calculo laje e viga

Seção VigaBase 12 cmAltura cmcomp cmfck 20 Mpa *1000=Kn/m²carga kn x 10 = Mpaarea 396 cm² Valores Usuais de Desvio Padrão Sdfcj - rompimento do concreto 0 Sd 4 Controle Rigoroso

Sd 5.5 Controle Médiofck #DIV/0! Resistência caracteristica do concreto Sd 7.00 Controle Fraco

Sd #DIV/0! Desvio Padrão fcm resistência médiafci resistência individual

fcd 14,285.71 Resistência de cálculo do concreto n numero de exemplaresϒc 1.4 coeficiente de majoração

Tração no concretofct,m #DIV/0! x1fctk,inf #DIV/0! x2fctk,sup #DIV/0!

Eci #DIV/0!

d 29Dominio x X3 <= 0.48 menor valor entre x' e x" >>> x' 0.013814Dominio 2 X2 7.51 x" 2.651627Dominio 3 0.48210 melhor opção de CalculoDominio 4 x34 = 0.48 concreto rompe sem avisarx34 CA50 18.212Momento MáximoMd 45361.3089Z 28.8071619As 1.36368866

Valores Usuais de Desvio Padrão Sd Caracteristica do açoControle RigorosoControle Médio Aço fyk (Mpa) fyd (Mpa) Eyd (%)Controle Fraco CA - 25 250 217.39 0.10

CA - 50 500 434.78 0.21resistência média CA - 60 600 521.74 0.25resistência individualnumero de exemplares ES (MPA) 210000 módulo de elasticidadecoeficiente de majoração ϒc 1.15 para o aço na estrutura de concreto

peso concreto 2400 kgf/m³peso concreto armado 2500 kgf/m³

q 0peso próprio carga permanentecarga acidentalcarga de uso

N Força Normal NkNd 0

M Momento na Seção Mk 12.2Md 17.08

V Força Cortante VkVd 0

Caso 1 Caso 2 Caso 3 Caso 4


NBR 6123/80

Laje caso lx (m) ly (m) Area (m²) Fck (Mpa) Revest (KN/m²)

Laje 1 4.00 5.40 6.85 36.99 30.00 0.24Laje 2 4.00 5.40 6.60 35.64 30.00 0.24Laje 3 4.00 1.53 2.15 3.29 30.00 0.24Laje 4 3.00 3.23 3.32 10.72 30.00 0.24Laje 5 5.00 6.35 7.65 48.58 30.00 0.24Laje 6 8.00 2.15 6.35 13.65 30.00 0.24Laje 7 8.00 3.35 6.35 21.27 30.00 0.24Laje 8 7.00 3.33 5.05 16.79 30.00 0.24Laje 9 4.00 3.33 5.05 16.79 20.00 0.24

Recalculando Cargas

Laje Total

Laje 1 0.09 2.25 0.36 0.24 3.00 5.85Laje 2 2.25 0.36 0.24 3.00 5.85Laje 3 2.25 0.36 0.24 3.00 5.85Laje 4 2.25 0.36 0.24 3.00 5.85Laje 5 2.25 0.36 0.24 3.00 5.85Laje 6 2.25 0.36 0.24 3.00 5.85Laje 7 2.25 0.36 0.24 3.00 5.85Laje 8 2.25 0.36 0.24 3.00 5.85Laje 9 2.25 0.36 0.24 3.00 5.85

Recalculando Cargas

Laje


h adotado

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

h adotado

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

Carga Total KN/m²

G9

Raquel Rodrigues de Almeida: Piso Ceramico

Calculando Armadura das lajes

Mínimos a serem Adotados

Laje d (m) As min cm²

Laje 1 0.11 0.07 14 0.17 1.90 0.41Laje 2 0.11 0.07 14 0.17 1.90 0.41Laje 3 0.11 0.07 14 0.17 1.90 0.41Laje 4 0.11 0.07 14 0.17 1.90 0.41Laje 5 0.11 0.07 14 0.17 1.90 0.41Laje 6 0.11 0.07 14 0.17 1.90 0.41Laje 7 0.11 0.07 14 0.17 1.90 0.41Laje 8 0.11 0.07 14 0.17 1.90 0.41Laje 9 0.11 0.07 14 0.17 1.90 0.41

