Perhitungan Pelat Tugas Besar
48
Mutu beton 38 MPa 380 kg/cm2 0.0038 t/mm2 Mutu Baja 380 MPa 3800 kg/cm2 0.038 t/mm2 ukuran pelat a pelat b pelat c pelat d pelat e pelat f pelat g pelat h pelat i pelat j pelat k pelat l
description
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Transcript of Perhitungan Pelat Tugas Besar
Mutu beton 38 MPa 380 kg/cm2 0.0038 t/mm2Mutu Baja 380 MPa 3800 kg/cm2 0.038 t/mm2
ukuran pelat apelat bpelat cpelat dpelat epelat fpelat gpelat hpelat ipelat jpelat kpelat l
i
e f
j
g
k
h
l
a b c d
Perhitungan Pelat Atap
Tipe plat sama yaitu monolit dengan balok serta perletakan balok sejajar tiap sisiPembebanan
Beban Mati (Qd)Jenis Beban PPPURG 1987 Tebal Panjang Berat (t/m)
Berat sendiri Pelat 24.00 0.1 m 1 m 2.4 kN/m
Beban Air hujan 0.20 1 m 0.2 kN/m
Beban Plafond 0.18 1 m 0.18 kN/m
Berat Spasi 0.21 1 m 0.21 kN/mTotal 2.99 kN/m
Beban Hidup (Ql)Fungsi bangunan sebagai bangunan gedung sekolahdalam PPPURG 1987 mengatur berat beban hidup = 0.25 kN/mmaka beban hidup tiap meter = 0.25 kN/m
Beban Ultimate (Qud)beban ultimate merupakan beban kombinasi dari beban hidup dan matiQud = 1.2 Qd + 1.6 Ql
= 1,2 . 2.99 + 1,6 . 0.25= 3.988 kN/m
4 I J K L
5 E F G H
6 A B C D
6 5 4 3
ly lxPelat A 6 6Pelat B=E 6 5Pelat C=I 6 4Pelat D 6 3Pelat F 5 5Pelat G=J 5 4Pelat H 5 3Pelat K 4 4Pelat L 4 3
kN/m2
kN/m2
kN/m2
kN/m2
D36
desma1: nilai pelat yang panjang letakkan sebagai Ly
E36
desma1: nilai pelat yang pendek letakkan sebagai Lx
1.1. Langkah Perhitungan Pelat Atap
lx = 6
ly = 6
= 3.988 kN/m
f'c = 38 MPa ᴓ = 0.8 D rencana 10 mm
f'y = 380 MPa β, = 0.793 0.793 Tebal Plat 100 mm
b = 1000 mm Slimut beton 20 mm
dx = 75 mm
dy = 65 mm
ly/lx = 1
= 3.5892 kNm → X 25
= 3.5892 kNm → X 25
= 7.3220 kNm → X 51
= 7.3220 kNm → X 51
a. Penulangan lapangan Pelat i arah X
Mu = Mlx = 3.5892 kNm 3589200 Nmm
Mn =Mu
=3589200
= 4486500 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=4486500
1000 75 ^ 2
pelat i →
q ult
Mlx = 0,001.qU.Lx2.X
Mly = 0,001.qU.Lx2.X
Mtx = -0,001.qU.Lx2.X
Mty = -0,001.qU.Lx2.X
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
= 0.7976
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0021
= 0.0025
Jika ρ < maka digunakan ρmin
nilai yang digunakan = ρmin
ρmin = 0.0025
As = ρ. b . d
= 0.0025 . 1000 . 75
= 187.5
n = As
= 2.3873
≈ 3
S = b/n
= 333 mm
= 330 mm
ρmin
ρmin
μ/4 . D2
ly/lx = 1
= 3.5892 kNm → X 25
= 3.5892 kNm → X 25
= 7.3220 kNm → X 51
= 7.3220 kNm → X 51
b. Penulangan lapangan Pelat i arah Y
Mu = Mlx = 3.5892 kNm 3589200 Nmm
Mn =Mu
=3589200
= 4486500 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=4486500
1000 75 ^ 2
= 0.7976
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0021
= 0.0025
Jika ρ < maka digunakan ρmin
nilai yang digunakan = ρmin
ρmin = 0.0025
As = ρ. b . d
= 0.0025 . 1000 . 75
= 187.5
n = As
= 2.3873
≈ 3
S = b/n
= 333 mm
= 330 mm
Mlx = 0,001.qU.Lx2.X
Mly = 0,001.qU.Lx2.X
Mtx = -0,001.qU.Lx2.X
