losa maciza 3 tramos

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04/18/2023 ING.CIVL1Omo

1er Casoaligerado d 3 tramos 6.00 21 = 0.29 > 0.2 <- no se cumple la condicion de ser menor

1. Metrado de cargas Ancho de LOSA = 0.12 m 2,29, factor equivalencia Losa MACIZA / ALIGERADACarga permanentes m JORGE BEJARANO DOLORIERpeso de losa aligerada 320 Kg/m² 0.4 128 Kg/ml ING. CIVILpeso de piso acabado 100 Kg/m² 0.4 40 Kg/ml CONCRETO ARMADO 1peso carga equivalente o tabiqueria 0 Kg/m² 0.4 0 Kg/ml

D 420 Kg/m² = 384.72 Kg/ml <= 3.50 e/25 320 Kg/m2Cargas vivas 168 > 3.50 e/21 350 Kg/m2sobre carga 500 Kg/m² 0.4 200 Kg/ml

L 500 = 200 Kg/ml

2. Cargas ultimas de diseño

ANCHO de VIGUETA = 0.4 m U = 1.4 D + 1.7 L = 1438 878.61Cargas en viguetas Kg/ml

Carga ultima muerta W vig = 0.4 * U = 575.2 880 Kg/ml

Carga ultima viva W um = 1.4 * D * 0.4 = 235.2 538.608 Kg/ml

W uv = 1.7 * L * 0.4 = 340 340 Kg/ml

3. Determinacion de momentos

Considerando volados imaginarios O J OExtermos M = W L^2 / 2 Ki * 0.75 = 0.50 extremo izquierdo cara exterior

Medios M = W L^2 / 12 Kd * 0.75 = 0.50 extremo derecho cara exteior

Calculo de las rigideces

K1 1-2 0.50 = 6.00 * 0.00 / 10

K2 2-3 0.50 = 3.00 * 0.00 / 10

K1 * ,75 0.38K3 * ,75 0.00 Ancho maximo 6.00

1.872

Volado Volado

Nudo 1 2 3

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Luz 0.00 3.00 6.00 0.00Rigideces K 0.00 0.50 0.50 0.50 2.00 0.00

1 2 3Nudo .0-1 ,1-2 ,1-2 ,2-3 ,2-3 ,3-4W 880 880 880 880 880 880

L 0 3 3 6 6 0const 24 12 12 12 12 24

WL^2/cons 0.0 660.0 660.0 2640.0 2640.0 0.01 -1 1 -1 1 -1

0.0 -660.0 660.0 -2640.0 2640.0 0.0

Nudo 1 2 3 Tramo 0-1 1-2 1-2 2-3 2-3 3-4

K 0.00 0.50 0.50 0.50 2.00 0.00

K/sum K 0.00 1.00 0.50 0.50 1.00 0.00

CROSS0.00 -1.00 -0.50 -0.50 -1.00 0.00

M.E. 0 -660 660 -2640 2640 0 6600-660 2640

0.00 660 330 -1320 -2640 0

-2970

743 1485 1485 743

0.00 -743 -371 -371 -743 0

-743

186 371 371 186

0.00 -186 -93 -93 -186 0

-186

46 93 93 46

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0.00 -46 -23 -23 -46 0

-46

12 23 23 12

0.0 -12 -6 -6 -12 0

-12

0 0 2469 -2481 0 0

ABS() 0 0 2469 2481 0 0 4950der izq der izq der izq

4. ANALISIS TRAMO POR TRAMO

Ri = W L / 2 + ( Mi - Md ) / L ESFUERZO de CORTE Vi = Ri - n WRd = W L - Ri Vd = Rd - n WX(+) = Ri / W MOMENTOS DE DISEÑOX'(+) = L - X(+) X = ancho de apoyo / 2M(+) = Ri^2 / ( 2 W ) - Mi Mx = Ri X - Mi - W X^2 / 2Xi = X(+) - ( X(+)^2 - 2 Mi / W ) ^ (1/M'x = Rd X - Md - W X^2 / 2Xd = X'(+) - ( X'(+)^2 - 2 Md / W ) ^ (1/M(+) = Ri^2 / ( 2 W ) - Mi