Reações de Apoio

Laje Lx qx KN/m qy KN/m

Laje 1 5.40 9.18 2.20 10.91 1.83 9.07Laje 2 5.40 9.18 2.14 10.61 1.83 9.07Laje 3 1.53 9.18 2.35 3.30 1.83 2.57Laje 4 3.23 9.18 2.38 7.06 1.83 5.43Laje 5 6.35 9.18 1.73 10.08 0.00 0.00Laje 6 2.15 9.18 0.00 0.00 1.44 2.84Laje 7 3.35 9.18 0.00 1.44 4.43Laje 8 3.33 9.18 2.11 6.44 0 0.00Laje 9 3.33 9.18 2.44 7.45 1.83 5.59

h (m) adotado

ø max a ser utilizado (mm) p NBR 6118

Espaçamento Min entre barras "S"

(m)

Carga Total KN/m²

KxTab. 7.8 e 7.9

KyTab. 7.8 e 7.9

E48

RAQUEL: 20 a 25 Mpa = 0,15

F48

RAQUEL: h em centimetros

C72

Patricia: carga laje + parede + peso proprio viga

Viga L (m) P.P /m Momento VA VB

V1 3.00 0.00 0.00 0.00V2 2,15 2.18 3.00 #VALUE! #VALUE! #VALUE!V3 3.00 0.00 0.00 0.00V4 3.00 0.00 0.00 0.00V5 3.23 1.24 3.00 5.53 6.85 6.85V6 3.00 0.00 0.00 0.00V7 3.00 0.00 0.00 0.00V8 3.00 0.00 0.00 0.00V9 3.00 0.00 0.00 0.00V10 3.00 0.00 0.00 0.00V11 3.00 0.00 0.00 0.00V12 3.00 0.00 0.00 0.00V13 5.40 5.21 3.00 29.93 22.17 22.17V14 3.00 0.00 0.00 0.00V15 3.33 7.40 3.00 14.37 17.29 17.29V16 3.00 0.00 0.00 0.00V17 3.00 0.00 0.00 0.00V18 3.00 0.00 0.00 0.00V19 3.00 0.00 0.00 0.00V20 3.00 0.00 0.00 0.00V21 3.00 0.00 0.00 0.00V22 3.00 0.00 0.00 0.00V23 3.00 0.00 0.00 0.00V24 3.00 0.00 0.00 0.00V25 3.00 0.00 0.00 0.00V26 3.00 0.00 0.00 0.00

Carga Laje Kn/m

Caso 5LY

LX

Diamentro (m) SC (KN) ϒ d (m)

0.025 0.01 3.00 1.27 1.70 25.00 0.130.025 0.01 3.00 1.22 1.72 25.00 0.130.025 0.01 3.00 1.41 1.64 25.00 0.040.025 0.01 3.00 1.03 1.69 25.00 0.080.025 0.01 3.00 1.20 1.76 25.00 0.140.025 0.01 3.00 2.95 1.32 25.00 0.070.025 0.01 3.00 1.90 1.73 25.00 0.080.025 0.01 3.00 1.52 1.70 25.00 0.080.025 0.01 3.00 1.52 1.60 25.00 0.08

h adotado

Tab. 7.3 / 7.4 e 7.5

mx my Xx μ'y

3.96 6.76 2.74 4.67 9.03 15.40 7.723.76 6.41 2.79 4.76 8.69 14.82 7.634.51 0.62 2.60 0.36 9.63 1.32 7.944.19 2.56 2.84 1.73 8.91 5.44 0.003.38 7.97 3.70 8.73 0.00 0.00 8.654.18 1.13 1.09 0.29 8.33 2.25 5.644.10 2.69 1.14 0.75 8.42 5.53 5.564.32 2.79 2.63 1.70 9.44 6.11 7.914.81 3.11 2.47 1.60 10.62 6.87 8.06

máx 7.97 máx 8.73 máx 15.40

Tab. 7.3 Tab. 7.4 Tab. 7.5 Tab. 7.5

mx my Xx μ'y

3.96 7.33 2.74 5.07 9.03 16.72 7.723.76 6.96 2.79 5.17 8.69 16.09 7.634.51 0.67 2.60 0.39 9.63 1.43 7.944.19 2.78 2.84 1.88 8.91 5.90 0.003.38 8.65 3.70 9.47 0.00 0.00 8.654.18 1.23 1.09 0.32 8.33 2.45 5.644.10 2.92 1.14 0.81 8.42 6.00 5.564.32 3.03 2.63 1.85 9.44 6.63 7.914.81 3.38 2.47 1.73 10.62 7.46 8.06

máx 8.65 máx 9.47 máx 16.72

Cobrimento (m)