Mty = -0,001.qU.Lx2.X
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρmin
ρmin
μ/4 . D2
ly/lx = 1
= 3.5892 kNm → X 25
= 3.5892 kNm → X 25
= 7.3220 kNm → X 51
= 7.3220 kNm → X 51
c. Penulangan tumpuan Pelat i arah X
Mu = Mlx = 7.3220 kNm 7321968 Nmm
Mn =Mu
=7321968
= 9152460 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=9152460
1000 75 ^ 2
= 1.6271
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0044
= 0.0025
Jika ρ > maka digunakan ρ
nilai yang digunakan = ρ
ρ = 0.0044
As = ρ. b . d
= 0.0044 . 1000 . 75
= 330
n = As
= 4.1974
≈ 5
S = b/n
= 200 mm
= 200 mm
Mlx = 0,001.qU.Lx2.X
Mly = 0,001.qU.Lx2.X
Mtx = -0,001.qU.Lx2.X
Mty = -0,001.qU.Lx2.X
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρmin
ρmin
μ/4 . D2
ly/lx = 1
= 3.5892 kNm → X 25
= 3.5892 kNm → X 25
= 7.3220 kNm → X 51
= 7.3220 kNm → X 51
d. Penulangan tumpuan Pelat i arah Y
Mu = Mlx = 7.3220 kNm 7321968 Nmm
Mn =Mu
=7321968
= 9152460 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=9152460
1000 75 ^ 2
= 1.6271
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0044
= 0.0025
Jika ρ > maka digunakan ρ
nilai yang digunakan = ρ
ρ = 0.0044
As = ρ. b . d
= 0.0044 . 1000 . 75
= 330
n = As
= 4.1974
≈ 5
S = b/n
= 200 mm
= 200 mm
Mlx = 0,001.qU.Lx2.X
Mly = 0,001.qU.Lx2.X
Mtx = -0,001.qU.Lx2.X
Mty = -0,001.qU.Lx2.X
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρmin
ρmin
μ/4 . D2
TABEL PERHITUNGAN PLAT ATAP
f'c = 38 Mpa b = 1000 mmf'y = 380 Mpa Tebal Plat = 100 mmß1 = 0.793 0.793 Tebal Slimut = 20 mm
Ø Tulangan = 10 mm
Lx Ly Ly/Lx dx dy koef θ Mu (Nmm) Mn = Mu / θ ρ b ρ As / Ø10 n S Tulangan Perlu
A
Mlx 6 6 1 75 65 3.988 25.00 0.8 3.589 3589200 4486500.000 0.041 0.031 12.613 0.798 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 6 6 1 75 65 3.988 25.00 0.8 3.589 3589200 4486500.000 0.041 0.031 12.613 0.798 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 6 6 1 75 65 3.988 51.00 0.8 7.322 7321968 9152460.000 0.041 0.031 12.613 1.627 0.004 0.0025 0.004 330.313 4.206 5 200.00 Ø10 200.00 392.699 Ok
Mty 6 6 1 75 65 3.988 51.00 0.8 7.322 7321968 9152460.000 0.041 0.031 12.613 1.627 0.004 0.0025 0.004 330.313 4.206 5 200.00 Ø10 200.00 392.699 Ok
B=E
Mlx 5 6 1.2 75 65 3.988 34.00 0.8 3.390 3389800 4237250.000 0.041 0.031 12.613 0.753 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 5 6 1.2 75 65 3.988 22.00 0.8 2.193 2193400 2741750.000 0.041 0.031 12.613 0.487 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 5 6 1.2 75 65 3.988 63.00 0.8 6.281 6281100 7851375.000 0.041 0.031 12.613 1.396 0.004 0.0025 0.004 282.182 3.593 4 250.00 Ø10 250.00 314.159 Ok
Mty 5 6 1.2 75 65 3.988 54.00 0.8 5.384 5383800 6729750.000 0.041 0.031 12.613 1.196 0.003 0.0025 0.003 241.016 3.069 4 250.00 Ø10 250.00 314.159 Ok
C=I