1 2 3

L 3.0 6.0

Ancho apoyo = 0.25 es apoyado 0.25 es apoyado

Base b = 0.10 0.10

losa = h = 0.12 0.12

Recubrimiento 0.03 0.03

d 0.09 0.09

n 0.19 0.19

X 0.10

W 880.0 880.0

L 2.75 5.75

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Mi 0 2481

Md 2469 0

Ri 312 2961

Rd 2108 2099

X(+) 0.35 3.37

X'(+) 2.40 2.38

M(+) 55 2502

Xi 0.00 0.98

Xd 2.04 0.00

ESFUERZO de CORTEVi 145 2794Vd 1941 1931

MOMENTOS DE DISEÑOMx 0 -2189M'x -2263 205(+) 55 2502

Tramo Luz ancho de d Wv Momento (-) Reacciones Momentos de diseño Esfuerz cortante Punto de inflexapoyo I D I D X(+) I D (+) I D I

1er Caso Mx M´x M(+)1-2 2.75 0.25 0.19 880 0.0 -2262.8 312.1 2107.9 0.4 0.0 -2262.8 55.3 144.9 1940.7 0.002-3 5.75 0.25 0.19 880 -2189.1 205.5 2961.4 2098.6 3.4 -2189.1 205.5 2502.2 2794.2 1931.4 0.98


2do Caso Mx M´x M(+)1-2 2.75 0.25 0.32 580 -1.3 -1178.3 324.3 1270.7 0.6 -1.3 -1178.3 89.4 138.7 1085.1 0.002-3 5.75 0.25 0.32 580 -1123.5 141.1 1895.3 1439.7 3.3 -1123.5 141.1 1786.7 1709.7 1254.1 0.793-4 0.00 0.00 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00

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3er Caso Mx M´x M(+)1-2 2.75 0.25 0.32 580 0.0 -1180.7 323.0 1272.0 0.6 0.0 -1180.7 89.9 137.4 1086.4 0.002-3 5.75 0.25 0.32 580 -1118.5 141.2 1894.5 1440.5 3.3 -1118.5 141.2 1788.9 1708.9 1254.9 0.783-4 0.00 0.00 0.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00

PARA LOS GRAFICOS Mx = Ri X - Mi - W X^2 / 2M'x = Rd X - Md - W X^2 / 2

1er Cas2do Caso3er Caso 0 0.0 1er Caso 2do Caso 3er Caso 0.0 0.0

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1-2 1-2 1-2 0 0.0 2-3 2-3 2-3 0.0 0.0

Ri 312.1 324.3 323.0 0.0 0.0 2961.4 1895.3 1894.5 0.0 0.0W 880.0 580.0 580.0 0.0 0.0 880.0 580.0 580.0 0.0 0.0Mi 0.0 1.3 0.0 0.0 0.0 2189.1 1123.5 1118.5 0.0 0.0L 2.75 2.75 2.75 0 0.0 5.75 5.8 5.8 0.0 0.0

0 0 1 0 0 0 2189.1 1123.5 -824.9 0.0 0.00.2 -45 -52 -53 0 0 1614.40.4 -54 -82 -83 0 0 1074.90.6 -29 -89 -89 0 0 570.60.8 32 -73 -73 0 0 101.51 128 -33 -33 0 0 -332.4

1.2 259 30 30 0 0 -731.11.4 425 116 116 0 0 -1094.61.6 627 225 226 0 0 -1422.91.8 864 357 358 0 0 -1715.92 1136 513 514 0 0 -1973.8

2.2 1443 691 693 0 0 -2196.52.4 1785 893 895 0 0 -2384.02.6 2163 1118 1121 0 0 -2536.32.8 2576 1367 1369 0 0 -2653.4