Ψ2 Tab.7.6

Ψ3 Tab.7.7

μ x μ y μ'x

μ x μ y μ'x


Direção X

x' (m) x" (m) Z (cm) Aço CA As cm²/m S

0.164 0.011 6.57 50.00 3.59 0.22 3.590.165 0.010 6.59 50.00 3.40 0.23 3.400.174 0.001 6.96 50.00 0.31 2.53 1.900.171 0.004 6.84 50.00 1.31 0.60 1.900.162 0.013 6.49 50.00 4.30 0.18 4.300.173 0.002 6.93 50.00 0.57 1.38 1.900.171 0.004 6.84 50.00 1.38 0.57 1.900.171 0.004 6.83 50.00 1.43 0.55 1.900.168 0.007 6.71 50.00 1.62 0.48 1.90

Direção Xx


0.148 0.027 5.91 50.00 9.10 0.09 9.100.149 0.026 5.96 50.00 8.69 0.09 8.690.173 0.002 6.92 50.00 0.67 1.18 1.900.166 0.009 6.66 50.00 2.85 0.28 2.850.175 0.000 7.00 50.00 0.00 #DIV/0! 1.900.172 0.003 6.86 50.00 1.15 0.68 1.900.166 0.009 6.65 50.00 2.90 0.27 2.900.165 0.010 6.61 50.00 3.23 0.24 3.230.158 0.017 6.32 50.00 3.80 0.21 3.80

Reações de Apoio

q' x KN/m q' y KN/m caso

3.80 18.84 3.17 15.71 4.003.70 18.34 3.17 15.71 4.004.08 5.73 3.17 4.45 4.004.13 12.25 0.00 0.00 3.000.00 0.00 3.92 22.85 5.005.00 9.87 2.50 4.93 8.003.96 12.18 2.50 7.69 8.003.66 11.17 3.17 9.68 7.004.23 12.91 3.17 9.68 4.00

Armadura Considerada

cm²/m


cm²/m

k'xTab. 7.8 e 7.9

k' yTab. 7.8 e 7.9

Cargas Limite de Flecha

h (m) Total

0.17 3.26 0.36 0.24 3.00 6.86 2.160.17 3.26 0.36 0.24 3.00 6.86 2.160.08 3.26 0.36 0.24 3.00 6.86 0.610.12 3.26 0.36 0.24 3.00 6.86 1.290.18 3.26 0.36 0.24 3.00 6.86 2.540.11 3.26 0.36 0.24 3.00 6.86 0.860.12 3.26 0.36 0.24 3.00 6.86 1.340.12 3.26 0.36 0.24 3.00 6.86 1.330.12 3.26 0.36 0.24 3.00 6.86 1.330.13 max

2.54000Tab. 7.3 / 7.4 e 7.5 min 7 cm

Xy d (cm) X 34 (cm) d min (cm)

13.17 4.09 2.51 6.46 7.00 11.0013.021.090.00

20.401.533.655.125.21

máx 20.40

Xy d min X 34 d min ok (min 7cm)

14.29 4.11 2.58 6.73 7.00 11.0014.131.180.00

22.151.663.965.555.66

máx 22.15

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

Carga Total (cm)

d min considerado

novo h adotado cm

d min cm Cosiderado

novo h adotado cm


Direção X Direção y


0.22 0.168 0.007 6.71 50.00 2.43 0.320.23 0.168 0.007 6.70 50.00 2.48 0.320.41 0.174 0.001 6.98 50.00 0.18 4.400.41 0.172 0.003 6.90 50.00 0.88 0.890.18 0.161 0.014 6.43 50.00 4.74 0.170.41 0.175 0.000 6.98 50.00 0.15 5.320.41 0.174 0.001 6.96 50.00 0.38 2.090.41 0.172 0.003 6.90 50.00 0.86 0.910.41 0.171 0.004 6.85 50.00 0.81 0.96

Direção Xx Direção Xy


0.09 0.152 0.023 6.10 50.00 7.55 0.100.09 0.153 0.022 6.11 50.00 7.44 0.110.41 0.173 0.002 6.93 50.00 0.55 1.430.28 0.175 0.000 7.00 50.00 0.00 #DIV/0!