Mlx 4 6 1.5 75 65 3.988 45.50 0.8 2.903 2903264 3629080.000 0.041 0.031 12.613 0.645 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 4 6 1.5 75 65 3.988 16.50 0.8 1.053 1052832 1316040.000 0.041 0.031 12.613 0.234 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 4 6 1.5 75 65 3.988 75.00 0.8 4.786 4785600 5982000.000 0.041 0.031 12.613 1.063 0.003 0.0025 0.003 213.736 2.721 3 333.33 Ø10 330.00 237.999 Ok
Mty 4 6 1.5 75 65 3.988 54.50 0.8 3.478 3477536 4346920.000 0.041 0.031 12.613 0.773 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
D
Mlx 3 6 2 75 65 3.988 58.00 0.8 2.082 2081736 2602170.000 0.041 0.031 12.613 0.463 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 3 6 2 75 65 3.988 15.00 0.8 0.538 538380 672975.000 0.041 0.031 12.613 0.120 0.000 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 3 6 2 75 65 3.988 82.00 0.8 2.943 2943144 3678930.000 0.041 0.031 12.613 0.654 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mty 3 6 2 75 65 3.988 53.00 0.8 1.902 1902276 2377845.000 0.041 0.031 12.613 0.423 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
F
Mlx 5 5 1 75 65 3.988 25.00 0.8 2.493 2492500 3115625.000 0.041 0.031 12.613 0.554 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 5 5 1 75 65 3.988 25.00 0.8 2.493 2492500 3115625.000 0.041 0.031 12.613 0.554 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 5 5 1 75 65 3.988 51.00 0.8 5.085 5084700 6355875.000 0.041 0.031 12.613 1.130 0.003 0.0025 0.003 227.360 2.895 3 333.33 Ø10 330.00 237.999 Ok
Mty 5 5 1 75 65 3.988 51.00 0.8 5.085 5084700 6355875.000 0.041 0.031 12.613 1.130 0.003 0.0025 0.003 227.360 2.895 3 333.33 Ø10 330.00 237.999 Ok
Plat Type
Qu = 1,2Qd + 1,6Ql
Mu (tm) = 0,001.Q.Lx².x
ρ mak = 0,75 x ρb
m = Fy/(0,85.f'c
)
Rn = Mn / (b.d²)
ρminρ
terpakai
As perlu = ρ x b x d
As Terpasang
As Terpasang > As perlu
G=J
Mlx 4 5 1.25 75 65 3.988 36.67 0.8 2.340 2339627 2924533.333 0.041 0.031 12.613 0.520 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 4 5 1.25 75 65 3.988 20.67 0.8 1.319 1318699 1648373.333 0.041 0.031 12.613 0.293 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 4 5 1.25 75 65 3.988 66.00 0.8 4.211 4211328 5264160.000 0.041 0.031 12.613 0.936 0.003 0.0025 0.003 187.669 2.389 3 333.33 Ø10 330.00 237.999 Ok
Mty 4 5 1.25 75 65 3.988 54.33 0.8 3.467 3466901 4333626.667 0.041 0.031 12.613 0.770 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
H
Mlx 3 5 1.667 75 65 3.988 53.85 0.8 1.933 1932646 2415807.692 0.041 0.031 12.613 0.429 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 3 5 1.667 75 65 3.988 15.00 0.8 0.538 538380 672975.000 0.041 0.031 12.613 0.120 0.000 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 3 5 1.667 75 65 3.988 79.62 0.8 2.858 2857555 3571944.231 0.041 0.031 12.613 0.635 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mty 3 5 1.667 75 65 3.988 54.00 0.8 1.938 1938168 2422710.000 0.041 0.031 12.613 0.431 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
K
