3 VIGA CONTINUA B - B.xlsx

EXPORTACION DE DATOS DEL ETABS EN LA BASE

Story Point Columna Load FX FY MX (tn-m) MY (tn-m)

BASE 1

C11

CM 0.010 -0.170 0.170 0.011BASE 1 CV 0.010 -0.160 0.158 0.011BASE 2 CM -0.010 -0.170 0.170 -0.011

BASE 2 CV -0.010 -0.160 0.158 -0.011BASE 4

C1

CM 0.010 0.210 -0.208 0.010BASE 4 CV 0.010 0.200 -0.195 0.010BASE 5 CM -0.010 0.210 -0.208 -0.010

BASE 5 CV -0.010 0.200 -0.195 -0.010BASE 6

C12CM 0.000 -0.750 0.748 0.000

BASE 6 CV 0.000 -0.700 0.698 0.000BASE 7

C9

CM 0.050 -0.010 0.015 0.053BASE 7 CV 0.050 -0.010 0.014 0.053BASE 9 CM -0.050 -0.010 0.015 -0.053

BASE 9 CV -0.050 -0.010 0.014 -0.053BASE 8

C10CM 0.000 -0.180 0.178 0.000

BASE 8 CV 0.000 -0.170 0.168 0.000BASE 10

C2CM 0.000 0.870 -0.883 0.000

BASE 10 CV 0.000 0.810 -0.823 0.000BASE 11

C4CM 0.000 -0.330 0.310 0.000

BASE 11 CV 0.000 -0.300 0.285 0.000BASE 12

C6CM 0.000 0.240 -0.248 0.000

BASE 12 CV 0.000 0.220 -0.230 0.000BASE 13

C8CM 0.000 0.170 -0.172 0.000

BASE 13 CV 0.000 0.160 -0.160 0.000BASE 14

C3

CM 0.050 -0.270 0.255 0.053BASE 14 CV 0.050 -0.250 0.239 0.053BASE 17 CM -0.050 -0.270 0.255 -0.053

BASE 17 CV -0.050 -0.250 0.239 -0.053BASE 15

C5

CM 0.060 0.140 -0.145 0.055BASE 15 CV 0.060 0.130 -0.136 0.055BASE 18 CM -0.060 0.140 -0.145 -0.055

BASE 18 CV -0.060 0.130 -0.136 -0.055BASE 16

C7

CM 0.050 0.090 -0.096 0.054BASE 16 CV 0.050 0.090 -0.090 0.054BASE 19 CM -0.050 0.090 -0.096 -0.054

BASE 19 CV -0.050 0.090 -0.090 -0.054

VIGA CONTINUA DE CIMENTACION

EJE B - B

DATOS:

Columna 2 Columna 4

a = 0.30 m b= 0.30 m a= 0.3 m b = 0.3 m

PD = 28.45 Tn PL = 26.73 Tn PD = 40.87 Tn PL = 40.78 Tn

Momento Longitudinal Momento LongitudinalMm = 0.883 Tn-m horario Mm = 0.310 Tn-m horarioMv = 0.823 Tn-m horario Mv = 0.285 Tn-m horario

Momento Tranversal Momento TranversalMm = 0.000 Tn-m antihorario Mm = 0.000 Tn-m antihorarioMv = 0.000 Tn-m antihorario Mv = 0.000 Tn-m antihorario

Columna 6 Columna 8

a = 0.3 m b= 0.3 m a= 0.3 m b = 0.3 m

PD = 40.87 Tn PL = 40.78 Tn PD = 49.38 Tn PL = 44.08 Tn



Columna 10 Columna 12

a = 0.3 m b= 0.3 m a= 0.30 m b = 0.30 m

PD = 49.38 m PL = 44.08 Tn PD = 28.45 m PL = 26.73 m



DIAGRAMA DE VIGA CONTINUA

σt = 2.50kg/cm2 f'y = 4200kg/cm2 1) Calculamos el esfuerzo neto del terreno:

