Download - DiseñoMurosTFAC actualizado Huancayo
DATOS GENERALES
ZUCS Códigos Factor
Zona 2 Z= 0.3
Categoría C U= 1
Tipo de suelo 3 S= 1.4
Sistema estructural 8 R= 3
Regularidad I Ri= 0.75
Tipo estructural, T 3 Ct= 60
N° Pisos 2 Tp= 0.9
Resistencia de Materiales MATERIAL Peso
Fy = 4200 kg/cm2 Concreto 2.4 Tn/m3
fc' = 210 kg/cm2 Albañileria 1.8 Tn/m3
fm' = 60 kg/cm2 Tarrajeo 2 Tn/m3
Geometria del edificio
Ap = 48.68 m2
h = 2.4 m
Hm = 5 m
N = 2 pisos Formulas literales
dx 9.98 m Resultados obtenidos de las formulas
dy 5.98 m Resultados obtenidos de hoja de calc ZUCS
VERIFICACION DE DENSIDAD DE MUROS
Z= 0.3
donde U= 10.015
S= 1.4
N= 2
Ap(m2)= 48.68
MUROS EN X-X MUROS EN Y-Y
Muro L(m) t(m) Ac(m2) Nm Parcial(m2) Muro
X1 8.880 0.130 1.154 1 1.154 Y1
X2 1.100 0.130 0.143 1 0.143 Y2
X3 2.330 0.130 0.303 1 0.303 Y3
X4 3.400 0.130 0.442 1 0.442 Y4
X5 1.250 0.130 0.163 1 0.163 Y5
X6 7.880 0.130 1.024 1 1.024 Y6
X7 Y7
X8 Y8
X9 Y9
X10 Y10
X11 Y11
X12 Y12
X13 Y13
X14 Y14
X15 Y15
X16 Y16
X17 Y17
X18 Y18
X19 Y19
X20 Y20
0.066
SI VERIFICA
VERIFICACION DE ESFUERZO AXIAL
donde fm'= 60 kg/cm2
h= 2.4 m
t= 0.13 m
Piso 1 Piso 2 Piso 3 Piso 4 Piso 5 Piso 6 Piso 7
PD (kg) 44000.000 44000.000
ΣLt/Ap≥ZUSN/56
ΣLt/Ap=
ZUSN/56=
𝜎𝑚=𝑃𝑚/𝐿𝑡≤𝐹𝑎=0.2𝑓^′ 𝑚(1−(ℎ/35𝑡)^2 )≤0.15f^′ m
PL (kg) 9720.000 9720.000
PD+PL (kg) 53720.000 53720.000
MURO
X1 10.870 4340.855 19649.959 23990.813 1.154 2.078 VERIFICA
X2 1.330 531.126 2404.273 2935.399 0.143 2.053 VERIFICA
X3 7.940 3170.781 14353.328 17524.108 0.303 5.785 VERIFICA
X4 8.260 3298.570 14931.800 18230.370 0.442 4.125 VERIFICA
X5 1.110 443.270 2006.574 2449.844 0.163 1.508 VERIFICA
X6 6.640 2651.635 12003.287 14654.922 1.024 1.431 VERIFICA
X7
X8
X9
X10
X11
X12
X13
X14
X15
X16
X17
X18
X19
X20
Y1 1.810 722.810 3271.980 3994.790 0.371 1.078 VERIFICA
Y2 3.570 1425.653 6453.574 7879.228 0.143 5.510 VERIFICA
Y3 3.260 1301.857 5893.180 7195.037 0.263 2.733 VERIFICA
Y4 1.900 758.751 3434.675 4193.426 0.250 1.676 VERIFICA
Y5 0.960 383.369 1735.415 2118.784 0.135 1.567 VERIFICA
Y6 1.030 411.323 1861.956 2273.279 0.142 1.604 VERIFICA
Y7
Y8
Y9
Y10
Y11
Y12
Y13
Y14
Y15
Y16
Y17
Y18
Y19
Y20
48.680 19440.000 88000.000 107440.000
Area de Influencia(m2
)
PL (kg) Todos los pisos
PD (kg) Todos los pisos
PD+PL (kg) Todos los
pisos
Area de Muros (m2)
Esfuerzo Axial max (kg/cm2)
Verificacion de esfuerzo
axial
MUROS EN Y-Y
L(m) t(m) Ac(m2) Nm Parcial(m2)
2.850 0.130 0.371 1 0.371
