PERENCANAAN SLOOF
1
2 5
4
3
7
6 8
Perencanaan Lebar Equivalent
o TIPE 1 o Lx = 2,5 m o Ly = 5 m ½ Lx
Leq o
Leq
= Ly
=
=
0,83333 m
o TIPE 2 o Lx = 2 m o Ly = 4 m ½ Lx
Leq Ly
o
Leq
=
=
=
0,6667 m
o TIPE 3 o Lx = 2,5 m o Ly = 6 m
o
Leq
=
= =
o TIPE 4 o Lx = 2,5 m o Ly = 6 m
o
Leq
=
1,17766 m
= =
Leq
1,17766 m
=
1,17766 x 2
=
2,35532 m
o TIPE 5 Lx = 2 m Ly = 6 m
Leq
=
= = 0,96296 m
o Lx = 2,5 m o Ly = 6 m
o
Leq1
=
= =
Leq2
1,17766 m
= Leq1 + Leq2 = 0,96296 + 1,17766 = 2,14062 m
o TIPE 6 o Lx = 2,5 m o Ly = 5 m ½ Lx
Leq o
Leq = Ly
=
= Leq
0,83333 m
= 2 X 0,83333 = 1,6666 m
o TIPE 7 o Lx = 2 m o Ly = 4 m ½ Lx
Leq o
Leq = Ly
=
= Leq
0,6667 m
= 2 x 0,6667 = 1,3334 m
o TIPE 8 o Lx = 2,5 m o Ly = 5 m ½ Lx
Leq o
Leq1 = Ly
=
=
o Lx = 2 m o Ly = 5 m
o
Leq2
=
=
0,83333 m
=
Leq
=
0,94667 m
Leq1 + Leq2
= 0,83333 + 0,94667 = 1,78 m
Perencanaan Balok Induk
Perhitungan Beban Plat Lantai Berat plat : 1. Beban Hidup
= 200 kg/m2
2. Beban mati -
Berat plat (10 cm)
= 240 kg/m2
-
Berat plafond + instalasi
=
25 kg/m2
-
Berat Spesi
=
48 kg/m2
-
Berat Keramik
=
24 kg/m2
-
Berat Pasir
=
90 kg/m2 379 kg/m2
Dimensi balok Prakiraan Dimensi Balok = 1. Tinggi Balok (H) = (1/10 – 1/12). L 2. Lebar Balok (B) = (1/2 – 2/3). H L = bentang balok terpanjang
• LBA = 5 m = 5000 mm H = (417–500) à 400 mm B = (225 – 300) à 260 mm
Direncanakan Sloof = 26 x 40 cm
Pembebanan Balok Anak •Pembebanan Tipe 1 Beban Mati (Qd) Berat Sendiri = 0,26 × (0,40 – 0,1) × 2400 kg/m3 = 187,2 Berat Plat
= 0.8333× 379 × 1
kg/m
= 215.0207kg/m Qd = 503.021 kg/m
Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 0.8333× 200 kg/m2 × 1 = 166.66kg/m Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 503.021 = 704.229 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 503.021 + 1,6 × 166.66 = 870.2808 kg/m
•Pembebanan Tipe 2 Beban Mati (Qd) Berat Sendiri = 0,26× (0,40 – 0,1) × 2400 kg/m3 = 187,2 Berat Plat
= 0.6667× 379 × 1
= 151.8793
kg/m kg/m
Qd = 439.879 kg/m Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 0.6667 × 200 kg/m2 × 1 = 133.34 kg/m Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 439.879
= 615.831 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 439.879 + 1,6 × 133.34 = 741.1992 kg/m
•Pembebanan Tipe 3 Beban Mati (Qd) Berat Sendiri = 0,26 × (0,40 – 0,1) × 2400 kg/m3 = 187,2 Berat Plat
= 1.17766× 379 × 1
= 345.5331
kg/m kg/m
Qd = 633.533 kg/m
Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 1.17766× 200 kg/m2 × 1 = 235.532 kg/m
Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 633.533 = 886.9464 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 633.533 + 1,6 × 235.532 = 1137.091 kg/m
•Pembebanan Tipe 4 Beban Mati (Qd) Berat Sendiri = 0,26 × (0,40 – 0,1) × 2400 kg/m3 = 187,2
kg/m
Berat Plat
kg/m
= 2.3553× 379 × 1
= 791.8587 Qd = 1079.86
kg/m
Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 2.3553× 200 kg/m2 × 1 = 471.06 kg/m Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 1079.86 = 1511.802 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 1079.86+ 1,6 × 471.06 = 2049.526 kg/m
•Pembebanan Tipe 5 Beban Mati (Qd) Berat Sendiri = 0,26 × (0,40 – 0,1) × 2400 kg/m3 = 187,2 Berat Plat
= 2.14062× 379 × 1
Beban Hidup (Ql)
kg/m
= 710.495
kg/m
Qd = 998.495
kg/m
Beban hidup digunakan 200 kg/m2 Ql = 2.14062 × 200 kg/m2 × 1 = 428.124 kg/m
Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 998.495 = 1397.893 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 998.495+ 1,6 × 428.124 = 1883.192 kg/m
•Pembebanan Tipe 6 Beban Mati (Qd) Berat Sendiri = 0,26 × (0,40 – 0,1) × 2400 kg/m3 = 187,2 Berat Plat
= 1.6666 × 379 × 2
kg/m
= 530.8414
kg/m
Qd = 818.841 kg/m Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 1.6666 × 200 kg/m2 × 2 = 333.32 kg/m Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 818.841
= 1146.378 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 818.841 + 1,6 × 333.32 = 1515.922 kg/m
•Pembebanan Tipe 7 Beban Mati (Qd) Berat Sendiri = 0,26 × (0, 40 – 0,1) × 2400 kg/m3
= 187,2
Berat Plat
= 404.5586
= 1.3334 × 379 × 1
kg/m kg/m
Qd = 692.559 kg/m Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 1.3334 × 200 kg/m2 × 1 = 266.68 kg/m
Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 692.559 = 969.582 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 692.559 + 1,6 × 266.68 = 1257.758 kg/m
•Pembebanan Tipe 8 Beban Mati (Qd) Berat Sendiri = 0,26 × (0,40 – 0,1) × 2400 kg/m3 = 187,2 Berat Plat
= 1.78 × 379 × 2
= 573.82
kg/m kg/m
Qd = 861.82 kg/m Beban Hidup (Ql) Beban hidup digunakan 200 kg/m2 Ql = 1.78 × 200 kg/m2 × 2 = 356 kg/m Beban Berfaktor (Qu) Qu1 = 1,4 Qd = 1,4 x 861.82 = 1206.548 kg/m Qu2 = 1,2 Qd + 1,6 Ql = 1,2 × 861.82 + 1,6 × 356 = 1603.784 kg/m