S/C = 250kg/m2 f'c = 175kg/cm2

m =ϒ 2.10tn/m3 Df = 1.5m 21.60 tn/m2

55.18 Tn 81.65 Tn 93.46 Tn 93.46 Tn 93.46 Tn 55.18 Tn

1.706 Tn-m 0.595 Tn-m 0.478 Tn-m 0.332 Tn-m 0.346 Tn-m 1.446 Tn-m

4.3 m 3.2 m 4.0 m 4.5 m 4.0 m

Xg

Xg = 10.00m L = 20m

2) Calculando el area de la zapata combinada:

B = 1.1m

��

��

��

��

��

��

𝑷𝟐=

𝑷𝟏𝟎 =

𝑷4=

𝑷𝟖=𝑷𝟔= 𝑷𝟏𝟐=R

∑▒ 〖𝑀𝐴=0〗 (R∗Xg) = ML2 + ML4 +ML6+ML8+ML10+ML12+ P4(L1)+P6 (L2)+P8(L3)+P10(L4)+P12(L5)

𝐴𝑧=𝑅/𝜎𝑛 𝐵=𝑅/(𝐿∗𝜎𝑛)

𝜎𝑛=𝜎t - S/C - ( γ𝑚∗ℎ𝑠 ) =

3) Comprobando los esfuerzos transmitidos al terreno:

= 𝜎 21.60 tn/m2

n𝜎 21.60 tn/m2

= 𝜎 21.60 tn/m2

Aumentamos el area de la zapata combinada:

B = 1.2m L = 20.0m

=𝜎 19.68 tn/m2

n = 𝜎 21.60 tn/m2

=𝜎 19.68 tn/m2

4) Calculando el esfuerzo ultimo de diseño:

P2u =1.4Pm + 1.7Pv = 85.3 Tn MT2u = 1.4Mm + 1.7Mv = 0.000 Tn-mP4u =1.4Pm + 1.7Pv = 126.5 Tn MT4u = 1.4Mm + 1.7Mv = 0.000 Tn-mP6u =1.4Pm + 1.7Pv = 126.5 Tn MT6u = 1.4Mm + 1.7Mv = 0.000 Tn-mP8u =1.4Pm + 1.7Pv = 144.1 Tn MT8u = 1.4Mm + 1.7Mv = 0.000 Tn-mP10u =1.4Pm + 1.7Pv = 144.1 Tn MT10u = 1.4Mm + 1.7Mv = 0.000 Tn-mP12u =1.4Pm + 1.7Pv = 85.3 Tn MT12u = 1.4Mm + 1.7Mv = 0.000 Tn-m

711.8 Tn 0.000 Tn-m

u =𝜎 29.66 tn/m2

calculando el factor de mayoracion en general;

FM = 1.51

P2u = PT*FM = 83.14 TnP4u = PT*FM = 123.02 TnP6u = PT*FM = 140.82 TnP8u = PT*FM = 140.82 Tn

P10u = PT*FM = 140.82 TnP12u = PT*FM = 83.14 Tn

= 𝑤𝑢 35.59 tn/m

𝜎 = Ps/(B*L) ∓ (6𝑀𝑇12)/(𝐿∗𝐵^2) <

𝜎 = Ps/(B*L) ∓ (6𝑀𝑇12)/(𝐿∗𝐵^2) <

𝜎𝑢 = Pu/(B*L) ∓ (6𝑀𝑇)/(𝐵∗𝐿^2)

𝑭𝑴=(1.4𝑃𝑀+1.7𝑃𝑉)/PM+PV=

𝑤𝑢= 𝜎𝑢 * B

DETERMINACION DE MOMENTOS DE FLEXION Y CORTANTE

83.14 Tn 123.02 Tn 140.82 Tn 140.82 Tn 140.82 Tn 83.14 Tn

1.706 Tn-m 0.595 Tn-m 0.478 Tn-m 0.332 Tn-m 0.346 Tn-m 1.446 Tn-m

35.59 tn/m

4.3 m 3.2 m 4.0 m 4.5 m 4.0 m��

𝑷2=

𝑷𝟏𝟎 =

𝑷4=

𝑷𝟖=𝑷𝟔= 𝑷𝟏𝟐=

=𝑤𝑢

CALCULO ESTRUCTURAL

TRAMOS AB :

