Cálculo y Diseño de Edificios de Albañilería Armada y Confinada
Albañilería confinada - Carga Axial y Cortante
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Espesor Efectivo del Muro "t" Z = 0.4 U = 1 h = 2.5 S = 1 t = 0.125 N = 3 Vigas soleras Y-Y= 15x30 = 0.045 Vigas soleras X-X= 25x30 = 0.075 f'm = 65 Kg/cm2 Densidad mínima de muros Em = 32500 Kg/cm2 f'c = 210 Kg/cm2 Area= 84 Ec = 217370.7 Kg/cm2 n = 6.69 Muro Aparejo Espesor t Largo L Area Muro 1 X Soga 0.13 1.95 0.25 2 X Soga 0.13 1.95 0.25 3 X Soga 0.13 1.95 0.25 4 X Soga 0.13 1.90 0.25 5 X Soga 0.13 1.20 0.16 6 X Soga 0.13 1.20 0.16 7 X Soga 0.13 1.20 0.16 8 X Soga 0.13 1.20 0.16 9 X Soga 0.13 1.20 0.16 10 X Soga 0.13 1.20 0.16 11 X Cabeza 0.23 1.10 0.25 Ap = 59.1 OK 2.20 0.037 > ZUSN/56 = 0.021 Muros en la dirección Y Muro Aparejo Espesor t Largo L Area Muro YA -1 Soga 0.13 2.75 0.36 YA -2 Soga 0.13 2.88 0.37 YA -3 Soga 0.13 3.98 0.52 YA -4 Soga 0.13 2.63 0.34 YA -5 Soga 0.13 2.63 0.34 YB -1 Soga 0.13 2.75 0.36 YB -2 Soga 0.13 2.88 0.37 YC -1 Soga 0.13 2.75 0.36 YC -2 Soga 0.13 2.88 0.37 YC -3 Soga 0.13 3.98 0.52 YC -4 Soga 0.13 2.63 0.34 YC -5 Soga 0.13 2.63 0.34 Ap = 85.39 OK 4.59 L.t = L.t/Ap = L.t =
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Hoja de excel para albañilería confinada verificación del esfuerzo axial y cortante. Se utilizan parámetros de la norma E.030 de diseño sismo resistente 2009.
Transcript of Albañilería confinada - Carga Axial y Cortante
Espesor Efectivo del Muro "t" Z = 0.4
U = 1h = 2.5 S = 1t = 0.125 N = 3
Vigas soleras Y-Y= 15x30 = 0.045Vigas soleras X-X= 25x30 = 0.075
f'm = 65 Kg/cm2Densidad mínima de muros Em = 32500 Kg/cm2
f'c = 210 Kg/cm2Area= 84 Ec = 217370.7 Kg/cm2
n = 6.69
Muro Aparejo Espesor t Largo L Area Muro1 X Soga 0.13 1.95 0.252 X Soga 0.13 1.95 0.253 X Soga 0.13 1.95 0.254 X Soga 0.13 1.90 0.255 X Soga 0.13 1.20 0.166 X Soga 0.13 1.20 0.167 X Soga 0.13 1.20 0.168 X Soga 0.13 1.20 0.169 X Soga 0.13 1.20 0.1610 X Soga 0.13 1.20 0.1611 X Cabeza 0.23 1.10 0.25Ap = 59.1 OK 2.20
0.037 > ZUSN/56 = 0.021
Muros en la dirección YMuro Aparejo Espesor t Largo L Area MuroYA -1 Soga 0.13 2.75 0.36YA -2 Soga 0.13 2.88 0.37YA -3 Soga 0.13 3.98 0.52YA -4 Soga 0.13 2.63 0.34YA -5 Soga 0.13 2.63 0.34YB -1 Soga 0.13 2.75 0.36YB -2 Soga 0.13 2.88 0.37YC -1 Soga 0.13 2.75 0.36YC -2 Soga 0.13 2.88 0.37YC -3 Soga 0.13 3.98 0.52YC -4 Soga 0.13 2.63 0.34YC -5 Soga 0.13 2.63 0.34Ap = 85.39 OK 4.59
L.t = L.t/Ap =
L.t =
0.054 > ZUSN/56 = 0.021
Peso de la Edificación
N° Piso Peso1 59.452 59.453 59.454 42.82
TOTAL 221.17
Calculo del cortante y distribución del cortante en la Altura
Z = 0.4U = 1S = 1N = 4C = 2.5R = 3P = 221.17
N° Piso Peso Altura Hi PxHi4 42.82 10.0 428.23 59.45 7.5 445.8752 59.45 5.0 297.251 59.45 2.5 148.625
1319.95
Calculo del cortante directo
Primer piso Em = 32500
Muro t (cm) L (cm) H (cm) Área (cm2)1 X 13.00 195.00 250.00 2535.002 X 13.00 195.00 250.00 2535.003 X 13.00 195.00 250.00 2535.004 X 13.00 190.00 250.00 2470.005 X 13.00 120.00 250.00 1560.006 X 13.00 120.00 250.00 1560.007 X 13.00 120.00 250.00 1560.008 X 13.00 120.00 250.00 1560.009 X 13.00 120.00 250.00 1560.0010 X 13.00 120.00 250.00 1560.0011 X 23.00 110.00 250.00 2530.00
L.t/Ap =
PxHi =
Ki =
Muro t (cm) L (cm) H (cm) Área (cm2)1 Y 13.00 275.00 250.00 3575.002 Y 13.00 287.50 250.00 3737.503 Y 13.00 397.50 250.00 5167.504 Y 13.00 262.50 250.00 3412.505 Y 13.00 262.50 250.00 3412.506 Y 13.00 397.50 250.00 5167.507 Y 13.00 262.50 250.00 3412.508 Y 13.00 262.50 250.00 3412.509 Y #REF! #REF! 250.00 #REF!
