Cálculo da carga por andarPeso coluna metro 6.8 km

Dados do Perfilb h Carga

Viga 0.8 0.1 Morta 1 KN/m2 No PavimentoColuna 0.2 0.2 Viva 1.5 KN/m2

Morta 0 KN/m2 No telhadoChapa gross 1 Viva 0 KN/m2

Placa cimen 0.3 KN/m3 30.59149 kgf/m²0.009807

1° andar H abaixo : 2.9 m H acima : 3 m

Peso das colunas no piso 1:H1 = 2.9 m'N° colunas= 15 vãoWk1 = 0.522 KN 53.22918 kgf 101.9716

Peso das vigas no piso 1Compimento 15.75 m Total : 47.25 mN comprime 3 vãoLargura 5.75 mN Largura 5 vão Total : 28.75Wb1 : 1.824 KN 185.9962 kgf

Peso da Placa de piso Área: 90.5625 m2 Verificar % 17.56% Ok ainda estáticaVácuo 15.9 m2Wp1 22.39875 KN 2284.036 kgf

Peso CarregamentoWdl1 : 74.6625 KN 7613.455 kgfWll1 : 33.59812 KN 3426.055 kgf

Total de Cargas :

W1 = 133.0054 KN 13562.77 kgf

Piso 2 H abaixo : 2.9 m H acima : 3 m

Peso das colunas no Piso 2:H1 = 3 m'N colunas= 15 vãoWk2 = 0.54 KN

Peso das vigas no Piso 2Compriment 15.75 m Total : 47.25 mN comprime 3 vãoLargura 5.75 mN Largura 5 vão Total : 25.25Wb2 : 1.74 KN

Peso do Placa de piso 2Área: 90.5625 m2 Verificar 27.49% Ok ainda estática- Vácuo 24.9 m2Wp2 19.69875 KN

Berat PembebananWdl2 : 65.6625 KNWll3 : 29.54812 KN

Total Beban :W2 = 117.1894 KN

Lantai 3 H bawah : 2.9 m H atas : 3 m

Berat Kolom Lantai 3H1 = 3 m'N kolom= 12 BuahWk3 = 0.432 KN

Berat Balok Lantai 3Panjang : 22.65 m Total : 45.3 mN panjang 2 buahLebar 9 mN Lebar 3 Buah Total : 27Wb3 : 1.7352 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 = 2.1672 KN

Cálculo de peso da Estrutura

PisoAltura Peso Wx Wx. Hx

(m) (KN) KN.m3 9 2.1672 19.50482 6 117.1894 703.13621 3 133.0054 399.0161

Total 252.3619 1121.657

Calculando o período natural

Para T1 < Tc C = Am Ct = 0.4

Para T1 >Tc C = Ar . T Ct = 0.4 TAr = Am. Tc

Usando a fórmula empírica antecipadamente

T = 0.38 seguro < Tc

Use Ct = 0.4 seguro

Base de cálculo de cisalhamento

C = 0.4 seguroI = 1R = 8.5Wt = 252.3619 KNVB = 11.87586 KN

Com S-W ou E -W

Cálculo da força lateral equivalente

PisoAltura Peso Wx Wx. Hx FX V x

(m) (KN) KN.m (KN) (KN)3 9 2.1672 19.5048 0.21 0.212 6 117.1894 703.1362 7.44 7.651 3 133.0054 399.0161 4.22 11.88

Total 252.3619 1121.657

Confira a relação de L / h1. Largura 1.565217 < 3 Nenhuma correção de necessidade no telhado2. Compr. 0.571429 < 3 Nenhuma correção de necessidade no telhado

Contar o número de nós

Lado larguraNós : 3 Nó

PisoFX FX Nó

(KN) (KN)3 0.21 0.072 7.44 2.481 4.22 1.41

Total

Lado comprimentoNós : 5 Nó

PisoFX FX Nó

(KN) (KN)3 0.21 0.042 7.44 1.491 4.22 0.60 (Para 5)

Total

Verifique T1 novamente para igualar o tempo

Projeto : Projeto Mezanino de lojas

Opção: Max / Min de toda combinação de carga

DESLOCAMENTOS NODAIS

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 2.1672 7.97 137.59341 0.21 16142.272 117.1894 15.89 29589.391 7.44 11604793 133.0054 18.74 46714.824 4.22 776706.6

76441.808 1953328

T1 Sisi X 1.25 detik

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

1 2.1672 4.69 47.690278 0.21 9503.4382 117.1894 8.77 9015.6359 7.44 640571.13 133.0054 10.00 13291.229 4.22 414297.4

22354.555 1064372

T1 Sisi y 0.91 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 %