76.51 Tn

0.40 Tn-m

83.14 Tn

despejando el M4 tenemos que :

M4 = -30.01 Tn-m

pero sabemos que:

Q4 = -69.89 Tn

Analizando en el nudo B, tenemos que;

Q4' = 53.14 Tn

𝑄2=P2u =

𝑉𝑖𝑠𝑜𝑠=𝑊𝐿/2= 𝑀2=(𝑊𝐿^2)/2=

𝑄2=𝑉𝑖𝑠𝑜𝑠−((𝑀2+𝑀4−𝑀𝐿4+𝑀𝐿2)/𝐿)

𝑃4𝑢=|𝑄4|+|𝑄4′|

𝑄4=−𝑉𝑖𝑠𝑜𝑠−((𝑀2+𝑀4−𝑀𝐿4+𝑀𝐿2)/𝐿)

TRAMOS BC :

M4 = 30.01 Tn-m

Q4' = 53.14 Tn

56.94 Tn


M6 = -17.71 Tn-m

pero sabemos que:

Q6 = -60.82 Tn

Analizando en el nudo C, tenemos que;

Q6' = 80.00 Tn

𝑉𝑖𝑠𝑜𝑠=𝑊𝐿/2= 𝑄4′=𝑉𝑖𝑠𝑜𝑠−((𝑀4+𝑀6−𝑀𝐿6+𝑀𝐿4)/𝐿)

𝑃6𝑢=|𝑄6|+|𝑄6′|

DATOS DE CALCULO DEL NUDO ANTERIOR


TRAMOS CD :

M6 = 17.71 Tn-m

Q6' = 80.00 Tn

71.18 Tn


M8 = -53.16 Tn-m

pero sabemos que:

Q8 = -62.35 Tn

Analizando en el nudo D, tenemos que;

Q8' = 78.47 Tn


𝑃8𝑢=|𝑄8|+|𝑄8′|



TRAMOS DE :

M8 = 53.16 Tn-m

Q8' = 78.47 Tn

80.07 Tn


M10 = -45.91 Tn-m

pero sabemos que:

Q10 = -81.68 Tn

Analizando en el nudo E, tenemos que;

Q10' = 59.14 Tn


𝑃10𝑢=|𝑄10|+|𝑄10′|


𝑄10=𝑉𝑖𝑠𝑜𝑠−((𝑀8+𝑀10−𝑀𝐿10+𝑀𝐿8)/𝐿)

TRAMOS EF :

M10 = 45.91 Tn-m

Q10' = 59.14 Tn

80.07 Tn


M12 = 0.40 Tn-m

Analizando en el nudo F, tenemos que;

Q12' = 83.14 Tn


𝑃12𝑢=|𝑄12|


CALCULO DE MOMENTOS POSITIVOS

35.59 tn/m

4.3 m 3.2 m 4.0 m 4.5 m 4.0 m

M2 = -0.40 Tn-m M4 = -30.01 Tn-m M6 = -17.71 Tn-m M8 = -53.16 Tn-m M10 = -45.91 Tn-m M12 = -0.40 Tn-m

MA = 67.050 Tn-mMB = 21.693 Tn-mMC = 35.74 Tn-mMD = 40.55 Tn-mME = 48.022 Tn-m

𝑴𝟐 𝑴𝟔𝑴𝟖

𝑴10

𝑴𝟏𝟐𝑴𝟒

𝑴𝑨 𝑴𝐁𝑴𝑪

𝑴D

𝑴𝑬

M+=𝑀𝑖𝑠𝑜𝑠−((𝑀𝑖+𝑀𝑖𝑖)/2)

M+=wL2/8 -((𝑀𝑖+𝑀𝑖𝑖)/2)

3 VIGA CONTINUA B - B.xlsx

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