Mlx 4 4 1 75 65 3.988 25.00 0.8 1.595 1595200 1994000.000 0.041 0.031 12.613 0.354 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 4 4 1 75 65 3.988 25.00 0.8 1.595 1595200 1994000.000 0.041 0.031 12.613 0.354 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 4 4 1 75 65 3.988 51.00 0.8 3.254 3254208 4067760.000 0.041 0.031 12.613 0.723 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mty 4 4 1 75 65 3.988 51.00 0.8 3.254 3254208 4067760.000 0.041 0.031 12.613 0.723 0.002 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
L
Mlx 3 4 1.333 75 65 3.988 38.03 0.8 1.365 1364975 1706219.323 0.041 0.031 12.613 0.303 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mly 3 4 1.333 75 65 3.988 19.98 0.8 0.717 717300 896625.338 0.041 0.031 12.613 0.159 0.000 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mtx 3 4 1.333 75 65 3.988 67.53 0.8 2.424 2423924 3029905.489 0.041 0.031 12.613 0.539 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Mty 3 4 1.333 75 65 3.988 54.50 0.8 1.956 1956249 2445311.165 0.041 0.031 12.613 0.435 0.001 0.0025 0.003 187.500 2.387 3 333.33 Ø10 330.00 237.999 Ok
Perhitungan Pelat Lantai
Tipe plat sama yaitu monolit dengan balok serta perletakan balok sejajar tiap sisiPembebanan
Beban Mati (Qd)Jenis Beban PPPURG 1987 Tebal Panjang Berat (t/m)Berat sendiri Pelat 24.00 0.12 m 1 m 2.88Beban Keramik 0.24 1 m 0.24Beban Plafond 0.18 1 m 0.18Berat Spasi 0.21 1 m 0.21Total 3.51
Beban Hidup (Ql)Fungsi bangunan sebagai bangunan gedung sekolahdalam PPPURG 1987 mengatur berat beban hidup = 0.25 t/m2maka beban hidup tiap meter = 0.25 t/m
Beban Ultimate (Qud)beban ultimate merupakan beban kombinasi dari beban hidup dan matiQud = 1.2 Qd + 1.6 Ql
= 1,2 . 3.51 + 1,6 . 0.25= 4.612
4 I J K L
5 E F G H
6 A B C D
6 5 4 3
ly lxPelat A 6 6Pelat B=E 6 5Pelat C=I 6 4Pelat D 6 3Pelat F 5 5Pelat G=J 5 4Pelat H 5 3Pelat K 4 4Pelat L 4 3
kN/m2 kN/m2
kN/m2 kN/m2
kN/m2 kN/m2
kN/m2 kN/m2
kN/m2
kN/m2
E38
desma1: nilai pelat yang panjang letakkan sebagai Ly
F38
desma1: nilai pelat yang pendek letakkan sebagai Lx
1.1. Langkah Perhitungan Pelat Atap
lx = 6
ly = 6
= 4.612 kN/m
f'c = 38 MPa ᴓ = 0.8 D rencana 10 mm
f'y = 380 MPa β, = 0.793 Tebal Plat 120 mm
b = 1000 mm Slimut beton 20 mm
dx = 95 mm
dy = 85 mm
ly/lx = 1
= 4.1508 kNm → X 25
= 4.1508 kNm → X 25
= 8.4676 kNm → X 51
= 8.4676 kNm → X 51
a. Penulangan lapangan Pelat i arah X
Mu = Mlx = 4.1508 kNm 4150800 Nmm
Mn =Mu
=4150800
= 5188500 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=5188500
1000 95 ^ 2
= 0.5749
pelat i →
q ult
Mlx = 0,001.qU.Lx2.X
Mly = 0,001.qU.Lx2.X
Mtx = -0,001.qU.Lx2.X
Mty = -0,001.qU.Lx2.X
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0015
= 0.0025
Jika ρ < maka digunakan ρmin
nilai yang digunakan = ρmin
ρmin = 0.0025
As = ρ. b . d
= 0.0025 . 1000 . 95
= 237.5
n = As
= 3.0239
≈ 4
S = b/n
= 250 mm
= 250 mm
ρmin
ρmin
μ/4 . D2
b. Penulangan lapangan Pelat i arah Y
Mu = Mlx = 4.1508 kNm 4150800 Nmm
Mn =Mu
=4150800
= 5188500 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=5188500