1.100 0.130 0.143 1 0.143
2.025 0.130 0.263 1 0.263
1.925 0.130 0.250 1 0.250
1.040 0.130 0.135 1 0.135
1.090 0.130 0.142 1 0.142
0.027
SI VERIFICA
8.661 9.000 SI VERFICA
Piso 8 Piso 9 Piso 10 Totales(kg) Totales(kg/m2)
88000.00 1807.72 Datos hoja excel Zucs dinamico
ΣLt/Ap=
𝐹𝑎 (𝑘𝑔/𝑐𝑚2)= 0.15𝑓^′ 𝑚 (kg/cm2)=
DETERMINACION DE LAS FUERZAS INERCIALES Y CORTANTES
Z= 0.3
U= 1
S= 1.437604.00 Tn
C= 2.5
R= 3
P= 107440.00
hm= 5
Ct= 60
Tp= 0.9
T= 0.083
Fuerza adicional 0.00 Tn
Piso hi (m) Wi (tn) Wi hiSistema moderado Sistema severo
Fi (tn) Vi (tn) Vei (tn)
10
9
8
7
6
5
4
3
2 5 53720.00 268600.00 0.67 25069.33 25069.33 50138.67
1 2.5 53720.00 134300.00 0.33 12534.67 37604.00 75208.00
107440.00 402900.00 1.00 37604.00
cortantes de diseño para cada piso
FUERZAS CORTANTES SIN CORRECCION POR TORSION
Muro
PISO 1
h e1 e2 x y
DIRECCION X-X
X1 2.400 0.130 8.880 3.675 12.325 0.8108 0.0790X2 2.400 0.130 1.100 1.300 8.675 6.5455 41.5447X3 2.400 0.130 2.330 6.550 8.675 3.0901 4.3715
3(h/L) 〖 4(h/L)〗^3
〖 3(h/L)" " +4(h/L)〗 ^3
V=
Fi = f x Wi x hi x (V-Fa))∑ Wi x hi(
Fa=0.007TxV<= 0.15V
Fa=0 si T<0.7
Fa =
(Wi∗hi)/(ΣWi∗hi)
V=ZUCS/R P
X4 2.400 0.130 3.400 6.550 7.175 2.1176 1.4069X5 2.400 0.130 1.250 2.700 4.175 5.7600 28.3116X6 2.400 0.130 7.880 10.875 4.175 0.9137 0.1130X7
X8
X9
X10
X11
X12
X13
X14
X15
X16
X17
X18
X19
X20
Y1 2.400 2.850 0.130 0.125 8.275 55.3846 25168.8666Y2 2.400 1.100 0.130 3.675 10.500 55.3846 25168.8666Y3 2.400 2.025 0.130 3.675 5.825 55.3846 25168.8666Y4 2.400 1.925 0.130 7.275 10.500 55.3846 25168.8666Y5 2.400 1.040 0.130 7.275 5.125 55.3846 25168.8666Y6 2.400 1.090 0.130 7.275 1.550 55.3846 25168.8666Y7
Y8
Y9
Y10
Y11
Y12
Y13
Y14
Y15
Y16
Y17
Y18
Y19
Y20
CALCULO DEL C.R Y C.M
MATERIAL Peso
Concreto 2.4 Tn/m3
Albañileria 1.8 Tn/m3
Muro
PISO 1
Centro de rigideces Centro de Masa
x y L
X1 0.146104 0.000352 1.80073 0.00129 3.675 12.325 8.880X2 0.002703 0.000044 0.02345 0.00006 1.300 8.675 1.100X3 0.017423 0.000092 0.15114 0.00061 6.550 8.675 2.330X4 0.036884 0.000135 0.26465 0.00088 6.550 7.175 3.400X5 0.003815 0.000050 0.01593 0.00013 2.700 4.175 1.250X6 0.126617 0.000312 0.52863 0.00340 10.875 4.175 7.880X7
X8
X9
X10
X11
X12
X13
X14
X15
X16
X17
X18
X19
X20
Y1 0.000113 0.026450 0.00093 0.00331 0.125 8.275 2.850Y2 0.000044 0.002703 0.00046 0.00993 3.675 10.500 1.100Y3 0.000080 0.012727 0.00047 0.04677 3.675 5.825 2.025Y4 0.000076 0.011312 0.00080 0.08230 7.275 10.500 1.925Y5 0.000041 0.002318 0.00021 0.01686 7.275 5.125 1.040Y6 0.000043 0.002637 0.00007 0.01918 7.275 1.550 1.090Y7