#DIV/0! 0.136 0.039 5.43 50.00 13.13 0.060.41 0.173 0.002 6.91 50.00 0.77 1.020.27 0.169 0.006 6.78 50.00 1.88 0.420.24 0.167 0.008 6.68 50.00 2.68 0.290.21 0.162 0.013 6.50 50.00 2.80 0.28

Espaçamento Considerado (m)


Limite de Flecha

α Tab.7.2 E (KN/m²)

1.54 3.55 26,071,593.74 0.00357 0.00156 0.09 0.091.54 3.34 26,071,593.74 0.00336 0.001470.44 4.08 26,071,593.74 0.00003 0.000010.92 3.42 26,071,593.74 0.00044 0.000191.81 3.67 26,071,593.74 0.00706 0.003090.61 3.07 26,071,593.74 0.00008 0.000030.96 2.87 26,071,593.74 0.00043 0.000190.95 3.91 26,071,593.74 0.00057 0.000250.95 4.38 21,287,367.15 0.00078 0.00034max max max

1.81429 0.00706 0.00309

Carga (cm) Acidental Flecha Total

(m)Flecha Parcial

(m)Recalculando altura h (m)

h adotado

AA8

RAQUEL: h = (carga total * Lx^4 correspondente a linha da flecha maior "coluna y" * α "coluna w) dividido por E * valor da flecha maior em metro * 100


Direção y

2.43 0.322.48 0.321.90 0.411.90 0.414.74 0.171.90 0.411.90 0.411.90 0.411.90 0.41

Direção Xy

7.55 0.107.44 0.111.90 0.411.90 #DIV/0!

13.13 0.061.90 0.411.90 0.412.68 0.292.80 0.28


cm²/mEspaçamento

Considerado (m)


cm²/mEspaçamento

Considerado (m)



NBR 6123/80

Laje caso lx (m) ly (m) Area (m²) Fck (Mpa) Revest (KN/m²)

Laje 1 4.00 5.40 6.85 36.99 30.00 0.24Laje 2 3.00 5.40 6.60 35.64 30.00 0.24Laje 3 4.00 2.15 5.40 11.61 30.00 0.24Laje 4 3.00 6.35 7.65 48.58 30.00 0.24Laje 5 8.00 2.15 6.35 13.65 30.00 0.24Laje 6 4.00 3.35 6.35 21.27 30.00 0.24

Recalculando Cargas

Laje Total

Laje 1 0.09 2.25 0.36 0.24 3.00 5.85Laje 2 2.25 0.36 0.24 3.00 5.85Laje 3 2.25 0.36 0.24 3.00 5.85Laje 4 2.25 0.36 0.24 3.00 5.85Laje 5 2.25 0.36 0.24 3.00 5.85Laje 6 2.25 0.36 0.24 3.00 5.85

Recalculando Cargas

Laje

Laje 1 11.00 2.75 0.36 0.24 3.00 6.35Laje 2 2.75 0.36 0.24 3.00 6.35Laje 3 2.75 0.36 0.24 3.00 6.35Laje 4 2.75 0.36 0.24 3.00 6.35Laje 5 2.75 0.36 0.24 3.00 6.35Laje 6 2.75 0.36 0.24 3.00 6.35

h adotado

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

h adotado

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

Carga Total KN/m²

G9





Laje 1 0.12 0.08 15 0.17 2.08 0.38Laje 2 0.12 0.08 15 0.17 2.08 0.38Laje 3 0.12 0.08 15 0.17 2.08 0.38Laje 4 0.12 0.08 15 0.17 2.08 0.38Laje 5 0.12 0.08 15 0.17 2.08 0.38Laje 6 0.12 0.08 15 0.17 2.08 0.38