2189.12189.12189.12189.1

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00.0 0.0 0.0I D I D I D

0.00 2.04 0.98 0.00 0.00 0.000.00 1.64 0.79 0.00 0.00 0.00

Maximos 0.00 2.04 0.98 0.00 0.00 0.00

0.0 0.0 0.00.0 0.0 0.0Mx M´x M(+) Mx M´x M(+) Mx M´x M(+)0.0 2262.8 55.3 2189.1 205.5 2502.2 0.0 0.0 0.01.3 1178.3 89.4 1123.5 141.1 1786.7 0.0 0.0 0.0

0.0 1.3 2262.8 89.4 2189.1 205.5 2502.2 0.0 0.0 0.0

0.0 2189.1 205.5 2502.2

0.0 2502.2 0.0 0.0

0.0 0

M(-) M(+) I D1 1.3 0.0 89.4 0.0 2.02 2262.8 0.0 2502.2 1.0 0.03 2502.2 0.0 0.0 0.0 0.04 0.0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15-500

0

500

1000

1500

2000

2500

30001 - 2

Lux

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C A L C U L O A C E R O FormulasPara 175 usar As(-) = 6.02 - ( 36.25 - Mu * 100 / 5336.47 ) ^ ( Para f'c = 175 Kg / cm2

As(+) = 24.08 - ( 580.00 - Mu(+) * 100 / 1134.12 ) ^ ( 1/2 )

Para 210 usar As(-) = 7.23 - ( 52.20 - Mu * 100 / 4447.06 ) ^ ( Para f'c = 210 Kg / cm2As(+) = 28.90 - ( 835.21 - Mu(+) * 100 / 1111.76 ) ^ ( 1/2 )

ACERO (-)175 Diametro diametros

As(-) = As min As diseño0.00 cm2 0.56 0.56 cm2 #NUM! cm2 0.56 #NUM! cm2 #NUM! cm2 0.56 #NUM! cm2 0.00 cm2 0.56 0.56 cm2 0.00 cm2 0.56 0.56 cm2

ACERO (+)175

As(+) = As diseño0.14 cm2 0.14 cm2 4.27 cm2 4.27 cm2 0.00 cm2 0.00 cm2 0.00 cm2 0.00 cm2

ACERO (-) 210

As(-) = As min0.01 cm2 0.56 0.56 cm2 6.08 cm2 0.56 6.08 cm2 #NUM! cm2 0.56 #NUM! cm2 0.01 cm2 0.56 0.56 cm2

ACERO (+)210

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As(+) = 0.04 cm2 0.56 0.56 cm2 4.10 cm2 0.56 4.10 cm2 -0.10 cm2 0.56 0.56 cm2

LONGITUD DE DESARROLLO DEL REFUERZO SUJETO A FLEXION cm

cm² cm a RedondeoXi Xd db L Apoyo d 12db L / 16 Li / Ld Li / Ld

0.00 0.71 3.00 0.25 0.09 0.085 0.17 - 0.17 (0.07) 0.75 2.04 1.29 0.09 0.155 0.17 - 0.17 2.46 1.50

0.98 1.29 6.00 0.25 0.09 0.155 0.36 - 0.36 1.09 0.80 - 1.29 0.09 0.155 0.36 - 0.36 0.61 1.30

- 0.71 0.00 0.00 0.09 0.085 0.00 - 0.09 0.09 0.75 - 0.71 0.09 0.085 0.00 - 0.09 0.09 1.30

-

DISEÑO DE VIGASA-vig Peralte A-vig Peralte

Seccion de viga 0.25 0.5 25 50 cmA-col lado A-col lado

Seccion de columna 0.25 0.25 25 25 cmPRIMEROEJE 4L-izq 5.5 Peso-izq = ( L - A-vi 2.625L-der 0 Peso-der = ( L - A-vi -0.125

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1 Metrado de cargas Kg/cm21.1 Cargas permanentes Peso

Peso losa aligerada 408 peso ( Peso-izq + Peso-der ) 1020 Kg / mlPeso piso acabado 100 peso ( Peso-izq + Peso-der ) 250 Kg / mlPeso s/viga 100 peso * A-vig 25 Kg / mlPeso de trabiqueria 0 peso ( L-izq + L-der ) / 2 0 Kg / ml