Y8
Y9
Y10
Y11
Y12
Y13
Y14
Y15
Y16
Y17
Y18
Kx/Em K𝑦/Em 𝑦∗Kx/Em 𝑥∗K𝑦/Em
Y19
Y20
0.33394 0.05913 2.78746 0.18472
8.34708 3.12394
MOMENTO POLAR DE INERCIA
Muro
PISO 1
Momento Polar de Inercia
x y
X1 3.675 12.325 0.146104 0.000352 3.978 15.82382 2.31192X2 1.300 8.675 0.002703 0.000044 0.328 0.10753 0.00029X3 6.550 8.675 0.017423 0.000092 0.328 0.10753 0.00187X4 6.550 7.175 0.036884 0.000135 -1.172 1.37378 0.05067X5 2.700 4.175 0.003815 0.000050 -4.172 17.40628 0.06641X6 10.875 4.175 0.126617 0.000312 -4.172 17.40628 2.20394X7
X8
X9
X10
X11
X12
X13
X14
X15
X16
X17
X18
X19
X20
Y1 0.125 8.275 0.000113 0.02645 -0.072 0.00520 0.00000Y2 3.675 10.500 0.000044 0.00270 2.153 4.63505 0.00020Y3 3.675 5.825 0.000080 0.01273 -2.522 6.36091 0.00051Y4 7.275 10.500 0.000076 0.01131 2.153 4.63505 0.00035Y5 7.275 5.125 0.000041 0.00232 -3.222 10.38182 0.00043Y6 7.275 1.550 0.000043 0.00264 -6.797 46.20035 0.00200Y7
Y8
Y9
Y10
ycr=ΣKxi/Em= xcr=
𝑦𝑖−𝑦𝑐𝑟= 𝑦 ̅E〖𝑦 " " 〗^2∗K𝑥/Em〖 ̅𝑦
E " " 〗^2Kx/Em K𝑦/Em
Y11
Y12
Y13
Y14
Y15
Y16
Y17
Y18
Y19
Y20
MOMENTO TORSOR Y EXCENTRICIDAD
Descripcion Valores Descripcion Valores
Vx1 37604.00 Peso nivel 53720.000
Vy1 37604.00 Cx 2.500
Descripcion Valores Cy 2.500
Xcm 5.79312 Tx 0.083
Ycm 7.91154 Ty 0.083
Descripcion Valores Mtx1 6108.982
Xcr 3.12394 Mtx2 -6108.982
Ycr 8.34708 Mty1 137900.676
Descripcion Valores Mty2 62843.092
dx 9.98000 ex 2.669
dy 5.98000 ey -0.436
Descripcion Valores eaccx 0.998
J1 5.18316 eaccy 0.598
INCREMENTO DE CORTANTE POR TORSION Y VERIFICACION POR CORTE
V: Cortante de diseño
L: Longitud del muro
t: Espesor efectivo del muro
fd: Esfuerzo de compresion por cargas muertas
Muro
PISO 1
CALCULO DEL INCREMENTO DE CORTANTE𝑦𝑖−𝑦𝑐𝑟= 𝑦 𝑥𝑖−𝑥𝑐𝑟=𝑥 Δ𝑉1𝑥Kx/Em K𝑦/Em Δ𝑉2𝑥 Δ𝑉1𝑦
Va=V/(l∗𝑡) Vm=1.8+0.18fd≤3.3...para mortero con calVm=1.8+0.18fd≤2.7...para mortero sin cal
V𝑚<𝑉𝑎...chequeo fd=Pd/(l∗𝑡)
Muro
X1 0.146104 0.000352 3.978 0.55106 685.001 -685.001 5.16135X2 0.002703 0.000044 0.328 -1.82394 1.045 -1.045 -2.11621X3 0.017423 0.000092 0.328 3.42606 6.734 -6.734 8.41985X4 0.036884 0.000135 -1.172 3.42606 -50.954 50.954 12.28647X5 0.003815 0.000050 -4.172 -0.42394 -18.762 18.762 -0.55895X6 0.126617 0.000312 -4.172 7.75106 -622.617 622.617 64.42300X7
X8
X9
X10
X11
X12
X13
X14
X15
X16
X17
X18
X19
X20