Reações de Apoio


Laje 1 5.40 9.18 2.25 11.15 1.83 9.07Laje 2 5.40 9.18 2.59 12.84 1.83 9.07Laje 3 2.15 9.18 3.66 7.22 1.83 3.61Laje 4 6.35 9.18 2.54 14.81 1.83 10.67Laje 5 2.15 9.18 0.00 0.00 1.44 2.84Laje 6 3.35 9.18 2.79 8.58 1.83 5.63

h (m) adotado



(m)

Carga Total KN/m²

KxTab. 7.8 e 7.9

KyTab. 7.8 e 7.9

E48

RAQUEL: 20 a 25 Mpa = 0,15

F48


C72

Patricia: carga laje + peso proprio + parede



Carga Laje Kn/m

Caso 5LY

LX

Diamentro (m) SC (KN) ϒ d (m)

0.025 0.01 3.00 1.27 1.68 25.00 0.130.025 0.01 3.00 1.22 1.63 25.00 0.130.025 0.01 3.00 2.51 1.64 25.00 0.050.025 0.01 3.00 1.20 1.64 25.00 0.150.025 0.01 3.00 2.95 1.70 25.00 0.050.025 0.01 3.00 1.90 1.44 25.00 0.09

h adotado

Tab. 7.3 / 7.4 e 7.5

mx my Xx μ'y

4.16 7.10 2.69 4.59 9.37 15.98 7.815.03 8.58 2.51 4.28 10.22 17.43 0.004.51 1.22 2.60 0.70 9.93 2.69 7.944.85 11.44 2.51 5.92 10.22 24.11 0.004.18 1.13 1.09 0.29 8.33 2.25 5.645.60 3.68 1.93 1.27 11.67 7.66 8.18

máx 11.44 máx 5.92 máx 24.11

Tab. 7.3 Tab. 7.4 Tab. 7.5 Tab. 7.5

mx my Xx μ'y

4.16 7.70 2.69 4.98 9.37 17.35 7.815.03 9.31 2.51 4.65 10.22 18.92 0.004.51 1.32 2.60 0.76 9.93 2.91 7.944.85 12.42 2.51 6.43 10.22 26.17 0.004.18 1.23 1.09 0.32 8.33 2.45 5.645.60 3.99 1.93 1.38 11.67 8.32 8.18

máx 12.42 máx 6.43 máx 26.17

Cobrimento (m)

Ψ2 Tab.7.6

Ψ3 Tab.7.7

μ x μ y μ'x

μ x μ y μ'x


Direção X


0.190 0.010 7.61 50.00 3.26 0.24 3.260.188 0.012 7.52 50.00 3.99 0.20 3.990.198 0.002 7.94 50.00 0.54 1.46 2.080.184 0.016 7.35 50.00 5.44 0.14 5.440.199 0.001 7.94 50.00 0.50 1.58 2.080.195 0.005 7.80 50.00 1.65 0.48 2.08

Direção Xx


0.176 0.024 7.05 50.00 7.92 0.10 7.920.174 0.026 6.95 50.00 8.76 0.09 8.760.196 0.004 7.86 50.00 1.19 0.66 2.080.161 0.039 6.44 50.00 13.09 0.06 13.090.197 0.003 7.88 50.00 1.00 0.79 2.080.189 0.011 7.58 50.00 3.53 0.22 3.53

Reações de Apoio


3.90 19.33 3.17 15.71 4.004.48 22.21 0.00 0.00 3.006.33 12.49 3.17 6.26 4.004.41 25.71 0.00 0.00 3.005.00 9.87 2.50 4.93 8.004.67 14.36 3.17 9.75 4.00

0.000.000.00


cm²/m


cm²/m

k'xTab. 7.8 e 7.9

k' yTab. 7.8 e 7.9


h (m) Total

0.17 4.26 0.36 0.24 3.00 7.86 2.160.17 4.26 0.36 0.24 3.00 7.86 2.160.09 4.26 0.36 0.24 3.00 7.86 0.860.19 4.26 0.36 0.24 3.00 7.86 2.540.09 4.26 0.36 0.24 3.00 7.86 0.860.13 4.26 0.36 0.24 3.00 7.86 1.34