1000 95 ^ 2
= 0.5749
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0015
= 0.0025
Jika ρ < maka digunakan ρmin
nilai yang digunakan = ρmin
ρmin = 0.0025
As = ρ. b . d
= 0.0025 . 1000 . 95
= 237.5
n = As
= 3.0239
≈ 4
S = b/n
= 250 mm
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρmin
ρmin
μ/4 . D2
= 250 mm
c. Penulangan tumpuan Pelat i arah X
Mu = Mlx = 8.4676 kNm 8467632 Nmm
Mn =Mu
=8467632
= 10584540 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=10584540
1000 95 ^ 2
= 1.1728
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0031
= 0.0025
Jika ρ > maka digunakan ρ
nilai yang digunakan = ρ
ρ = 0.0031
As = ρ. b . d
= 0.0031 . 1000 . 95
= 299
n = As
= 3.8035
≈ 4
S = b/n
= 250 mm
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρmin
ρmin
μ/4 . D2
= 250 mm
d. Penulangan tumpuan Pelat i arah Y
Mu = Mlx = 8.4676 kNm 8467632 Nmm
Mn =Mu
=8467632
= 10584540 Nmmᴓ 0.8
= .β, .600
=0.85 . 38
0.793600
f'y 600 + f'y 380 600 + 380
= 0.0442
= = 0.75 . 0.0442
= 0.0332
m =f'y
=380
0,85 . f'c 0.85 . 38
= 11.7647
Rn =Mn
=10584540
1000 95 ^ 2
= 1.1728
ρ =1
. 1 - 1 -2 . m . Rn
m f'y
=1
. 1 - 1 -2 . m . Rn
12 f'y
= 0.0031
= 0.0025
Jika ρ > maka digunakan ρ
nilai yang digunakan = ρ
ρ = 0.0031
As = ρ. b . d
= 0.0031 . 1000 . 95
= 299
n = As
= 3.8035
≈ 4
S = b/n
= 250 mm
ρb
0,85. f'c
ρmax 0,75. ρb
bd2
ρmin
ρmin
μ/4 . D2
= 250 mm
TABEL PERHITUNGAN PLAT LANTAI
f'c = 38 t/mm2 b = 1000 mmf'y = 380 t/mm3 Tebal Plat = 120 mmß1 = 0.793 Tebal Slimut = 20 mm
Ø Tulangan = 10 mm
Lx Ly Ly/Lx dx dy koef θ Mu (tmm) Mn = Mu / θ ρ b ρ As / Ø10 n S Tulangan Perlu
A
Mlx 6 6 1 95 85 4.612 25.00 0.8 4.151 4150800 5188500 0.041 0.031 12.613 0.575 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 6 6 1 95 85 4.612 25.00 0.8 4.151 4150800 5188500 0.041 0.031 12.613 0.575 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 6 6 1 95 85 4.612 51.00 0.8 8.468 8467632 10584540 0.041 0.031 12.613 1.173 0.003 0.0025 0.003 299.141 3.809 4 250.00 Ø10 250.00 314.159 Ok
Mty 6 6 1 95 85 4.612 51.00 0.8 8.468 8467632 10584540 0.041 0.031 12.613 1.173 0.003 0.0025 0.003 299.141 3.809 4 250.00 Ø10 250.00 314.159 Ok
B=E
Mlx 5 6 1.2 95 85 4.612 34.00 0.8 3.920 3920200 4900250 0.041 0.031 12.613 0.543 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 5 6 1.2 95 85 4.612 22.00 0.8 2.537 2536600 3170750 0.041 0.031 12.613 0.351 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 5 6 1.2 95 85 4.612 63.00 0.8 7.264 7263900 9079875 0.041 0.031 12.613 1.006 0.003 0.0025 0.003 255.866 3.258 4 250.00 Ø10 250.00 314.159 Ok
Mty 5 6 1.2 95 85 4.612 54.00 0.8 6.226 6226200 7782750 0.041 0.031 12.613 0.862 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
C=I