Wm 1295 Kg / ml

1.2 Cargas VivasSobre carga 500 peso ( L-izq + L-der ) / 2 1375

Wv 1375 Kg / ml1.3 Cargasss de diseño cargas factorizadas

Wu = 1.4 Wm + 1.7 Wv 4150.50 Kg / ml

4.15 T / m

Wu = 1.4 Wm 1.81 T / m2 ANALISIS DEL PORTICO

METODO KANI2.1 Momento de inercia L

Iv1 = A-vig * peralte^3 / 12 260417 cm4 5.5 55000

Iv2 = A-vig * peralte^3 / 12 260417 cm4 0 0

Ic1 = pi() * d^4 / 64 diametro 30 cm²

Ic = A-col * lado^2 / 12 39761 cm4 3 30000

2.2 Rigideces columnas Kv1 = Iv1 / L 4.73Rigideces vigas Kv2 = Iv2 / L

Kc = Ic / L 1.332.3 Coeficientes de distribucion

Cc = - Kc / ( 2 sumatoria ( Kc + Kv ) ) Cv1 Cv2

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Cv = - Kc / ( 2 sumatoria ( Kc + Kv ) ) 4.73 0.00

Cc 1.33 Cc 1.33 Cc 1.33

A B C

2.4 Momentos de empotramiento W L^2 / 12M AB 10.46 T-mM BA 10.46 T-m

M BC 0.00 T-mM CB 0.00 T-m

REDONDEO = 2 DECINALES

-10.46 -0.39 -10.46 10.46 -0.39 10.46 0 0.00 0 0.00 0.00-0.11 4.08 -0.11 -0.5

1.15

DISEÑO DE VIGAS

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CASO 1 CASO 2 CASO 3 Ri = W L / 2 + ( Mi - Md ) / LA-B B-C A-B B-C A-B B-C Rd = W L - Ri

W 4.15 4.15 1.81 4.15 4.15 1.81 X(+) = Ri / WL 5.5 0 5.5 0 5.5 0 X'(+) = L - X(+)Mi 2.3 13.13 2.3 13.13 2.3 13.13 M(+) = Ri^2 / ( 2 W ) - MiMd 14.54 0.15 14.54 0.15 14.54 0.15 Xi = X(+) - ( X(+)^2 - 2 Mi / W ) ^ (1/2)

Xd = X'(+) - ( X'(+)^2 - 2 Md / W ) ^ (1/2)Ri 9.19 2.75 9.19 Mi(-) = Ri * apoyo - Mi - W / 2 * aporyo^2Rd 13.64 7.20 13.64 Md(-) = Rd * apoyo - Md - W / 2 * aporyo^2X(+) 2.21 1.52 2.21X'(+) 3.29 3.98 3.29M(+) 7.87 -0.21 7.87Xi 0.27 0.27Xd 1.34 1.34

PARA LOS GRAFICOSMx = Ri X - Mi - W X^2 / 2M'x = Rd X - Md - W X^2 / 2

A-B B-C0 2.30 2.30 2.300.4 -1.04 1.34 -1.040.8 -3.72 0.68 -3.721.2 -5.74 0.30 -5.741.6 -7.09 0.21 -7.092 -7.77 0.42 -7.772.4 -7.80 0.91 -7.802.8 -7.16 1.69 -7.163.2 -5.85 2.76 -5.853.6 -3.88 4.12 -3.884 -1.25 5.77 -1.254.4 2.05 7.71 2.05