0.17 max2.54000

Tab. 7.3 / 7.4 e 7.5 min 7 cm


13.32 4.09 2.51 7.02 7.00 11.000.002.150.001.535.37

máx 13.32


14.46 4.11 2.58 7.31 8.00 12.000.002.330.001.665.83

máx 14.46

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

Carga Total (cm)

d min considerado

novo h adotado cm

d min cm Cosiderado

novo h adotado cm




0.24 0.194 0.006 7.75 50.00 2.07 0.380.20 0.194 0.006 7.77 50.00 1.93 0.410.38 0.199 0.001 7.96 50.00 0.31 2.540.14 0.192 0.008 7.68 50.00 2.70 0.290.38 0.200 0.000 7.98 50.00 0.13 6.080.38 0.198 0.002 7.93 50.00 0.56 1.41



0.10 0.181 0.019 7.23 50.00 6.44 0.120.09 0.200 0.000 8.00 50.00 0.00 #DIV/0!0.38 0.197 0.003 7.89 50.00 0.95 0.820.06 0.200 0.000 8.00 50.00 0.00 #DIV/0!0.38 0.198 0.002 7.92 50.00 0.67 1.170.22 0.193 0.007 7.71 50.00 2.43 0.32



Limite de Flecha


1.54 3.73 26,071,593.74 0.00193 0.00074 0.09 0.091.54 4.18 26,071,593.74 0.00217 0.000830.61 4.08 26,071,593.74 0.00005 0.000021.81 4.02 26,071,593.74 0.00398 0.001520.61 3.07 26,071,593.74 0.00004 0.000020.96 5.23 26,071,593.74 0.00040 0.00015

max max max1.81429 0.00398 0.00152


(m)Flecha Parcial


h adotado

AA8



Direção y

2.08 0.382.08 0.382.08 0.382.70 0.292.08 0.382.08 0.38

Direção Xy

6.44 0.122.08 #DIV/0!2.08 0.382.08 #DIV/0!2.08 0.382.43 0.32


cm²/mEspaçamento

Considerado (m)


cm²/mEspaçamento

Considerado (m)



NBR 6123/80

Laje caso lx (m) ly (m) Area (m²) Fck (Mpa)

Laje 1 4.00 2.15 5.40 11.61 30.00 0.02Laje 2 7.00 5.40 6.85 36.99 30.00 0.02Laje 3 2.00 5.40 6.60 35.64 30.00 0.02Laje 4 4.00 3.23 3.33 10.74 30.00 0.02Laje 5 5.00 6.35 7.65 48.58 30.00 0.02Laje 6 8.00 2.15 6.35 13.65 30.00 0.02Laje 7 4.00 3.35 6.35 21.27 30.00 0.02Laje 8 4.00 3.03 3.23 9.77 30.00 0.02Laje 9 1.00 2.15 6.35 13.65 30.00 0.02

Recalculando Cargas

Laje Total


Recalculando Cargas

Laje


Impermeab. (KN/m²)

h adotado

PP (G1) KN/m²

Contra (g2) KN/m²

Imp. (g2) KN/m²

q - Sc acid KN/m²

h adotado

PP (G1) KN/m²

Contra (g2) KN/m²

Piso (g2) KN/m²

q - Sc acid KN/m²

Carga Total KN/m²

G9





Laje 1 0.11 0.07 14 0.17 1.90 0.41Laje 2 0.11 0.07 14 0.17 1.90 0.41Laje 3 0.11 0.07 14 0.17 1.90 0.41Laje 4 0.11 0.07 14 0.17 1.90 0.41Laje 5 0.11 0.07 14 0.17 1.90 0.41Laje 6 0.11 0.07 14 0.17 1.90 0.41Laje 7 0.11 0.07 14 0.17 1.90 0.41Laje 8 0.11 0.07 14 0.17 1.90 0.41Laje 9 0.11 0.07 14 0.17 1.90 0.41