Mlx 4 6 1.5 95 85 4.612 45.50 0.8 3.358 3357536 4196920 0.041 0.031 12.613 0.465 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 4 6 1.5 95 85 4.612 16.50 0.8 1.218 1217568 1521960 0.041 0.031 12.613 0.169 0.000 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 4 6 1.5 95 85 4.612 75.00 0.8 5.534 5534400 6918000 0.041 0.031 12.613 0.767 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 4 6 1.5 95 85 4.612 54.50 0.8 4.022 4021664 5027080 0.041 0.031 12.613 0.557 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
D
Mlx 3 6 2 95 85 4.612 58.00 0.8 2.407 2407464 3009330 0.041 0.031 12.613 0.333 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 3 6 2 95 85 4.612 15.00 0.8 0.623 622620 778275 0.041 0.031 12.613 0.086 0.000 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 3 6 2 95 85 4.612 82.00 0.8 3.404 3403656 4254570 0.041 0.031 12.613 0.471 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 3 6 2 95 85 4.612 53.00 0.8 2.200 2199924 2749905 0.041 0.031 12.613 0.305 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
F
Mlx 5 5 1 95 85 4.612 25.00 0.8 2.883 2882500 3603125 0.041 0.031 12.613 0.399 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 5 5 1 95 85 4.612 25.00 0.8 2.883 2882500 3603125 0.041 0.031 12.613 0.399 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 5 5 1 95 85 4.612 51.00 0.8 5.880 5880300 7350375 0.041 0.031 12.613 0.814 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 5 5 1 95 85 4.612 51.00 0.8 5.880 5880300 7350375 0.041 0.031 12.613 0.814 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Plat Type
Qu = 1,2Qd + 1,6Ql
Mu (tm) = 0,001.Q.Lx².x
ρ mak = 0,75 x ρb
m = Fy/(0,85.f'c
)
Rn = Mn / (b.d²)
ρminρ
terpakai
As perlu = ρ x b x d
As Terpasang
As Terpasang > As perlu
G=J
Mlx 4 5 1.25 95 85 4.612 36.67 0.8 2.706 2705707 3382133 0.041 0.031 12.613 0.375 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 4 5 1.25 95 85 4.612 20.67 0.8 1.525 1525035 1906293 0.041 0.031 12.613 0.211 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 4 5 1.25 95 85 4.612 66.00 0.8 4.870 4870272 6087840 0.041 0.031 12.613 0.675 0.002 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 4 5 1.25 95 85 4.612 54.33 0.8 4.009 4009365 5011707 0.041 0.031 12.613 0.555 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
H
Mlx 3 5 1.667 95 85 4.612 53.85 0.8 2.235 2235046 2793808 0.041 0.031 12.613 0.310 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 3 5 1.667 95 85 4.612 15.00 0.8 0.623 622620 778275 0.041 0.031 12.613 0.086 0.000 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 3 5 1.667 95 85 4.612 79.62 0.8 3.305 3304675 4130844 0.041 0.031 12.613 0.458 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 3 5 1.667 95 85 4.612 54.00 0.8 2.241 2241432 2801790 0.041 0.031 12.613 0.310 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
K
