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
Momento Longitudinal Momento LongitudinalMm = 0.248 Tn-m horario Mm = 0.172 Tn-m horarioMv = 0.230 Tn-m horario Mv = 0.160 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 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
Momento Longitudinal Momento LongitudinalMm = 0.178 Tn-m horario Mm = 0.748 Tn-m horarioMv = 0.168 Tn-m horario Mv = 0.698 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
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
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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
despejando el M6 tenemos que :
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
𝑄6=−𝑉𝑖𝑠𝑜𝑠−((𝑀4+𝑀6−𝑀𝐿6+𝑀𝐿4)/𝐿)
TRAMOS CD :
M6 = 17.71 Tn-m
Q6' = 80.00 Tn
71.18 Tn
despejando el M8 tenemos que :
M8 = -53.16 Tn-m
pero sabemos que:
Q8 = -62.35 Tn
Analizando en el nudo D, tenemos que;
Q8' = 78.47 Tn
𝑉𝑖𝑠𝑜𝑠=𝑊𝐿/2= 𝑄6′=𝑉𝑖𝑠𝑜𝑠−((𝑀6+𝑀8−𝑀𝐿8+𝑀𝐿6)/𝐿)
𝑃8𝑢=|𝑄8|+|𝑄8′|
DATOS DE CALCULO DEL NUDO ANTERIOR
𝑄8=−𝑉𝑖𝑠𝑜𝑠−((𝑀6+𝑀8−𝑀𝐿8+𝑀𝐿6)/𝐿)
TRAMOS DE :
M8 = 53.16 Tn-m
Q8' = 78.47 Tn
80.07 Tn
despejando el M10 tenemos que :
M10 = -45.91 Tn-m
pero sabemos que:
Q10 = -81.68 Tn
Analizando en el nudo E, tenemos que;
Q10' = 59.14 Tn
𝑉𝑖𝑠𝑜𝑠=𝑊𝐿/2= 𝑄8′=𝑉𝑖𝑠𝑜𝑠−((𝑀8+𝑀10−𝑀𝐿10+𝑀𝐿8)/𝐿)
𝑃10𝑢=|𝑄10|+|𝑄10′|
DATOS DE CALCULO DEL NUDO ANTERIOR
𝑄10=𝑉𝑖𝑠𝑜𝑠−((𝑀8+𝑀10−𝑀𝐿10+𝑀𝐿8)/𝐿)
TRAMOS EF :
M10 = 45.91 Tn-m
Q10' = 59.14 Tn
80.07 Tn
despejando el M12 tenemos que :
M12 = 0.40 Tn-m
Analizando en el nudo F, tenemos que;
Q12' = 83.14 Tn
𝑉𝑖𝑠𝑜𝑠=𝑊𝐿/2= 𝑄10′=𝑉𝑖𝑠𝑜𝑠−((𝑀109+𝑀12−𝑀𝐿12+𝑀𝐿10)/𝐿)
𝑃12𝑢=|𝑄12|
DATOS DE CALCULO DEL NUDO ANTERIOR
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)
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