Segundo Piso Em = 32500
Muro t (cm) L (cm) H (cm) Área (cm2)1 X 13.00 195.00 250.00 2535.002 X 13.00 195.00 250.00 2535.003 X 13.00 195.00 250.00 2535.004 X 13.00 190.00 250.00 2470.005 X 13.00 120.00 250.00 1560.006 X 13.00 120.00 250.00 1560.007 X 13.00 120.00 250.00 1560.008 X 13.00 120.00 250.00 1560.009 X 13.00 120.00 250.00 1560.0010 X 13.00 120.00 250.00 1560.0011 X 23.00 110.00 250.00 2530.00
Muro t (cm) L (cm) H (cm) Área (cm2)1 Y 13.00 275.00 250.00 3575.002 Y 13.00 287.50 250.00 3737.503 Y 13.00 397.50 250.00 5167.504 Y 13.00 262.50 250.00 3412.505 Y 13.00 262.50 250.00 3412.506 Y 13.00 397.50 250.00 5167.507 Y 13.00 262.50 250.00 3412.508 Y 13.00 262.50 250.00 3412.509 Y #REF! #REF! 250.00 #REF!
Tercer Piso Em = 32500
Muro t (cm) L (cm) H (cm) Área (cm2)
Ki =
Ki =
Ki =
1 X 13.00 195.00 250.00 2535.002 X 13.00 195.00 250.00 2535.003 X 13.00 195.00 250.00 2535.004 X 13.00 190.00 250.00 2470.005 X 13.00 120.00 250.00 1560.006 X 13.00 120.00 250.00 1560.007 X 13.00 120.00 250.00 1560.008 X 13.00 120.00 250.00 1560.009 X 13.00 120.00 250.00 1560.0010 X 13.00 120.00 250.00 1560.0011 X 23.00 110.00 250.00 2530.00
Muro t (cm) L (cm) H (cm) Área (cm2)1 Y 13.00 275.00 250.00 3575.002 Y 13.00 287.50 250.00 3737.503 Y 13.00 397.50 250.00 5167.504 Y 13.00 262.50 250.00 3412.505 Y 13.00 262.50 250.00 3412.506 Y 13.00 397.50 250.00 5167.507 Y 13.00 262.50 250.00 3412.508 Y 13.00 262.50 250.00 3412.509 Y #REF! #REF! 250.00 #REF!
Cuarto Piso Em = 32500
Muro t (cm) L (cm) H (cm) Área (cm2)1 X 13.00 195.00 250.00 2535.002 X 13.00 195.00 250.00 2535.003 X 13.00 195.00 250.00 2535.004 X 13.00 190.00 250.00 2470.005 X 13.00 120.00 250.00 1560.006 X 13.00 120.00 250.00 1560.007 X 13.00 120.00 250.00 1560.008 X 13.00 120.00 250.00 1560.009 X 13.00 120.00 250.00 1560.0010 X 13.00 120.00 250.00 1560.0011 X 23.00 110.00 250.00 2530.00
Muro t (cm) L (cm) H (cm) Área (cm2)1 Y 13.00 275.00 250.00 3575.002 Y 13.00 287.50 250.00 3737.503 Y 13.00 397.50 250.00 5167.50
Ki =
Ki =
Ki =
4 Y 13.00 262.50 250.00 3412.505 Y 13.00 262.50 250.00 3412.506 Y 13.00 397.50 250.00 5167.507 Y 13.00 262.50 250.00 3412.508 Y 13.00 262.50 250.00 3412.509 Y #REF! #REF! 250.00 #REF!