Mlx 4 4 1 95 85 4.612 25.00 0.8 1.845 1844800 2306000 0.041 0.031 12.613 0.256 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 4 4 1 95 85 4.612 25.00 0.8 1.845 1844800 2306000 0.041 0.031 12.613 0.256 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 4 4 1 95 85 4.612 51.00 0.8 3.763 3763392 4704240 0.041 0.031 12.613 0.521 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 4 4 1 95 85 4.612 51.00 0.8 3.763 3763392 4704240 0.041 0.031 12.613 0.521 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
L
Mlx 3 4 1.333 95 85 4.612 38.03 0.8 1.579 1578552 1973190 0.041 0.031 12.613 0.219 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mly 3 4 1.333 95 85 4.612 19.98 0.8 0.830 829536 1036920 0.041 0.031 12.613 0.115 0.000 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mtx 3 4 1.333 95 85 4.612 67.53 0.8 2.803 2803194 3503993 0.041 0.031 12.613 0.388 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
Mty 3 4 1.333 95 85 4.612 54.50 0.8 2.262 2262342 2827928 0.041 0.031 12.613 0.313 0.001 0.0025 0.003 237.500 3.024 4 250.00 Ø10 250.00 314.159 Ok
INTERPOLASI1 1.2 1.4 1.6 1.8 2 2.5 3 1.5
25 34 42 49 58 58 62 65 45.525 22 18 15 15 15 14 14 16.551 63 72 78 81 82 83 83 7551 54 55 54 54 53 51 49 54.5
X -1.262Y 0Z 11.843A 3B 3.04815 2.779527C 3.5
3.04815
INTERPOLASI1.25 1.333 1.67
36.66667 38.03008 53.8461520.66667 19.98496 15
66 67.53383 79.6153854.33333 54.50376 54
Perhitungan Pembebanan
Beban yang dihitung adalah beban mati, beban hidup, Sedangkan beban gempa dan beban
angin tidak dihitung.
1. Perhitungan Beban Mati
1.1. Beban mati akibat pelata. Pelat atap.
Pelat atap yang digunakan pada soal ini adalah pelat beton bertulang.Dengan tebal 10 cm, sebagaimana yang tergambar berikut ini:
4
5
6 3 2.5 2 1.5
6 5 4 3
Berdasarkan hasil hitungan coba2 sebelumnya diketahui bahwa beban pelatmaksimal adalah pada jalur balok B dan C
diketahui
Tebal pelat = 0.1 m 100
Beban Air Hujan (PPPURG 1987) = 0.2
Berat jenis beton bertulang (PPPURG 1987) = 24
Beban Plafond (PPPURG 1987) = 0.18
Berat Spasi (PPPURG 1987) = 0.21
Maka, beban pelat persatuan meter adalah:
Beban air hujan = 0.2 x 3 = 0.6 kN/m
= 0.2 x 2.5 = 0.5 kN/m
= 0.2 x 2 = 0.4 kN/m
= 0.2 x 1.5 = 0.3 kN/m
B.S Pelat = 24 x 0.1 x 3 = 7.2 kN/m
= 24 x 0.1 x 2.5 = 6 kN/m
= 24 x 0.1 x 2 = 4.8 kN/m
= 24 x 0.1 x 1.5 = 3.6 kN/m
Gambar 2.1: Desain rencana atap.
kN/m2
kN/m3
kN/m2
kN/m2
q1
q2
q3
q4
q1
q2
q3
q4
Beban Plafond = 0.18 x 3 = 0.54 kN/m
= 0.18 x 2.5 = 0.45 kN/m
= 0.18 x 2 = 0.36 kN/m
= 0.18 x 1.5 = 0.27 kN/m
Beban Spasi = 0.21 x 3 = 0.63 kN/m
= 0.21 x 2.5 = 0.525 kN/m
= 0.21 x 2 = 0.42 kN/m
= 0.21 x 1.5 = 0.315 kN/m
= ( 0.6 + 7.2 + 0.54 + 0.63 ) x 2 = 17.94 kN/m
= ( 0.5 + 6 + 0.45 + 0.525 ) x 2 = 14.95 kN/m
= ( 0.4 + 4.8 + 0.36 + 0.42 ) x 2 = 11.96 kN/m
= ( 0.3 + 3.6 + 0.27 + 0.315 ) x 2 = 8.97 kN/m
faktor pengali 2 karena pelat bersifat simetris kanan dan kiri.
2) Pelat lantai.
Pelat lantai yang digunakan pada soal ini adalah pelat beton bertulang. Dengan tebal 12 cm,
sebagaimana yang tergambar berikut ini:
4
5
6 3 2.5 2 1.5
6 5 4 3
Berdasarkan hasil hitungan coba2 sebelumnya diketahui bahwa beban pelat maksimal adalah pada jalur balok B dan C.