Reações de Apoio


Laje 1 2.15 8.93 3.66 7.03 1.83 3.51Laje 2 5.40 8.93 1.88 9.07 0.00Laje 3 5.40 8.93 2.20 10.61 2.46 11.86Laje 4 3.23 8.93 1.83 5.28 1.83 5.28Laje 5 6.35 8.93 1.73 9.81 0.00Laje 6 2.15 9.66 0.00 1.44 2.99Laje 7 3.35 8.93 2.70 8.08 1.83 5.47Laje 8 3.03 8.93 2.00 5.40 1.83 4.94Laje 9 2.15 5.93 5.00 6.37 2.50 3.19

h (m) adotado



(m)

Carga Total KN/m²

KxTab. 7.8 e 7.9

KyTab. 7.8 e 7.9

E48

RAQUEL: 20 a 25 Mpa = 0,15

F48




Carga Laje Kn/m

Caso 5LY

LX

Diametro (m) SC (KN) ϒ d (m)

0.025 0.01 3.00 2.51 1.40 25.00 0.060.025 0.01 3.00 1.27 1.85 25.00 0.120.025 0.01 3.00 1.22 1.58 25.00 0.140.025 0.01 3.00 1.03 1.78 25.00 0.070.025 0.01 3.00 1.20 1.76 25.00 0.140.025 0.01 3.73 2.95 1.70 25.00 0.050.025 0.01 3.00 1.90 1.44 25.00 0.090.025 0.01 3.00 1.07 1.78 25.00 0.070.025 0.01 0.00 2.95 1.10 25.00 0.08

h adotado

Tab. 7.3 / 7.4 e 7.5

mx my Xx μ'y

7.06 1.84 1.95 0.51 12.50 3.25 8.203.56 5.84 2.77 4.55 8.59 14.10 7.514.51 7.40 4.05 6.65 0.00 9.882.81 1.65 2.81 1.65 6.99 4.11 6.993.38 7.67 3.70 8.40 0.00 8.654.18 1.23 1.09 0.32 8.33 2.45 5.645.60 3.54 1.93 1.22 11.67 7.37 8.183.30 1.70 2.81 1.45 7.87 4.05 7.36

12.57 1.53 3.77 0.46 0.00 0.00 0.00máx 7.67 máx 8.40 máx 14.10

Tab. 7.3 Tab. 7.4 Tab. 7.5 Tab. 7.5

mx my Xx μ'y

7.06 2.00 1.95 0.55 12.50 3.54 8.203.56 6.36 2.77 4.95 8.59 15.35 7.514.51 8.06 4.05 7.24 0.00 0.00 9.882.81 1.80 2.81 1.80 6.99 4.47 6.993.38 8.35 3.70 9.15 0.00 0.00 8.654.18 1.33 1.09 0.35 8.33 2.64 5.645.60 3.85 1.93 1.33 11.67 8.03 8.183.30 1.85 2.81 1.58 7.87 4.41 7.36

12.57 1.82 3.77 0.55 0.00 0.00 0.00máx 8.35 máx 9.15 máx 15.35

Cobrimento (m)

Ψ2 Tab.7.6

Ψ3 Tab.7.7

μ x μ y μ'x

μ x μ y μ'x


Direção X


0.172 0.003 6.89 50.00 0.94 0.84 1.900.166 0.009 6.63 50.00 3.09 0.25 3.090.163 0.012 6.53 50.00 3.98 0.20 3.980.172 0.003 6.90 50.00 0.84 0.94 1.900.163 0.012 6.51 50.00 4.13 0.19 4.130.173 0.002 6.93 50.00 0.62 1.27 1.900.170 0.005 6.78 50.00 1.83 0.43 1.900.172 0.003 6.90 50.00 0.86 0.91 1.900.172 0.003 6.90 51.00 0.83 0.94 1.90

Direção Xx


0.170 0.005 6.80 50.00 1.68 0.47 1.900.150 0.025 6.02 50.00 8.21 0.10 8.210.175 0.000 7.00 50.00 0.00 #DIV/0! 1.900.169 0.006 6.75 50.00 2.13 0.37 2.130.175 0.000 7.00 50.00 0.00 #DIV/0! 1.900.171 0.004 6.85 50.00 1.24 0.63 1.900.163 0.012 6.53 50.00 3.96 0.20 3.960.169 0.006 6.75 50.00 2.11 0.37 2.110.175 0.000 7.00 51.00 0.00 #DIV/0! 1.90