Y1 0.00011 0.02645 -0.072 -2.99894 -0.010 0.010 -2110.37682Y2 0.00004 0.00270 2.153 0.55106 0.111 -0.111 39.63286Y3 0.00008 0.01273 -2.522 0.55106 -0.239 0.239 186.58894Y4 0.00008 0.01131 2.153 4.15106 0.194 -0.194 1249.32932Y5 0.00004 0.00232 -3.222 4.15106 -0.157 0.157 256.01075Y6 0.00004 0.00264 -6.797 4.15106 -0.346 0.346 291.19943Y7
Y8
Y9
Y10
Y11
Y12
Y13
Y14
Y15
Y16
Y17
Y18
Y19
Y20
0.33394 0.05913
𝑦𝑖−𝑦𝑐𝑟= 𝑦 𝑥𝑖−𝑥𝑐𝑟=𝑥 Δ𝑉1𝑥Kx/Em K𝑦/Em Δ𝑉2𝑥 Δ𝑉1𝑦
cortantes de diseño para cada piso
PISO 1
DIRECCION X-X DIRECCION Y-Y
Cortante % de absorcion
0.8898 0.146104 16452.083 43.75% 55.3846 25168.8666 25224.2513 0.000352
48.0902 0.002703 304.402 0.81% 55.3846 25168.8666 25224.2513 0.000044
7.4616 0.017423 1961.879 5.22% 55.3846 25168.8666 25224.2513 0.000092
〖 3(h/L)" " +4(h/L)〗 ^3 (Kx/Em) 3(h/L) 〖 4(h/L)〗^3
〖 3(h/L)" " +4(h/L)〗 ^3 (Kx/Em)
3.5245 0.036884 4153.388 11.05% 55.3846 25168.8666 25224.2513 0.000135
34.0716 0.003815 429.647 1.14% 55.3846 25168.8666 25224.2513 0.000050
1.0267 0.126617 14257.826 37.92% 55.3846 25168.8666 25224.2513 0.000312
25224.2513 0.000113 12.723 0.03% 2.5263 2.3887 4.9150 0.026450
25224.2513 0.000044 4.911 0.01% 6.5455 41.5447 48.0902 0.002703
25224.2513 0.000080 9.040 0.02% 3.5556 6.6591 10.2147 0.012727
25224.2513 0.000076 8.594 0.02% 3.7403 7.7518 11.4920 0.011312
25224.2513 0.000041 4.643 0.01% 6.9231 49.1579 56.0810 0.002318
25224.2513 0.000043 4.866 0.01% 6.6055 42.6987 49.3042 0.002637
0.333944 100.00% 0.059131
PISO 1
Centro de Masa
h t Peso P P*xi P*yi
2.400 0.130 4987.008 18327.254 61464.874
2.400 0.130 617.760 803.088 5359.068
2.400 0.130 1308.528 8570.858 11351.480
2.400 0.130 1909.440 12506.832 13700.232
2.400 0.130 702.000 1895.400 2930.850
2.400 0.130 4425.408 48126.312 18476.078
2.400 0.130 1600.560 200.070 13244.634
2.400 0.130 617.760 2270.268 6486.480
2.400 0.130 1137.240 4179.357 6624.423
2.400 0.130 1081.080 7864.857 11351.340
2.400 0.130 584.064 4249.066 2993.328
2.400 0.130 612.144 4453.348 948.823
19582.992000 113446.710 154931.611
5.793 7.912
PISO 1
Momento Polar de Inercia
0.55106 0.304 0.00011 2.31202
-1.82394 3.327 0.00015 0.00044
3.42606 11.738 0.00108 0.00296
3.42606 11.738 0.00158 0.05225
-0.42394 0.180 0.00001 0.06642
7.75106 60.079 0.01877 2.22271
-2.99894 8.994 0.23788 0.23788
0.55106 0.304 0.00082 0.00102
0.55106 0.304 0.00386 0.00438
4.15106 17.231 0.19492 0.19528
4.15106 17.231 0.03994 0.04037
