Perhitungan Beban Per lantai

Data Profilb h Beban

Balok 0.3 0.4 Mati 1.5 KN/m2 Pada LantaiKolom 0.3 0.3 Hidup 2 KN/m2

Mati 0 KN/m2 Pada AtapPlat Tebal 0.12 Hidup 0 KN/m2

Bj Beton 24 KN/m3

Lantai 1 H bawah : 3.5 m H atas : 3.5 m

Berat Kolom Lantai 1:H1 = 5.25 m'N kolom= 28 BuahWk1 = 317.52 KN

Berat Balok Lantai 1Panjang : 22.65 m Total : 90.6 mN panjang 4 buahLebar 9 mN Lebar 7 Buah Total : 63Wb1 : 442.368 KN

Berat Plat LantaiLuas Area: 203.85 m2 Cek % Void 9.10% Oke masih statik- Void 18.55 m2Wp1 533.664 KN

Berat PembebananWdl1 : 277.95 KNWll1 : 111.18 KN

Total Beban :

W1 = 1682.682 KN

Lantai 2 H bawah : 3.5 m H atas : 3.5 m

Berat Kolom Lantai 2:H1 = 3.5 m'N kolom= 27 BuahWk2 = 204.12 KN

Berat Balok Lantai 2Panjang : 22.65 m Total : 90.6 mN panjang 4 buahLebar 9 mN Lebar 7 Buah Total : 59.5Wb2 : 432.288 KN

Berat Plat Lantai 2Luas Area: 203.85 m2 Cek % Void 15.11% Oke masih statik- Void 30.8 m2Wp2 498.384 KN

Berat PembebananWdl2 : 259.575 KNWll3 : 103.83 KN

Total Beban :W2 = 1498.197 KN

Lantai 3 H bawah : 3.5 m H atas : 0 m

Berat Kolom Lantai 3H1 = 1.75 m'N kolom= 19 BuahWk3 = 71.82 KN

Berat Balok Lantai 3Panjang : 22.65 m Total : 45.3 mN panjang 2 buahLebar 9 mN Lebar 3 Buah Total : 27Wb3 : 208.224 KN

Berat Plat Lantai 3Luas Area: 203.85 m2 Tidak ada karena Atap- Void 30.8 m2Wp3 0 KN

Berat PembebananWdl3 : 0 KN Tidak ada karena AtapWll3 : 0 KN

Total Beban :W3 = 280.044 KN

Perhitungan Berat Struktur

LantaiTinggi Berat Wx Wx. Hx

(m) (KN) KN.m3 10.5 280.044 2940.4622 7.5 1498.197 11236.481 3.5 1682.682 5889.387

Total 3460.923 20066.33

Menghitung Periode Natural

Untuk T1 < Tc C = Am Ct = 0.2

Untuk T1 >Tc C = Ar . T Ct = 0.2 TAr = Am. Tc

Menggunakan Rumus Empirik terlebih Dahulu

T = 0.43 Detik < Tc

Gunakan Ct = 0.2 detik

Menghitung Base Shear

C = 0.2 detikI = 1R = 8.5Wt = 3460.923 KNVB = 81.43348 KN

Baik S-W atau E -W

Menghitung Gaya lateral Ekuivalent

LantaiTinggi Berat Wx Wx. Hx FX V x

(m) (KN) KN.m (KN) (KN)3 10.5 280.044 2940.462 11.93 11.932 7.5 1498.197 11236.48 45.60 57.531 3.5 1682.682 5889.387 23.90 81.43

Total 3460.923 20066.33

Cek Perbandingan L/ h1. Lebar 1.166667 < 3 Tidak Perlu koreksi di atap2. Panjang 0.463576 < 3 Tidak Perlu koreksi di atap

Menghitung Jumlah Node

Sisi LebarNode : 4 Node

LantaiFX FX Node

(KN) (KN)3 11.93 2.982 45.60 11.401 23.90 5.98

Total

Sisi PanjangNode : 6 Node

LantaiFX FX Node

(KN) (KN)3 11.93 1.992 45.60 7.601 23.90 3.41 (Bagi 7)

