DISEÑO DE PLACAS CC°AA°

SENTIDO FUERZASPISO COMBO Pu Mu2 Mu3

1

COMB1 24.58 0.257 0.237COMB2 MAX 158.16 1.495 28.524COMB3 MAX 89.39 0.424 15.327COMB4 MAX 149.98 1.401 28.382COMB5 MAX 81.2 0.329 15.186

2

1

-80 -60 -40 -20 0 20 40 60 80

-150

-100

-50

0

50

100

150

200

250

300

350PLACA: 25x100cm2

Momento Flector (Ton-m)

Fuer

za A

xial

(Ton

)

m3=azul

-80 -60 -40 -20 0 20 40 60 80

-150

-100

-50

0

50

100

150

200

250

300

350PLACA: 25x100cm2

Momento Flector (Ton-m)

Fuer

za A

xial

(Ton

)

Curve 1 0. degrees Curve 7 90. degreesP M3 M2 P M3 M2

1 308.1673 2.7647 -0.6945 308.1673 2.7647 -0.69452 269.2097 -38.8393 0.0159 266.0337 2.6977 -12.02513 157.0004 -56.57 0.554 152.8531 2.638 -17.23964 43.2602 -46.6711 0.6384 77.4855 2.58 -14.70845 -97.3043 -3.6856 0.9262 -97.3043 -3.6856 0.9262


1 -308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.69452 -269.2097 38.8393 -0.0159 -266.0337 -2.6977 12.02513 -157.0004 56.57 -0.554 -152.8531 -2.638 17.23964 -43.2602 46.6711 -0.6384 -77.4855 -2.58 14.70845 97.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262


1 -308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.69452 -269.2097 38.8393 -0.0159 -274.958 36.8751 0.72963 -157.0004 56.57 -0.554 -157.1895 55.5621 0.3434 -43.2602 46.6711 -0.6384 -36.4888 44.8479 0.09015 97.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262


308.1673 2.7647 -0.6945 308.1673 2.7647 -0.6945275.2977 41.2958 -0.6266 260.1617 -0.0953 11.3976166.9824 56.5992 -0.5737 143.1247 -2.4391 17.2524

54.149 46.3628 -0.5108 65.9632 -2.7423 14.7085-97.3043 -3.6856 0.9262 -97.3043 -3.6856 0.9262


-308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.6945-275.2977 -41.2958 0.6266 -260.1617 0.0953 -11.3976-166.9824 -56.5992 0.5737 -143.1247 2.4391 -17.2524

-54.149 -46.3628 0.5108 -65.9632 2.7423 -14.708597.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262

Curve 3 30. degrees Curve 4 45. degrees Curve 5P M3 M2 P M3 M2 P

-308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.6945 -308.1673-281.6117 34.4119 1.5195 -290.2266 30.8419 2.5669 -302.6932-157.3918 54.3768 1.3311 -157.0764 52.5137 2.6257 -155.3894

-27.6324 41.8345 1.0604 -15.4494 37.2309 2.307 1.054397.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262 97.3043

60. degrees Curve 6 75. degrees Curve 7 90. degreesM3 M2 P M3 M2 P M3

-2.7647 0.6945 -308.1673 -2.7647 0.6945 -308.1673 -2.764724.6322 4.0395 -308.1673 17.3495 5.8286 -266.0337 -2.697748.6122 4.745 -149.6164 35.5408 9.6424 -152.8531 -2.63838.7103 5.0648 9.4651 29.6081 7.2332 -77.4855 -2.58

3.6856 -0.9262 97.3043 3.6856 -0.9262 97.3043 3.6856

Curve 8 105. degrees Curve 9 120. degreesM2 P M3 M2 P M3 M2

0.6945 -308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.694512.0251 -308.1673 -21.5348 6.1181 -306.7196 -28.2036 4.470417.2396 -154.3939 -38.2062 10.1751 -162.021 -50.2838 5.509614.7084 -4.1132 -22.6167 6.7488 -10.1023 -29.7591 5.0321-0.9262 97.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262


-308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.6945 -308.1673-294.6575 -34.1083 3.0513 -286.6204 -37.3865 2.0627 -280.4676

-164.8 -53.6471 3.5137 -165.8114 -55.077 2.3151 -166.2833-26.5556 -36.936 3.4398 -38.5762 -41.5415 2.1791 -47.266797.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262 97.3043


-2.7647 0.6945 -308.1673 -2.7647 0.6945 -308.1673 -2.7647-39.6002 1.3228 -275.2977 -41.2958 0.6266 -280.5169 -39.5637-55.9305 1.3998 -166.9824 -56.5992 0.5737 -166.6103 -55.934-44.4932 1.2361 -54.149 -46.3628 0.5108 -47.4309 -44.5536

3.6856 -0.9262 97.3043 3.6856 -0.9262 97.3043 3.6856


0.6945 -308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.6945-0.0593 -286.6991 -37.3427 -0.7932 -294.7862 -34.0459 -1.7764-0.2456 -166.2633 -55.1013 -1.1533 -164.9176 -53.4595 -2.3966-0.2104 -37.1441 -40.8491 -1.3344 -23.0499 -35.3237 -2.7887-0.9262 97.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262