4.15106 17.231 0.04543 0.04743
(xcg,ycg)=ΣPi=
𝑥𝑖−𝑥𝑐𝑟=𝑥 〖𝑥 ̅E " " 〗^2∗K𝑦/Em 𝐽〖𝑥 ̅
E " " 〗^2
5.18316
PISO 1
CALCULO DEL INCREMENTO DE CORTANTE CORTANTE CORREGIDA X-X
Cortante (kg)
% de absorcion L t fdCortante diseño
(kg)PD (kg) Todos
los pisosΔ𝑉2𝑦
Vm=1.8+0.18fd≤3.3...para mortero con calVm=1.8+0.18fd≤2.7...para mortero sin cal
Cortante (kg)
% de absorcion L t fd
2.352 16452.083 17137.084 45.57% 19649.959 8.880 0.130 1.702
-0.964 304.402 305.446 0.81% 2404.273 1.100 0.130 1.681
3.837 1961.879 1968.613 5.24% 14353.328 2.330 0.130 4.739
5.599 4153.388 4204.341 11.18% 14931.800 3.400 0.130 3.378
-0.255 429.647 448.409 1.19% 2006.574 1.250 0.130 1.235
29.358 14257.826 14880.443 39.57% 12003.287 7.880 0.130 1.172
-961.726 12.723 12.733 0.03% 3271.980 2.850 0.130 0.883
18.061 4.911 5.021 0.01% 6453.574 1.100 0.130 4.513
85.031 9.040 9.279 0.02% 5893.180 2.025 0.130 2.239
569.335 8.594 8.787 0.02% 3434.675 1.925 0.130 1.372
116.667 4.643 4.799 0.01% 1735.415 1.040 0.130 1.284
132.703 4.866 5.212 0.01% 1861.956 1.090 0.130 1.314
37604.000 38990.167 103.69%
Cortante diseño (kg)
PD (kg) Todos los pisos
Δ𝑉2𝑦 𝑉𝑥
85.719 0.23%
31.514 0.08%
198.666 0.53%
16820.382 44.73%
1719.109 4.57%
8093.453 21.52%
7193.867 19.13%
1474.157 3.92%
1676.780 4.46%
100.00%
PISO 1
CORTANTE CORREGIDA X-X CORTANTE CORREGIDA Y-Y
Va Vm
Cortante
% de absorcion LVerificacion de esfuerzo
cortante
Cortante diseño (kg)
PD (kg) Todos los pisos𝑉𝑦
Va Vm
Cortante
% de absorcion L
1.485 2.106 VERIFICA 223.878 229.039 0.61% 19649.959 8.880
0.214 2.103 VERIFICA 27.733 26.768 0.07% 2404.273 1.100
0.650 2.653 VERIFICA 58.743 67.163 0.18% 14353.328 2.330
0.951 2.408 VERIFICA 85.719 98.005 0.26% 14931.800 3.400
0.276 2.022 VERIFICA 31.514 31.260 0.08% 2006.574 1.250
1.453 2.011 VERIFICA 198.666 263.089 0.70% 12003.287 7.880
0.003 1.959 - 16820.382 15858.657 42.17% 3994.790 2.850
0.004 2.612 - 1719.109 1758.742 4.68% 7879.228 1.100
0.004 2.203 - 8093.453 8280.042 22.02% 7195.037 2.025
0.004 2.047 - 7193.867 8443.196 22.45% 4193.426 1.925
0.004 2.031 - 1474.157 1730.168 4.60% 2118.784 1.040
0.004 2.037 - 1676.780 1967.979 5.23% 2273.279 1.090
37604.000 38754.107 103.06%
Verificacion de esfuerzo
cortante
Cortante diseño (kg)
PD (kg) Todos los pisos
𝑉𝑦
t fd Va Vm
0.130 1.702 0.020 2.106 -
0.130 1.681 0.019 2.103 -
0.130 4.739 0.022 2.653 -
0.130 3.378 0.022 2.408 -
0.130 1.235 0.019 2.022 -
0.130 1.172 0.026 2.011 -