Total

Cek T1 lagi untuk menyamakan waktu

SANSPRO V.4.7 Excel Connection(C) Nathan Madutujuh, ESRC, 2003

Licensee: Arie Febry Fardheny,MT, Jl. Soetoyo S,Komp. Pdk Indah 25,BANJARMASINProject : Proyek Asrama KalselFile : E:\Project Done 2010\Asrama Kalsel Surabaya\SansPro\Model.MDLOption : Max/Min from All Load Combination

NODAL DISPLACEMENTS

Flr No. Comb Dx Dy Dz Dx Dzcm cm mm mm

1 29 MAX 0.46034 -0.0036605 0.46182 4.6034 4.618230 MAX 0.46034 -0.0069757 0.46465 4.6034 4.646531 MAX 0.46034 -0.011099 0.4691 4.6034 4.69132 MAX 0.46034 -0.0074021 0.46627 4.6034 4.662733 MAX 0.49768 -0.017251 0.46182 4.9768 4.618234 MAX 0.49768 -0.014994 0.46465 4.9768 4.646535 MAX 0.49768 -0.011072 0.46627 4.9768 4.662736 MAX 0.49768 -0.0065935 0.4691 4.9768 4.69137 MAX 0.54995 -0.019732 0.46182 5.4995 4.618238 MAX 0.54995 -0.01898 0.46465 5.4995 4.646539 MAX 0.54995 -0.01683 0.46627 5.4995 4.662740 MAX 0.54995 -0.018137 0.4691 5.4995 4.69141 MAX 0.57983 -0.020839 0.46182 5.7983 4.618242 MAX 0.57983 -0.023977 0.4691 5.7983 4.69143 MAX 0.65451 -0.031855 0.46182 6.5451 4.618244 MAX 0.65451 -0.037886 0.4691 6.5451 4.69145 MAX 0.7293 -0.030099 0.46182 7.293 4.618246 MAX 0.7293 -0.037287 0.4691 7.293 4.69147 MAX 0.7968 -0.016778 0.46182 7.968 4.618248 MAX 0.7968 -0.018733 0.46465 7.968 4.646549 MAX 0.7968 -0.018851 0.46627 7.968 4.662750 MAX 0.7968 -0.020144 0.4691 7.968 4.69151 MAX 0.7293 -0.028904 0.46465 7.293 4.646552 MAX 0.7293 -0.029047 0.46627 7.293 4.662753 MAX 0.65451 -0.030555 0.46465 6.5451 4.646554 MAX 0.65451 -0.030695 0.46627 6.5451 4.662755 MAX 0.57983 -0.021079 0.46465 5.7983 4.646556 MAX 0.57983 -0.021065 0.46627 5.7983 4.6627

MaX 7.968 4.691

Flr No. Comb Dx Dy Dz Dx Dzcm cm mm mm

2 57 MAX 0.96416 -0.0079669 0.85596 9.6416 8.559658 MAX 0.96416 -0.012564 0.86419 9.6416 8.6419

59 MAX 0.96416 -0.020771 0.87711 9.6416 8.771160 MAX 0.96416 -0.013322 0.86888 9.6416 8.688861 MAX 1.0336 -0.02934 0.85596 10.336 8.559662 MAX 1.0336 -0.02146 0.86419 10.336 8.641963 MAX 1.0336 -0.013432 0.86888 10.336 8.688864 MAX 1.0336 -0.16346 0.87711 10.336 8.771165 MAX 1.1308 -0.033185 0.85596 11.308 8.559666 MAX 1.1308 -0.029582 0.86419 11.308 8.641967 MAX 1.1308 -0.025081 0.86888 11.308 8.688868 MAX 1.1308 -0.031294 0.87711 11.308 8.771169 MAX 1.1863 -0.032857 0.85596 11.863 8.559670 MAX 1.1863 -0.039437 0.87711 11.863 8.771171 MAX 1.3252 -0.049337 0.85596 13.252 8.559672 MAX 1.3252 -0.061411 0.87711 13.252 8.771173 MAX 1.464 -0.04673 0.85596 14.64 8.559674 MAX 1.464 -0.061176 0.87711 14.64 8.771175 MAX 1.589 -0.026367 0.85596 15.89 8.559676 MAX 1.589 -0.028126 0.86419 15.89 8.641977 MAX 1.589 -0.028322 0.86888 15.89 8.688878 MAX 1.589 -0.033059 0.87711 15.89 8.771179 MAX 1.464 -0.040821 0.86419 14.64 8.641980 MAX 1.464 -0.041067 0.86888 14.64 8.688881 MAX 1.3252 -0.043164 0.86419 13.252 8.641982 MAX 1.3252 -0.04339 0.86888 13.252 8.688883 MAX 1.1863 -0.030398 0.86419 11.863 8.641984 MAX 1.1863 -0.030478 0.86888 11.863 8.6888

