungan Plat Lantai TIPE
PLAT LyLx
m Mlx
kgm Mly
kgm Mtx
kgm Mty
kgm
52 = 2,5 328,697
167,922 -435,882
-282,251 52 = 2,5
321,552 121,494
-428,736 -278,678
32= 1,5 246,523
182,213 -335,843
-271,533 32= 1,5
200,077 132,194
-271,533 -203,650
22=1,0 135,766 153,630 -196,504 -214,368 22=1,0 128,620 128,620 -185,785 -185,785
53=1,7 474,289 289,397 -651,143 -458,212
53=1,7 490,367 281,358 -650,182 -458,212 43=1,3 401,940 305,474
-554,677 -458,212 42=2,0 314,406 175,067 -421,590 -282,251
33=1,0 289,397 289,397 -418,018 -418,018 32=1,5 200,077 132,194 -271,533 -203,650
43=1,3 401,940 305,474 -554,677 -458,212 2,50.5=5,0 24,116 17,641 -27,689
-
A
B A’
B’ C
C’ D
D’ E
F G
H I
x
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Bab 5 Perencanaan Plat
h d
d y d x
Dari perhitungan momen diambil momen terbesar yaitu: Mlx = 490,367 kgm
Mly = 305,474 kgm Mtx = -651,143 kgm
Mty = -458,212 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 = 20 Mpa
Tinggi efektif
Gambar 5.16. 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 : ρb
= ⎟⎟
⎠ ⎞
⎜⎜ ⎝
⎛ + fy
fy fc
600 600
. .
. 85
, β
= ⎟
⎠ ⎞
⎜ ⎝
⎛ + 240
600 600
. 85
, .
240 20
. 85
,
= 0,043
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ρ
max
= 0,75 . ρb
= 0,032
ρ
min
= 0,0025 untuk pelat
5.4. Penulangan lapangan arah x