Reações de Apoio


6.33 12.15 3.17 6.09 4.003.25 15.67 3.17 15.29 7.00

0.00 4.27 20.59 2.003.17 9.14 3.17 9.14 4.00

0.00 3.92 22.23 5.005.00 10.38 2.50 5.19 8.004.67 13.97 3.17 9.48 4.003.46 9.35 3.17 8.56 4.000.00 0.00 0.00 0.00 1.00


cm²/m


cm²/m

k'xTab. 7.8 e 7.9

k' yTab. 7.8 e 7.9


h (m) Total

0.10 3.25 0.36 0.02 3.00 6.63 0.860.16 3.25 0.36 0.02 3.00 6.63 2.160.18 3.25 0.36 0.02 3.00 6.63 2.160.11 3.25 0.36 0.02 3.00 6.63 1.290.18 3.25 0.36 0.02 3.00 6.63 2.540.09 3.25 0.36 0.02 3.73 7.36 0.860.13 3.25 0.36 0.02 3.00 6.63 1.340.11 3.25 0.36 0.02 3.00 6.63 1.210.12 3.25 0.36 0.02 0.00 3.63 0.860.13 max

2.54000Tab. 7.3 / 7.4 e 7.5 min 7 cm


2.13 4.09 2.51 6.33 7.00 11.0012.3316.224.11

19.641.665.173.790.00

máx 19.64


2.32 4.11 2.58 6.61 7.00 11.0013.4217.664.47

21.381.795.634.130.00

máx 21.38

PP (G1) KN/m²

Contra (g2) KN/m²

Impermeabilização (g2) KN/m²

q - Sc acid KN/m²

Carga Total (cm)

d min considerado

novo h adotado cm

d min cm Cosiderado

novo h adotado cm

S14

RAQUEL: sobrecarga + reservatório 1000 litros




0.41 0.174 0.001 6.97 50.00 0.26 3.080.25 0.168 0.007 6.72 50.00 2.37 0.330.20 0.164 0.011 6.58 50.00 3.54 0.220.41 0.172 0.003 6.90 50.00 0.84 0.940.19 0.161 0.014 6.46 50.00 4.56 0.170.41 0.175 0.000 6.98 50.00 0.16 4.920.41 0.173 0.002 6.93 50.00 0.62 1.270.41 0.173 0.002 6.91 50.00 0.73 1.070.41 0.174 0.001 6.97 51.00 0.25 3.18



0.41 0.172 0.003 6.87 50.00 1.09 0.720.10 0.154 0.021 6.16 50.00 7.01 0.11

#DIV/0! 0.146 0.029 5.84 50.00 9.74 0.080.37 0.169 0.006 6.75 50.00 2.13 0.37

#DIV/0! 0.138 0.037 5.51 50.00 12.50 0.060.41 0.173 0.002 6.90 50.00 0.83 0.940.20 0.167 0.008 6.68 50.00 2.71 0.290.37 0.169 0.006 6.77 50.00 1.96 0.40

#DIV/0! 0.175 0.000 7.00 51.00 0.00 #DIV/0!



Limite de Flecha


0.61 6.38 26,071,593.74 0.00016 0.00007 0.08 0.091.54 3.16 26,071,593.74 0.00311 0.001411.54 4.91 26,071,593.74 0.00483 0.002190.92 2.67 26,071,593.74 0.00034 0.000151.81 3.67 26,071,593.74 0.00691 0.003130.61 3.07 26,071,593.74 0.00008 0.000040.96 5.23 26,071,593.74 0.00076 0.000340.86 2.91 26,071,593.74 0.00028 0.000130.61 15.35 26,071,593.74 0.00021 0.00000max max max

1.81429 0.00691 0.00313


(m)Flecha Parcial


h adotado

AA8



Direção y

1.90 0.412.37 0.333.54 0.221.90 0.414.56 0.171.90 0.411.90 0.411.90 0.411.90 0.41

Direção Xy

1.90 0.417.01 0.119.74 0.082.13 0.37

12.50 0.061.90 0.412.71 0.291.96 0.401.90 #DIV/0!


cm²/mEspaçamento

Considerado (m)


cm²/mEspaçamento

Considerado (m)

calculo laje e viga

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