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

-20.00

-10.00

0.00

10.00

20.00

30.00

40.00

50.00

TRAMO A - B

Column B

Column C

Column D

LUZ

Mto

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22

0.00

2.00

4.00

6.00

8.00

10.00

12.00

TRAMO B - C

Column F

Column G

Column H

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4.8 6.01 9.94 6.015.2 10.64 12.46 10.645.6 15.92 15.27 15.926 21.88 18.37 21.886.4 28.49 21.76 28.496.8 35.78 25.43 35.787 39.67 27.38 39.677.47.88

ancho de apoyo 0.25 0.25 0.25 0.25 0.25 0.25apoyo / 0.125 0.125 0.125 0.125 0.125 0.125Mi(-) 1.18 13.16 1.97 13.16 1.18 13.14 T-mMd(-) 12.87 0.18 13.65 0.18 12.87 0.16 T-m

RESUMENTRAMO A - B

CASO Mi(-) Md(-) M(+)1 1.18 12.87 7.872 1.97 13.65 -0.213 1.18 12.87 7.87

1.97 13.65 7.87TRAMO B - C

CASO Mi(-) Md(-) M(+)1 13.16 0.18 0.002 13.16 0.18 0.003 13.14 0.16 0.00

13.16 0.18 0.00

13.65 13.16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22

0.00

2.00

4.00

6.00

8.00

10.00

12.00

TRAMO B - C

Column F

Column G

Column H

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1.97 13.65 0.18

7.87 0.00

A B C

recubrimiento = 4 cmEstribo 3/8" AREA 0.71 cm2

CALCULO DEL ACERO Barra 3/4" AREA 2.84 cm2 ACERO EN 1 CAPA d = peralte - ( recubrimiento + diametro estribo + mitad diametro de la barra )

d = 44 cm

ACERO EN 2 Cd = peralte - ( recubrimiento + diametro estribo + diametro de la barra + espacio de aceros / 2)d = 41 cm

ACERO DE REFUERZO

ACERO NEGATIVO ( - ) d = 44 cmbase b 25 cm d = 41 cmf'c = 175 kg/cm2fy = 4200 kg/cm2Diametro Ru = Mu / ( b d^2 )

Cuantia min = 14 0.0033 As = cuantia * b * dAs min = cuantia min * b * d = 3.6300 Cuantia base b = d =

Mu base b = d Ru L As min Ru >= As min Ver tabla AsA 197000 25 44 4.07 5.5 3.6300 ver tabla 4.07 0.0033 3.63B 1E+06 25 41 32.48 0 3.6300 ver tabla 32.48 0.0101 10.35C 18000 25 44 0.37 3 3.6300 Cuant min. 3.63 0.0033 3.63

ACERO POSITIVO ( + ) d = 44 cmbase b 25 cm d = 41 cmf'c = 175 kg/cm2fy = 4200 kg/cm2

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Diametro Ru = Mu / ( b d^2 )Cuantia min = 14 0.0033 As = cuantia * b * d

As min = cuantia min * b * d = 0.0000 Cuantia base b =APOYO base b = d Ru As min Ru >= As min Ver tabla As

A-B 787000 25 44 2389.03 3.63 3.63 ver tabla 2389.03 0.0033 3.63B-C 0 25 44 0.00 3.63 3.63 Cuant min. 0.00 0.00

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2do Casoaligerado de 3 tramos 6.00 21 = 0.29 > 0.2 <- no se cumple la condicion de ser menor

1. Metrado de cargas Ancho de LOSA = 0.25 m

Carga permanentes m JORGE BEJARANO DOLORIERpeso de losa aligerada 320 Kg/m2 0.4 128 Kg/ml ING. CIVILpeso de piso acabado 100 Kg/m2 0.4 40 Kg/ml CONCRETO ARMADO 1peso carga equivalente o tabiqueria 0 Kg/m2 0.4 0 Kg/ml

D 420 = 168 Kg/ml <= 3.50 e/25 320 Kg/m2Cargas vivas > 3.50 e/21 350 Kg/m2sobre carga 500 0 0.4 200 Kg/ml

L 500 = 200 Kg/ml


ANCHO de VIGUETA = 0.4 m U = 1.4 D + 1.7 L = 1438

Cargas en viguetas

Carga ultima muerta W vig = 0.4 * U = 575.2

Carga ultima viva W um = 1.4 * D * 0.4 = 235.2

W uv = 1.7 * L * 0.4 = 340


Considerando volados imaginarios O J OExtermos M = W L^2 / 2 Ki * 0.75 = 0.33 extremo izquierdo cara exterior

