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)=

19440.00 399.34 Datos hoja excel Zucs dinamico

107440.00 2207.07

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

PISO 1

DIRECCION Y-Y

Cortante

223.878 0.60%

27.733 0.07%

58.743 0.16%

% de absorcion

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

PISO 1

CORTANTE CORREGIDA Y-Y

t fd Va VmVerificacion de esfuerzo

cortante

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

Y11

Y12

Y13

Y14

Y15

Y16

Y17

Y18

Y19

Y20

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