-308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.6945 -308.1673-306.5506 -27.9777 -3.2116 -308.1673 -20.613 -4.9964 -260.1617-161.0595 -49.4915 -4.529 -151.8257 -36.3685 -9.4398 -143.1247

-4.425 -27.0557 -4.6796 8.9307 -22.7417 -8.8428 -65.963297.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262 97.3043


-2.7647 0.6945 -308.1673 -2.7647 0.6945 -308.1673 -2.76470.0953 -11.3976 -306.2971 19.0084 -5.4618 -300.0984 25.69832.4391 -17.2524 -144.1033 38.3401 -10.1616 -150.9053 50.35872.7423 -14.7085 9.9398 29.558 -8.8955 1.8889 38.51953.6856 -0.9262 97.3043 3.6856 -0.9262 97.3043 3.6856


0.6945 -308.1673 -2.7647 0.6945 -308.1673 -2.7647 0.6945-3.8413 -288.0709 31.7009 -2.4267 -279.746 35.071 -1.4643-5.5008 -153.3927 53.7097 -3.5081 -154.3648 55.1996 -2.3003-6.7706 -14.5668 37.0165 -3.6321 -26.7526 41.622 -2.364-0.9262 97.3043 3.6856 -0.9262 97.3043 3.6856 -0.9262

Curve 24 345. degreesP M3 M2

-308.1673 -2.7647 0.6945-273.7456 37.2707 -0.7077-154.7173 56.057 -1.3889

-35.6497 44.655 -1.374297.3043 3.6856 -0.9262

Diseño de Muros de Corte de CC°AA°

Parametros de DiseñoAltura H 250 cmEspesor t 25 cmPeralte L 100 cmPeralte efectiva d 80 cmReistencia del concreto f'c 210 kg/cm2Resistencia del acero fy 4200 kg/cm2Factor de reduccion corte Ø 0.85Factor de reduccion flexion 0.9

Verificacion de Esbeltez

H/L 2.5 Muro Esbelto

Diseño por Flexocomprensio

Combinacion de CargasCombinacion Pu(ton) Mux-x(tonxm) Muy-y(tonxm)

1.4D+1.7L 24.58 0.257 0.237

1.25(D+L)+Sx 158.16 1.50 28.521.25(D+L)+Sy 89.39 0.42 15.33

0.90D+Sx 149.98 1.40 28.38

0.90d+Sy 81.2 0.33 15.19

Predimencionamiento

1/2 1.27Mumax 28.52 ton 5/8 1.59

As= 8.38 cm2 ≈ 4 ø5/8" 3/4 1.91

Diseñe por Cortante

Combinacion de CargasCombinacion Pu(ton) Vux-x(ton) Vuy-y(ton) Mux-x(ton)

1.4D+1.7L 24.58 -0.66 0.47 0.261.25(D+L)+Sx 158.16 15.87 1.41 1.501.25(D+L)+Sy 89.39 7.83 0.54 0.42

0.90D+Sx 149.98 16.06 1.24 1.400.90d+Sy 81.2 8.03 0.37 0.33

Ø

Si H/L ≥ 1 ; Muro Esbelto Si H/L < 1 ; Muro no Esbelto o

Muro BajoDiseño por

Flexocomprension

Resistencia al Corte del Concreto

Pu(Kg) 158160Pu/Ag 63.26 Vc=0.53√f'ctd

Ag(cm2) 250010%f'c 21 Vc(ton)

Limites de Resistencia al Corte del Concreto

H/L 2.5 αc = 0.80 Vc ≤ 0.80√f'ctd23.19

Vc ≤ 0.80√f'ctd OKVc(ton) 15.36

Verificacion de la Fuerza Cortante

Mn(tonxm) 27.01Vud=Vu(Mn/Mu) 15.03 Mn / MuVu(ton) 15.87

Mu(tonxm) 28.52

Calculo del area de refuerzo horizontal

Cuantia minima horizontal y vertical

Si Vu ≤ 0.27√f'ctd ; ρminh=0.0020 ; ρminv=0.0015

Si Vu > 0.27√f'ctd o Vu > ØVc ; ρminh=0.0025 ; ρminv=0.0025

Vud(ton) 15.03Vud > 0.27√f'ctd

ρminh7.83

ØVc 13.06 ρminv

Condicion de Distribucion de Refuerzo

H/L 2.5 ρv < ρh

Espaciamiento maximo

Smax(cm)3e 75

40 Smax 33 cmL/3 33

0.80√f'ctd(tom)

0.27√f'ctd

Si H/L ≥ 2 ; ρv < ρh Si H/L < 2 ;