Ki =
Peso Tot. M. Limites de la Norma E.070PD + PL
9.48 37.40 90.75 97.509.48 37.40 90.75 97.509.48 37.40 90.75 97.509.24 37.40 90.75 97.505.83 37.40 90.75 97.505.83 37.40 90.75 97.505.83 37.40 90.75 97.505.83 37.40 90.75 97.505.83 37.40 90.75 97.505.83 37.40 90.75 97.507.44 29.40 117.46 97.5080.13
Peso Total Limites de la Norma E.070CM + CV
6.43 17.99 90.75 97.505.65 15.12 90.75 97.507.07 13.68 90.75 97.505.27 15.44 90.75 97.505.13 15.03 90.75 97.5011.69 32.70 90.75 97.5014.52 38.85 90.75 97.505.78 16.17 90.75 97.507.33 19.61 90.75 97.5010.82 20.94 90.75 97.506.92 20.28 90.75 97.505.78 16.94 90.75 97.5092.39
max
max
Limites de la Norma E.070
fm < FaConformeConformeConformeConformeConformeConformeConformeConformeConformeConformeConforme
Limites de la Norma E.070
fm < FaConformeConformeConformeConformeConformeConformeConformeConformeConformeConformeConformeConforme
Z = 0.4 f'm = 65 Kg/cm2U = 1 Em = 32500 Kg/cm2S = 1.2 f'c = 210 Kg/cm2N = 3 Ec = 217370.7 Kg/cm2
8.1 kg/cm1 n = 6.69
Muros en la dirección Y Peso TotalMuro Aparejo Espesor t Largo L Area Muro Altura CM + CVYA -1 Soga 0.13 2.75 0.36 2.50 6.43YA -2 Soga 0.13 2.88 0.37 2.50 5.65YA -3 Soga 0.13 3.98 0.52 2.50 7.07YA -4 Soga 0.13 2.63 0.34 2.50 5.27YA -5 Soga 0.13 2.63 0.34 2.50 5.13YB -1 Soga 0.13 2.75 0.36 2.50 11.69YB -2 Soga 0.13 2.88 0.37 2.50 14.52YC -1 Soga 0.13 2.75 0.36 2.50 6.77YC -2 Soga 0.13 2.88 0.37 2.50 7.33YC -3 Soga 0.13 3.98 0.52 2.50 10.82YC -4 Soga 0.13 2.63 0.34 2.50 6.92YC -5 Soga 0.13 2.63 0.34 2.50 5.78Ap = 85.39 OK 4.59 93.38
0.054 > ZUSN/56 = 0.026
Muros en la dirección YMuro Aparejo Espesor t Largo L Area Muro Altura Ve
YA -1 Soga 0.13 2.75 0.36 2.5 4.28YA -2 Soga 0.13 2.88 0.37 2.5 5.37YA -3 Soga 0.13 3.98 0.52 2.5 7.71YA -4 Soga 0.13 2.63 0.34 2.5 4.85YA -5 Soga 0.13 2.63 0.34 2.5 4.55YB -1 Soga 0.13 2.75 0.36 2.5 2.93YB -2 Soga 0.13 2.88 0.37 2.5 3.27YC -1 Soga 0.13 2.75 0.36 2.5 2.11YC -2 Soga 0.13 2.88 0.37 2.5 3.71YC -3 Soga 0.13 3.98 0.52 2.5 4.32YC -4 Soga 0.13 2.63 0.34 2.5 2.96YC -5 Soga 0.13 2.63 0.34 2.5 2.42
205.27 TVei = 117.25 T
'm
L.t = L.t/Ap =
Vm =
Limites de la Norma E.070
fm < Fa17.99 90.75 97.50 Conforme15.12 90.75 97.50 Conforme13.68 90.75 97.50 Conforme15.44 90.75 97.50 Conforme15.03 90.75 97.50 Conforme32.70 90.75 97.50 Conforme38.85 90.75 97.50 Conforme18.94 90.75 97.50 Conforme19.61 90.75 97.50 Conforme20.94 90.75 97.50 Conforme20.28 90.75 97.50 Conforme16.94 90.75 97.50 Conforme
Me Pg7.01 8.1 1.68 1 5.87.54 8.1 2.05 1 5.16
10.42 8.1 2.94 1 6.616.81 8.1 1.87 1 4.816.76 8.1 1.77 1 4.655.08 8.1 1.59 1 10.145.46 8.1 1.72 1 12.623.99 8.1 1.45 1 6.135.65 8.1 1.89 1 6.636.29 8.1 2.73 1 9.784.00 8.1 1.94 1 6.253.89 8.1 1.63 1 5.28
max
'm
0.2∙�_�^′∙[1−(ℎ∕35�)^2 ]
0.15∙�_�^′0.15∙�_�^′
0.55 Vm
15.81 8.70 Ok16.32 8.98 Ok22.45 12.35 Ok14.93 8.21 Ok14.89 8.19 Ok16.81 9.25 Ok18.04 9.92 Ok15.89 8.74 Ok16.66 9.16 Ok23.18 12.75 Ok15.26 8.39 Ok15.04 8.27 Ok
Ve ≤ 0.55 Vm
