BAB III
PERANCANGAN FLOORDECK
Data perencanaan
Data floordeck dari brosur super floordeck
Gambar 2.1 floordeck
t q A Ix Zx
= 0,75 = 10,1 = 1241,00 = 511000,00 = 33140,00
mm kg/m2 mm 2 mm 4 mm 3
Beban berguna Bentang (span) Tebal plat Tulangan negatif
= 408,10 = 4,50 = 12,00 = 4,99 = 499,00
kg/m 2 m cm cm2/m mm 2/m
Wr hr b Hs Nr(shear connector)
= 32,00 = 53,00 = 1000,00 = 70,00 =1
mm mm mm mm buah
fy fu E baja E beton γ beton σ ijin
= 250 = 410 = 2100000 = 210000 = 2400 = 1600
Mpa Mpa kg/cm 2 kg/cm 2 kg/m3 kg/cm2
< 128,00
mm( OK )
Pembebanan floordeck
Beban Mati (DL)
Berat beton Spesi tebal 3 cm Tegel tebal 1 cm Plafond + penggantung Instalasi ME Floordeck
kg/m2 kg/m2 kg/m2 kg/m 2 kg/m2 kg/m2
= 288 = 63 = 24 = 18 =5 = 10,1
kg/m2
= 408,1 Beban hidup (LL) Rumah sakit
Beban berguna
+
= 250
kg/m2
= 250
kg/m 2
= 408,1
kg/m2
Beban terfaktor Wu = (1,2 x DL) + (1,6 x LL) = (1,2 x 408,1 kg/m 2) + (1,6 x 250 kg/m 2) = 889,72 kg/m2 Kontrol lendutan
F max
= L / 240 = 450 cm/ 240 = 1,88 cm
f
=
5 384
( + ) 4
= 0,0130 x
= 0,013 x
= 0,013 = 0,33
(0,0408 kg/m2+0,05 kg/m2)(450) 00000 5,
698633 0730000
x cm
25,15
+
f
= 0,33
cm
<
fmax
= 1,88 cm
( OK )
jadi profil dapat di gunakan untuk pelat
Kekuatan shear connector stud (1 stud)
Stud ɸ Asc
= 20 mm 2 = ¼ x phi x D =1/4 x 3,14 x 20 2 = 314,16 mm 2
Qn
= 0,5 x Asc x (fc' x E beton) 0,5 = 0,5 x 314,16 x (30 x 21000) 0,5 = 124678,30 N
Asc x fu
= 314,16 x 410 = 128805,30 N = 128805,30 N
Asc
≤
Qn
x
(
=
124678,09
N
( OK )
Kontrol koefisien reduksi
rs
= 0,6
x
wr
(
hr
)
Hs hr
− 1)
= 0,12 Maka Qs
= 124.678,09 x 0,12 = 14487,34
≤
1
≤
1
N
Gaya geser horizontal
C1
b effective
= As x fy = 8.140 x 250 = 2102500
N
= L/4 =1000 / 4 = 250 mm
<
tb
= 67
mm
C2
= 0,85 x fc' x Ac = 0,85 x 30 x (67 x 250 )
Lbalok =
4500
mm ( OK )
(OK )
= 427125
N
C1
= 2102500
N
Dipakai C
= 2102500
N
Vn
=C = 2102500
N
N
= =
> C2
=
427125
buah
pakai
N ( OK )
0500 4678,09
=16,86
N
Jumlah shear connector
=2xN = 2 x 16,86 = 33,73
Jarak shear connector
34
buah
= L Balok / Jumlah shear = 4,5 / 34 = 0,13 m = 13,00 cm
Penulangan bondek (untuk tekan)
fc’ fy b h ɸ tulangan As
= 30 Mpa = 250 Mpa = 1000 mm = 12,00 cm = 12,00 cm = 1/4 x vhi x D2 = ¼ x 3,14 x 12 2 = 113,10 mm 2
Tulangan negatif (A) = 499,00 Jumlah tulangan
= =
mm 2
499 3,0
= 4,41
buah/meter
pakai 5
buah/meter
Jarak tulanagan
= =
000 ℎ 000 5
= 200
mm
Jadi di pasang tulang ɸ 12 – 200 Kontrol las
fu fu las E70xx
= 410 = 70 = 4921
fvp
= =
Mpa ksi kg/cm3
/4 ℎ 7,54 3,4597
= 4049,6194 kg/cm3 fu
= phi x 0,6 x E 70xx = 2214,45 kg/cm2
te
= fvp / fu = 1,83
cm
= te / 0,707 = 3,00
cm
a