0.130 1.078 4.280 1.994 CORREGIR
0.130 5.510 1.230 2.792 CORREGIR
0.130 2.733 3.145 2.292 CORREGIR
0.130 1.676 3.374 2.102 CORREGIR
0.130 1.567 1.280 2.082 VERIFICA
0.130 1.604 1.389 2.089 VERIFICA
Verificacion de esfuerzo
cortante
Fy 4200
fc' 210h 2.40
Cuantia min 0.005
Muro t(m) L(m) fd V P=PD+0.25PL Va Vm
X1 0.130 8.880 1.702179393 17137.08376 23990.81 1.484501365 2.106392291X2 0.130 1.100 1.681309652 305.4464782 2935.40 0.213598936 2.102635737X3 0.130 2.330 4.738635806 1968.612962 17524.11 0.649921744 2.652954445X4 0.130 3.400 3.378235183 4204.341279 18230.37 0.951208434 2.408082333X5 0.130 1.250 1.234814487 448.4085713 2449.84 0.275943736 2.022266608X6 0.130 7.880 1.171738263 14880.44324 14654.92 1.452600863 2.010912887X7
X8
X9
X10
X11
X12
X13
X14
X15
X16
X17
X18
X19
X20
Y1 0.130 2.850 1.078216051 15858.65679 3994.79 4.280339214 1.994078889Y2 0.130 1.100 5.509949377 1758.741716 7879.23 1.229889312 2.791790888Y3 0.130 2.025 2.733157446 8280.041647 7195.04 3.145314965 2.29196834Y4 0.130 1.925 1.675694889 8443.196386 4193.43 3.37390465 2.10162508Y5 0.130 1.040 1.567147851 1730.167544 2118.78 1.279709722 2.082086613Y6 0.130 1.090 1.604289735 1967.979079 2273.28 1.388834918 2.088772152Y7
Y8
Y9
Y10
Area de concreto Acero en confinamiento
Requerida (cm2)Minima (cm2) Asumida (cm2)Seccion asumida (AxB)Column. As (cm2)Viga solera (cm2) As min(cm2)
1064.314016 260 260 13 20 1.54388141955 5.71236125233 1.3
18.97002854 260 260 13 20 0.22214289327 0.10181549275 1.3
122.2624804 260 260 13 20 0.67591861341 0.65620432052 1.3
261.1144005 260 260 13 20 0.98925677157 1.40144709306 1.3
27.84881804 260 260 13 20 0.28698148562 0.14946952376 1.3
924.1633248 260 260 13 20 1.51070489728 4.96014774606 1.3
984.9161579 260 325 13 25 4.45155278205 5.28621892869 1.625
109.2282377 260 325 13 25 1.27908488428 0.58624723863 1.625
514.2394413 260 325 13 25 3.27112756405 2.76001388217 1.625
524.3723133 260 325 13 25 3.50886083587 2.81439879544 1.625
107.4536131 260 325 13 25 1.33089811074 0.57672251465 1.625
122.2231125 260 325 13 25 1.44438831458 0.6559930262 1.625
Estribaje
Av (cm2) d (cm) s (cm) s max (cm)
1.42 22 5.104252348 11
1.42 22 286.37423 11
1.42 22 44.43331508 11
1.42 22 20.80516166 11
1.42 22 195.0720963 11
1.42 22 5.878319523 11
1.42 22 5.515725649 11
1.42 22 49.73555765 11
1.42 22 10.56419807 11
1.42 22 10.36005749 11
1.42 22 50.55695346 11
1.42 22 44.44762698 11