MaX 15.89 8.7711

Flr No. Comb Dx Dy Dz Dx Dzcm cm mm mm

3 85 MAX 1.1815 -0.0092129 0.9765 11.815 9.76586 MAX 1.1815 -0.013862 0.9855 11.815 9.85587 MAX 1.1815 -0.022274 0.99965 11.815 9.996588 MAX 1.1815 -0.014753 0.99065 11.815 9.906589 MAX 1.2584 -0.030609 0.9765 12.584 9.76590 MAX 1.2584 0 0.9855 12.584 9.85591 MAX 1.2584 0 0.99065 12.584 9.906592 MAX 1.2584 -0.072285 0.99965 12.584 9.996593 MAX 1.3662 -0.034543 0.9765 13.662 9.76594 MAX 1.3662 -0.03055 0.9855 13.662 9.85595 MAX 1.3662 -0.0263 0.99065 13.662 9.906596 MAX 1.3662 -0.03329 0.99965 13.662 9.996597 MAX 1.4277 -0.034233 0.9765 14.277 9.76598 MAX 1.4277 -0.040566 0.99965 14.277 9.996599 MAX 1.5816 -0.051268 0.9765 15.816 9.765

100 MAX 1.5816 -0.063349 0.99965 15.816 9.9965101 MAX 1.7356 -0.04856 0.9765 17.356 9.765102 MAX 1.7356 -0.062972 0.99965 17.356 9.9965

103 MAX 1.8741 -0.027604 0.9765 18.741 9.765104 MAX 1.8741 -0.029126 0.9855 18.741 9.855105 MAX 1.8741 -0.029359 0.99065 18.741 9.9065106 MAX 1.8741 -0.034303 0.99965 18.741 9.9965107 MAX 1.7356 0 0.9855 17.356 9.855108 MAX 1.7356 0 0.99065 17.356 9.9065109 MAX 1.5816 0 0.9855 15.816 9.855110 MAX 1.5816 0 0.99065 15.816 9.9065111 MAX 1.4277 0 0.9855 14.277 9.855112 MAX 1.4277 0 0.99065 14.277 9.9065

MaX 18.741 9.9965

Lantai dx dy1 7.97 4.692 15.89 8.773 18.74 10.00

Cek Dengan Rumus Rayleight g = 9810 mm/det2Sisi dx (lebar)

Lantai Wx d Wx.d Fx g.Fx.d1 280.044 7.97 17779.72 11.93 932758.12 1498.197 15.89 378282.91 45.60 71081773 1682.682 18.74 591000.12 23.90 4394070

987062.75 12435005

T1 Sisi X 1.77 detik

Sisi dx (lebar)Lantai Wx d Wx.d Fx g.Fx.d

1 280.044 4.69 6162.5029 11.93 549142.62 1498.197 8.77 115259.58 45.60 39236333 1682.682 10.00 168150.43 23.90 2343809

289572.52 6816585

T1 Sisi y 1.30 detik

Hitung Ulang Nilai Ctnya

Untuk T1 < Tc C = Am Ct = 0.2

Untuk T1 >Tc C = Ar . T Ct = 0.2 TAr = Am. Tc

PakaiT1x > Tc 1.77 detik Ct = 0.354 detik 0.2 77 %

T1y > Tc 1.3 Detik Ct = 0.26 detik 0.2 30 %