ρv ≥ ρh

Cuantia horizontal

Vud(ton) 15.03 Vs(ton) 2.31996 ρh 0.00028Vc(ton) 15.36

ρminh 0.0025 ρh

Verificacion del limite dispuesto para Vn

Vn = Vc+Vs (ton) 17.68Vnmax > Vn OK

Vnmax = 2.6√f'ctd (ton) 75.36

Area de acero de refuerzo horizonta para un metro de altura

ρh 0.0025 1/2

As=ρheh 15.63 cm2/m 5/8

Para cada cara 7.81 cm2/m ≈ 6 3/4

Espaciamiento Horizontal

Ab(cm) 1.27S(cm) 17

S(cm) 20As(cm2/m) 7.60 S < Smax

ok

Calculo del area de acero vertical

Cuantia de refuerzo vertical

ρvmin 0.0015 ρv 0.0025ρv= 0.0025

ρv < 0.0025

Ash=ρh*t0.00 #REF! cm2Dado el ancho de la placa, se distribuira en ambas caras, en cada cara se tendra 10.78cm/mEspaciamientoS=Ab/As11.78 40cm

Muros bajos H/L > 1 , Se diseña por flexocomprencionH 250 H/L 2.5

Condicion: ρh ≥ ρminh

ø"1/2"

Condicion 1: ρv ≥ ρmin

Condicion 2: ρv < ρh

L 100H/L 2.5

H/L #REF!Z= #REF!Mu= 192.47

#REF! cm2#REF!

Asd 22S=100*Ab6 S=Smax=20cm

#REF!

Calculo de Espaciamiento

S(cm)3e 040L/3 0

Cargas ultimas en la placaCombinacion Pu(ton) Vux-x

1.4D+1.7L 24.58 -0.661.25(D+L)+Sx 158.16 15.871.25(D+L)+Sy 89.39 7.83

0.90D+Sx 149.98 16.060.90d+Sy 81.2 8.03

Diseño por Flexo ComprensionMuros bajos H/L > 1 , Se diseña por flexocomprencion

H 250 H/L 2.5L 100

Mumax 37.49 tonAs= #DIV/0! cm2

#DIV/0!#DIV/0!

12.4212.9825

Combinacion Pu(ton) Mux-x1.4D+1.7L 56.35 -0.174

1.25(D+L)+Sx 155.77 4.1571.25(D+L)+Sy 128.78 1.602

0.90D+Sx 137.07 4.2160.90d+Sy 110.07 1.661

As=Mu/Øfyz#Varillas Ø1/2"

Mn=ØAsdfyz

As=Mu/Øfyd

Diseño de Muros de Corte de CC°AA°

Parametros de Diseño

Verificacion de Esbeltez

Combinacion de Cargas

1.27 cm2 5.061.98 cm2 7.91 0.00322.85 cm2 11.40

Mux-x(ton) Muy-y(ton)0.26 0.24 24.58 -0.66 0.47 0.2571.50 28.52 158.16 15.87 1.41 1.4950.42 15.33 89.39 7.83 0.54 0.4241.40 28.38 149.98 16.06 1.24 1.4010.33 15.19 81.2 8.03 0.37 0.329

Vc=0.53√f'ctd

15.36

Limites de Resistencia al Corte del Concreto

OK

0.95 < R = 4.5 OK

Calculo del area de refuerzo horizontal

Si Vu ≤ 0.27√f'ctd ; ρminh=0.0020 ; ρminv=0.0015

Si Vu > 0.27√f'ctd o Vu > ØVc ; ρminh=0.0025 ; ρminv=0.0025

0.0025

0.0025

Condicion de Distribucion de Refuerzo

Cuantia horizontal

ρh = ρminh

0.0025

Verificacion del limite dispuesto para Vn

1.27 1.27 cm2 7.601.59 1.98 cm2 11.871.91 2.85 cm2 17.09

Predomina el area de aceropor flexionDado el ancho de la placa, se distribuira en ambas caras, en cada cara se tendra 10.78cm/m

Condicion: ρh ≥ ρminh

Diseño para muros no esbeltos

Smin= 0

Cargas ultimas en la placaVuy-y Mux-x Muy-y

0.47 0.257 0.2371.41 1.495 28.5240.54 0.424 15.3271.24 1.401 28.3820.37 0.329 15.186

1.59 1.98

13.028169

Muy-y0.83

31.50437.49331.17

37.159

Diseño para muros no esbeltos

0.23728.52415.32728.38215.186

Story Pier Load Loc P V2 V3 M2STORY1 PLACA2 COMB1 Bottom -24.58 0.66 -0.47 -0.257STORY1 PLACA2 COMB2 MIN Bottom -158.16 -15.87 -1.41 -1.495STORY1 PLACA2 COMB3 MIN Bottom -89.39 -7.83 -0.54 -0.424STORY1 PLACA2 COMB4 MIN Bottom -149.98 -16.06 -1.24 -1.401STORY1 PLACA2 COMB5 MIN Bottom -81.2 -8.03 -0.37 -0.329

M3-0.237 24.58 -0.66 0.47 0.257 0.237

-28.524 158.16 15.87 1.41 1.495 28.524-15.327 89.39 7.83 0.54 0.424 15.327-28.382 149.98 16.06 1.24 1.401 28.382-15.186 81.2 8.03 0.37 0.329 15.186

DISEÑO DE PLACAS CC°AA°

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