Medios M = W L^2 / 12 Kd * 0.75 = 0.67 extremo derecho cara exteior


K1 1-2 1.00 = 6.00 * 0.00 / 10

K2 2-3 0.67 = 3.00 * 0.00 / 10

K1 * ,75 0.75K3 * ,75 0.00 Ancho maximo 6.00

1.872

Volado Volado

Nudo 1 2 3

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Luz 0.00 3.00 6.00 0.00Rigideces K 1.00 0.33 0.67 1.00

1 2 3Nudo .0-1 ,1-2 ,1-2 ,2-3 ,2-3 ,3-4W 580 580 580 580 580 580

L 0 3 3 6 6 0const 24 12 12 12 12 24

WL^2/const 0.0 435.0 435.0 1740.0 1740.0 0.01 -1 1 -1 1 -10.0 -435.0 435.0 -1740.0 1740.0 0.0

Nudo 1 2 3 Tramo 0-1 1-2 1-2 2-3 2-3 3-4

K 1.00 0.33 0.67 0.67 0.00

K/sum K 1.00 0.33 0.67 1.00 0.00

CROSS-1.00 -0.33 -0.67 -1.00

M.E. 0 -435 435 -1740 1740 0 4350 435 -435 218 -870 1740 -1740

-1958

326 653 1305 653

0.00 -326 -163 -326 -653 0

82 163 326 -489 163

0.00 -82 -41 -82 -163 0

-122

20 41 82 41

0.00 -20 -10 -20 -41 0

-31

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5 10 20 10

0.00 -5 -3 -5 -10 0

-8

1 3 5 3

0 1 1302 -1310 0 0

ABS() 0 1 1302 1310 0 0 2614der izq der izq der izq


Ri = W L / 2 + ( Mi - Md ) / L ESFUERZO de CORTE Vi = Ri - n WRd = W L - Ri Vd = Rd - n WX(+) = Ri / W MOMENTOS DE DISEÑOX'(+) = L - X(+) X = ancho de apoyo / 2M(+) = Ri^2 / ( 2 W ) - Mi Mx = Ri X - Mi - W X^2 / 2Xi = X(+) - ( X(+)^2 - 2 Mi / W ) ^ (1/2) M'x = Rd X - Md - W X^2 / 2Xd = X'(+) - ( X'(+)^2 - 2 Md / W ) ^ (1/2) M(+) = Ri^2 / ( 2 W ) - Mi

1 2 3

L 3.0 6.0


Base b = 0.10 0.10

losa = h = 0.25 0.25


d 0.22 0.22

n 0.32 0.32

X 0.10

W 580.0 580.0

L 2.75 5.75

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Mi 1 1310

Md 1302 0

Ri 324 1895

Rd 1271 1440

X(+) 0.56 3.27

X'(+) 2.19 2.48

M(+) 89 1787

Xi 0.00 0.79

Xd 1.64 0.00


MOMENTOS DE DISEÑOMx -1 -1123M'x -1178 141(+) 89 1787

Punto de inflexD

2.040.00

Punto de inflexD

1.640.000.00

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Punto de inflexD

1.640.000.00

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Xi = X(+) - ( X(+)^2 - 2 Mi / W ) ^ (1/2)Xd = X'(+) - ( X'(+)^2 - 2 Md / W ) ^ (1/2)

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3er Caso<- no se cumple la condicion de ser menor aligerado de 3 tramos 6.00 21 = 0.29

