Perhitungan Tegangan dan Kapasitas Pelat Pracetak type Hollow Core Slab HCS dengan bentang 6,0 m
1. Penampang HCS per satu meter lebar :
Tinggi Penampang HCS
h 200 mm
⋅ =
Tinggi topping
htop 50 mm
⋅ =
Lebar Penampang
bw 1200 mm
⋅ =
Ac 0.103 m
2 ⋅
=
Luas Penampang
I c 5.761 10
8 ⋅
mm 4
⋅ =
Momen Inersia
Cb h
2 =
Cb 100 mm
⋅ =
Garis Berat Bawah
Ct 100 mm
⋅ =
Garis Berat Top
Ct h
Cb −
= St
I c Ct
= St
5761000 mm 3
⋅ =
Sec. Modulus Top
Sb I c
Cb =
Sb 5761000 mm
3 ⋅
=
Sec. Modulus Bottom
2. Material
fkub 400 kgf
⋅ cm
2 −
⋅ =
a. Beton : K-400
fc 0.83 fkub
⋅ =
fc 33.2 Mpa
⋅ =
fci 0.65 fc
⋅ =
fci 21.58 Mpa
⋅ =
Fci 0.6
− fci
⋅ =
Fci 12.948
− Mpa
⋅ =
Fti 0.25
fci Mpa ⋅
⋅ =
Fti 1.161 Mpa
⋅ =
Fc 0.45
− fc
⋅ =
akibat prategang + beban mati
Fc 14.94
− Mpa
⋅ =
Fct 0.6
− fc
⋅ =
akibat prategang + beban total
Fct 19.92
− Mpa
⋅ =
Ft 0.5
fc Mpa ⋅
⋅ =
Ft 2.881 Mpa
⋅ =
Ec 4700
fc Mpa ⋅
⋅ =
Ec 27081.137 Mpa
⋅ =
Eci 4700
fci Mpa ⋅
⋅ =
Eci 21833.511 Mpa
⋅ =
b. Kabel Prategang
fpu 2.357
10 5
× psi
⋅ =
fpu 1625 Mpa
⋅ =
fpy 1.462
10 3
× Mpa
⋅ =
fpy 0.9fpu
= fpi
0.6 fpu ⋅
= fpi
975 Mpa ⋅
= fpeff
0.8 fpi ⋅
= fpeff
780 Mpa ⋅
=
Diameter Tendon
Dia 6 mm
⋅ =
1 A1
4 π
⋅ Dia
2 ⋅
= A1
28.274 mm 2
⋅ =
Luas per tendon efektif 63
Eksentrisitas
e 0.5 h
⋅ 20 mm
⋅ −
= e
80 mm ⋅
=
c. Tulangan Baja
Wiremesh
fy 390 Mpa
⋅ =
BJTP Polos
fyp 240 Mpa
⋅ =
fyd 390 Mpa
⋅ =
BJTD DeformUlir
3. Dimensi Pelat dan Komposit Dimensi Pelat
Tinggi pelat
hsl htop
h +
= hsl
250 mm ⋅
=
Panjang Total
Lsl 6.0 m
⋅ =
Tinggi topping
htop 50 mm
⋅ =
Penampang Komposit
fkubtop 225 kgf
⋅ cm
2 −
⋅ =
beton Topping mutu beton K-225
fctop 0.83 fkubtop
⋅ =
fctop 18.675 Mpa
⋅ =
Ectop 4700
fctop Mpa ⋅
⋅ =
Ectop 20310.853 Mpa
⋅ =
nc Ectop
Ec =
nc 0.75
=
Lebar pelat
bw 1200 mm
⋅ =
be 900 mm
⋅ =
Lebar pelat tranformasi
be nc bw
⋅ =
Ack 1.48
10 5
× mm
2 ⋅
=
Luas Penampang
Ack Ac
be htop ⋅
+ =
Cbk be htop
⋅ h
htop 2
+
⎛⎜ ⎝
⎞⎟ ⎠
⋅ Ac Cb
⋅ +
Ack =
Garis Berat Bawah
Cbk 138.007 mm
⋅ =
Garis Berat Atas
Ctk hsl
Cbk −
= Ctk
111.993 mm ⋅
= I ck
I c Ac Cbk
Cb −
2 ⋅
+ be htop
3 ⋅
12 +
be htop ⋅
Ctk htop
2 −
⎛⎜ ⎝
⎞⎟ ⎠
2 ⋅
+ =
Momen inersia
I ck 1.075
10 9
× mm
4 ⋅
= Stk
I ck Ctk
= Stk
9597114.63 mm 3
⋅ =
Sec. Modulus Top
Sbk I ck
Cbk =
Sbk 7788111.383 mm
3 ⋅
=
Sec. Modulus Bottom
4. Perhitungan gaya dalam
γ c
24 kN ⋅
m 3
− ⋅
=
Berat volum beton normal Faktor Reduksi Lentur
φ 0.9
= Qslb
2.472 kN m 1
− ⋅
⋅ =
DL : Pelat
Qslb Ac
γ c
⋅ =
Mslb 1
8 Qslb
⋅ Lsl
2 ⋅
= Mslb
11.124 kN m ⋅
⋅ =
Qtop 1.44 kN m
1 −
⋅ ⋅
=
Topping
Qtop htop bw
⋅ γ
c ⋅
= Qtam
100 kgf ⋅
m 1
− ⋅
= 1
− Qtam
1 kN m 1
− ⋅
⋅ =
tambahan
Qsdl 100 kgf
⋅ m
⋅ =
SDL : 64
Qll 300 kgf
⋅ m
1 −
⋅ =
Qll 3 kN m
1 −
⋅ ⋅
=
B. Hidup LL :