Diketahui:
Tebal pelat = 0.12 m 120
Beban Keramik (PPPURG 1987) = 0.24
Berat jenis beton bertulang (PPPURG 1987) = 24
Beban Plafond (PPPURG 1987) = 0.18
Berat Spasi (PPPURG 1987) = 0.21
q1
q2
q3
q4
q1
q2
q3
q4
total q1, q2, q3, dan q4 adalah
q1
q2
q3
q4
Gambar 2.2: Desain rencana balok.
kN/m2
kN/m3
kN/m2
kN/m2
Maka, beban pelat persatuan meter adalah: kN/m
Beban air hujan = 0.24 x 3 = 0.72 kN/m
= 0.24 x 2.5 = 0.6 kN/m
= 0.24 x 2 = 0.48 kN/m
= 0.24 x 1.5 = 0.36
kN/m
B.S Pelat = 24 x 0.12 x 3 = 8.64 kN/m
= 24 x 0.12 x 2.5 = 7.2 kN/m
= 24 x 0.12 x 2 = 5.76 kN/m
= 24 x 0.12 x 1.5 = 4.32
kN/m
Beban Plafond = 0.18 x 3 = 0.54 kN/m
= 0.18 x 2.5 = 0.45 kN/m
= 0.18 x 2 = 0.36 kN/m
= 0.18 x 1.5 = 0.27
kN/m
Beban Spasi = 0.21 x 3 = 0.63 kN/m
= 0.21 x 2.5 = 0.525 kN/m
= 0.21 x 2 = 0.42 kN/m
= 0.21 x 1.5 = 0.315
= 21.06 kN/m
= ( 0.72 + 8.64 + 0.54 + 0.63 ) x 2 = 17.55 kN/m
= ( 0.6 + 7.2 + 0.45 + 0.525 ) x 2 = 14.04 kN/m
= ( 0.48 + 5.76 + 0.36 + 0.42 ) x 2 = 10.53 kN/m
= ( 0.36 + 4.32 + 0.27 + 0.315 ) x 2
faktor pengali 2 karena pelat bersifat simetris kanan dan kiri.
2 Beban mati akibat balokbeban mati yang terjadi akibat balok adalah beban merata berasal dari balok
struktur (balok melintang ) yang merupakan tempat portal di tinjau.
Sedangkan portal yang ditinjau adalah portal pada gambar yang dilingkari merah dari gambar 1.6 berikut m
Dimensi balok struktur portal yang ditinjau = 0.35 x 0.4 kN/m
Berat jenis beton bertulang (PPPURG 1987) = 24
Maka, beban merata (q) akibat balok struktur adalah:
q = 0.35 x 0.4 x 24 = 3.36 kN/m
q1
q2
q3
q4
q1
q2
q3
q4
q1
q2
q3
q4
q1
q2
q3
q4
total q1, q2, q3, dan q4 adalah
q1
q2
q3
q4
1.1.2 beban hidup (PPPURG 1987)
Pada soal ini derencanakan digunakan untuk bangunan gedung sekolah.
mengatur bahwa beban hidup yang diterima untuk lantai bangunan tersebut adalah sebesar
250 kg/m2 atau 2.5 kN/m2.
1.2. Analisis Kombinasi Pembebanan
Beban yang ditinjau pada perhitungan ini adalah beban mati (D), beban hidup (L),
Dari kedua beban tersebut, berdasarkan SK-SNI T-15-1991-03 menghasilkan
kombinasi pembebanan.
1.2.1. Beban Mati dan Beban Hidup (Kombinasi 1).
Berdasarkan SK-SNI T-15-1991-03 pasal 3.2.1, beban mati (D) dan beban hidup (L) jika
U = 1,2 D + 1,6 L
Dari hasil analisa mekanika pada program SAP 2000 kombinasi ini menghasilkan nilai moment
dan gaya lintang sebagai berikut:
TABEL PERHITUNGAN PLAT LANTAI
