D. PERENCANAAN SLOOF

1. Perencanaan Dimensi

Kedua ujung menerus

Baja mutu U32 = 320 Mpa

= 22.5 Mpa

Bentang L = 6000 mm

Beban Hidup = 250 kg/m2

maka

hmin = .L

= 244.9 mm

direncanakan ukuran balok h = 0.4 m = 400 mm

b = 0.25 m = 250 mm

2. Pembebanan

a. Beban Mati (qD)

- Berat sendiri = 0.4 x 0.25 x 2400 = 240 kg/m

- Dinding = 1700 x 4 x 0.15 = 1020 kg/m

Total qD = 1260 kg/m

b. Beban Hidup (qL)

= - kg/m

c. Beban terfaktor

qu = ( 1.2 x qDL + 1.6 x qL)

= 1,512 kg/m

3. Perhitungan penulangan

1,512 kg/m

4.5 m3 m 3 m

Mtumpuan = 1/10 x qu x L2 = 5,443 kgm

Mlapangan = 1/11 x qu x L2 = 4,948 kgm

Mutu Beton K 200 ;fc’

3m 3 m

700

fy4,0

21

1

700

fy4,0

21

1

Penulangan Tumpuan

rmin = 1.4 / fy = 0.0044

rmaks = = 0.02

Mu = 5,443 kgm = 5443200 mpa

b = 250 mm

d = 350 mm

f = 0.8

Rn = = 0.68

w = = 0.031

ρ = w x fc’ / fy = 0.0022

Sehingga ρ < ρ min dipakai ρµιν = 0.0044

Luas tulangan yang digunakan

As = rmin x b x d = 382.81 mm2

dipakai tulangan 16 A = 200.96 mm2

Jumlah n = 1.90

dipakai tulangan 2 D 16

Penulangan Lapangan

rmin = 1.4 / fy = 0.0044

rmaks = = = 0.02

Mu = 4,948 kgm = 4948364 mpa

b = 250 mm

d = 350 mm

f = 0.8

Rn = = 0.62

w = = 0.02795

=

2xbxd

Mu

2xbxd

Mu

'

353,21185,0

fc

xRnx

fy

xxfy

xfcx

600

60085,0

'85,075,0

'

353,21185,0

fc

xRnx

fy

xxfy

xfcx

600

60085,0

'85,075,0

2xbxd

Mu

ρ = w x fc’ / fy = 0.0020

Sehingga ρ < ρ min dipakai ρµιν = 0.0044

Luas tulangan yang digunakan

As = rmin x b x d = 382.81 mm2

dipakai tulangan 16 A = 200.96 mm2

Jumlah n = 1.90

dipakai tulangan 2 D 16

Tulangan Geser

Vu = 9072 kg = 91 kN

b = 250 mm

d = 350 mm

j = 0.6

f'c = 22.5 mpa

fy = 240 mpa

Kapasitas Geser Pada Balok

Vc = 1/6 x 22,5 x 250 x 350 x 10^3

= 69.17 kN

Gaya geser nominal yang bekerja (Vn)

Vn = 90.72 kN < Vc Tidak Perlu Tulangan GeserVs = Vn - Vc

= 21.55 kNDicoba Sengkang Diameter = 8 mm

Jadi dipakai tulangan sengkang dengan jarak 200 mm

Vu

Vn

Vs d.fy.AvVs d.fy.Av