1. Metrado de cargas Ancho de LOSA = 0.25

JORGE BEJARANO DOLORIER Carga permanentes

ING. CIVIL peso de losa aligerada 320 Kg/m2

CONCRETO ARMADO 1 peso de piso acabado 100 Kg/m2

peso carga equivalente o tabiqueria 0 Kg/m2

<= 3.50 e/25 320 Kg/m2 D 420> 3.50 e/21 350 Kg/m2 Cargas vivas

sobre carga 500 0

L 500


575.2 ANCHO de VIGUETA = 0.4 mKg/ml Cargas en viguetas

580 Kg/ml Carga ultima muerta

235.2 Kg/ml Carga ultima viva

340 Kg/ml


Considerando volados imaginariosextremo izquierdo cara exterior Extermos M = W L^2 / 2

extremo derecho cara exteior Medios M = W L^2 / 12


K1 1-2 1.00 = 6.00 * 0.00

K2 2-3 0.67 = 3.00 * 0.00

K1 * ,75 0.75K3 * ,75 0.00

1.872

Volado

Nudo 1 2

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Luz 0.00 3.00 6.00Rigideces K 1.00 0.33 0.67

1 2Nudo .0-1 ,1-2 ,1-2 ,2-3W 580 580 580 580

L 0 3 3 6const 24 12 12 12

WL^2/const 0.0 435.0 435.0 1740.01 -1 1 -10.0 -435.0 435.0 -1740.0

Nudo 1 2 Tramo 0-1 1-2 1-2 2-3

K 1.00 0.33 0.67

K/sum K 1.00 0.33 0.67

CROSS-1.00 -0.33 -0.67

M.E. 0 -435 435 -1740 435 -435 218 -870 1740

-1958

653 1305

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0 0 1305 -1305

ABS() 0 0 1305 1305der izq der izq


Vi = Ri - n W Ri = W L / 2 + ( Mi - Md ) / LVd = Rd - n W Rd = W L - Ri

X(+) = Ri / WX'(+) = L - X(+)M(+) = Ri^2 / ( 2 W ) - MiXi = X(+) - ( X(+)^2 - 2 Mi / W ) ^ (1/2)Xd = X'(+) - ( X'(+)^2 - 2 Md / W ) ^ (1/2)

1 2

L 3.0 6.0


Base b = 0.10 0.10

losa = h = 0.25 0.25


d 0.22 0.22

n 0.32 0.32

X 0.10

W 580.0 580.0

L 2.75 5.75

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Mi 0 1305

Md 1305 0

Ri 323 1894

Rd 1272 1441

X(+) 0.56 3.27

X'(+) 2.19 2.48

M(+) 90 1789

Xi 0.00 0.78

Xd 1.64 0.00


MOMENTOS DE DISEÑOMx 0 -1118M'x -1181 141(+) 90 1789

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> 0.2 <- no se cumple la condicion de ser menor

m

m JORGE BEJARANO DOLORIER0.4 128 Kg/ml ING. CIVIL0.4 40 Kg/ml CONCRETO ARMADO 10.4 0 Kg/ml

= 168 Kg/ml <= 3.50 e/25 320 Kg/m2> 3.50 e/21 350 Kg/m2

0.4 200 Kg/ml= 200 Kg/ml

U = 1.4 D + 1.7 L = 1438 575.2Kg/ml

W vig = 0.4 * U = 575.2 580 Kg/ml

W um = 1.4 * D * 0.4 = 235.2 235.2 Kg/ml

W uv = 1.7 * L * 0.4 = 340 340 Kg/ml

O J OKi * 0.75 = 0.33 extremo izquierdo cara exterior

Kd * 0.75 = 0.67 extremo derecho cara exteior

/ 10

/ 10

Ancho maximo 6.00

Volado3

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0.001.00

3,2-3 ,3-4580 580

6 012 24

1740.0 0.01 -1

1740.0 0.0

3 2-3 3-4

0.67 0.00

1.00 0.00

-1.00

1740 0-1740

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0 0

0 0der izq

ESFUERZO de CORTE Vi = Ri - n WVd = Rd - n W

MOMENTOS DE DISEÑOX = ancho de apoyo / 2Mx = Ri X - Mi - W X^2 / 2M'x = Rd X - Md - W X^2 / 2M(+) = Ri^2 / ( 2 W ) - Mi

3

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losa maciza 3 tramos

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