Perhitungan Pembebanan

a) Lantai 3

Beban Mati (Wdl)

Pelat Dak = 327.97(M2) ∙ 0.10 (cm) ∙ 2400 = 78712.8 Kg

Balok

Balok 20 x 30 = 144(M’) ∙ 0.20 ∙ 0.30 ∙ 2400 = 20736 Kg

Balok 15 x 30 = 41(M’) ∙ 0.15 ∙ 0.30 ∙ 2400 = 4428 Kg

25164 Kg

Kolom

Kolom 25 x 25 = 25(bh) ∙ ( 4 ∙ 0.25 ∙ 0.25 ) ∙ 2400 = 15000 Kg

Kolom.P 10 x 15 = 44(bh) ∙ ( 4 ∙ 0.10 ∙ 0.15 ) ∙ 2200 = 5808 Kg

20808 Kg

Dinding = 522(M2) ∙ 250 = 130500 Kg

Plafond = 327.97(M2) ∙ 11 = 3607.67 Kg

Beban Mati (Wdl) = 258792.47 Kg

Beban Hidup (Wll)

Wh atap (Pelat dak) = 100 Kg/cm2

koef. Reduksi = 0.3

Jadi, Wh lantai 3 = 0.3 ∙ 100 ∙ 327.97 = 9839.1 Kg

Beban Nominal lantai 3 = Wdl + Wll

= 258792.47 + 9839.1 = 268631.57 Kg

Beban Ultimate lantai 3 = 1.2 Wdl + 1.6 Wll

= (1.2 ∙ 258792.47) + (1.6 ∙ 9839.1) = 338100.444 Kg

b) Lantai 2

Beban Mati (Wdl)

Pelat lantai 2 = 327.97(M2) ∙ 0.12 (cm) ∙ 2400 = 94455.36 Kg

Balok

Balok 20 x 30 = 144(M’) ∙ 0.20 ∙ 0.40 ∙ 2400 = 27648 Kg

Balok 15 x 30 = 41(M’) ∙ 0.15 ∙ 0.30 ∙ 2400 = 4428 Kg

Balok 20 x 20 = 24(M’) ∙ 0.20 ∙ 0.20 ∙ 2400 = 2304 Kg

= 34380 Kg

Kolom

Kolom 25 x 25 = 25(bh) ∙ ( 4 ∙ 0.25 ∙ 0.25 ) ∙ 2400 = 15000 Kg

Kolom.P 10 x 15 = 44(bh) ∙ ( 4 ∙ 0.10 ∙ 0.15 ) ∙ 2200 = 5808 Kg

20808 Kg

Dinding = 522(M2) ∙ 250 = 130500 Kg

Plafond = 327.97(M2) ∙ 11 = 3607.67 Kg

Penutup Lantai = 327.97(M2) ∙ 24 = 7871.28 Kg

Beban Mati (Wdl) lt 2 = 291622.31 Kg

Beban Hidup (Wll)

Wh Pelat Lantai = 400 Kg/cm2

koef. Reduksi = 0.3

Jadi, Wh lantai 3 = 0.3 ∙ 400 ∙ 327.97 = 39356.40 Kg

Beban Nominal lantai 2 = Wdl + Wll

= 291622.31 + 39356.40 = 330978.71 Kg

Beban Ultimate lantai 3 = 1.2 Wdl + 1.6 Wll

= (1.2 ∙ 291622.31) + (1.6 ∙ 39356.40) = 412917.012 Kg

c) Lantai 1

Karena lantai 2 dan lantai 1 sama,maka beban untuk Lantai 1 = 412917.012 Kg

Jadi, berat Sendiri Bangunan Asrama Mahasiswa ini adalah = 1163934.468 Kg

Perhitungan beban untuk satu titik Pondasi (Nilai Terbesar)

Kolom 25x25 cm

I. Beban Mati (Wdl )

Pelat

Pelat Dak = (46 Wdl 5∙0.10) ∙ 2400 = 5520 Kg

Pelat lt 2 = (46∙5∙0.12) ∙ 2400 = 6624 Kg

Pelat lt 1 = (46∙5∙0.12) ∙ 2400 = 6624 Kg

18768 Kg

Balok

Lantai 3

Balok 20x30 = (9.6 ∙ 0.20 ∙ 0.30) ∙ 2400 = 1382.4 Kg

Balok 15x30 =(5 ∙ 0.15 ∙ 0.30) ∙ 2400 = 540 Kg

= 1922.4 Kg

Lantai 2

Balok 20x40 = (9.6 ∙ 0.20 ∙ 0.40) ∙ 2400 = 1843.20 Kg

Balok 15x30 = (5 ∙ 0.15 ∙ 0.30) ∙ 2400 = 540 Kg

= 2383.20 Kg

Lantai 1 sama dengan beban pada lantai 2 = 2383.20 Kg

Dinding

Lantai 3 = (7.5 ∙ 3.7) ∙ 250 = 6845 Kg

Lantai 2 = (7.5 ∙ 3.6) ∙ 250 = 6750 Kg

Lantai 1 = (7.5 ∙ 3.6) ∙ 250 = 6750 Kg

= 20345 Kg

Penutup lantai

Lantai 3 = (4.6 ∙ 5) ∙ 24 = 552 Kg

Lantai 2 = (4.6 ∙ 5) ∙ 24 = 552 Kg

Lantai 1 = (4.6 ∙ 5) ∙ 24 = 552 Kg

= 1656 Kg

Plafond

Lantai 3 = (4.6 ∙ 5) ∙ 11 = 253 Kg

Lantai 2 = (4.6 ∙ 5) ∙ 11 = 253 Kg

Lantai 1 = (4.6 ∙ 5) ∙ 11 = 253 Kg

= 759 Kg

Berat Total Beban Mati (Wdl ) untuk 1 titik Pondasi = 48216.80 Kg

II. Beban Hidup (Wll)

Lantai 3 = (4.6 ∙ 5 ∙ 100) ∙ 0.3 = 690 Kg

Lantai 2 = (4.6 ∙ 5 ∙ 400) ∙ 0.3 = 2760 Kg

Lantai 2 = (4.6 ∙ 5 ∙ 400) ∙ 0.3 = 2760 Kg

=6210 Kg

III. Beban Ultimate = 1.2 Wdl + 1.6 Wll

= (1.2 ∙ 48216.80) + (1.6 ∙ 6210)

= 67796.16 Kg

IV. Beban Ultimate + (BS Kolom /titik Pondasi)

67796.16 + (12 m ∙ 0.25 ∙ 0.25 ∙ 2400) = 69596.16 Kg

Perhitungan Pondasi Dalam

V. Dari data Sondir

qc = 135 Kg/cm2

Fe = 20 Kg/cm2

VI. Direncanakan tiang Pacang

Persegi = Ø 25 Cm

Kedalaman = 20 M

VII. Daya Dukung untuk 1 tiang

Q 1 tiang = 𝑞𝑐 ∙𝐴2

3+

𝐹𝑐 ∙O

5

= 135 ∙ 252

3+

20 ∙200000

5

= 82812.5 Kg

Efesiensi kelompok Tiang

1-arc tg 25

80+

2−1 ∙2 +(2−1)∙2

90 ∙2 ∙2 = 0.18

VIII. Menhitung Daya Dukung Kelompok Tiang

QKT = Jumlah Tiang x Q tiang x Ef

= 6 ∙ 83 ∙ 0.18

= 89.64 Ton ≥ P 1 Tiang

= 89.64 ton ≥ 69.596 ton