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
)
1
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
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
Curve 1 0. degrees Curve 2 15. 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 -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
Curve 13 180. degrees Curve 19 270. degreesP M3 M2 P M3 M2
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
Curve 13 180. degrees Curve 19 270. degreesP M3 M2 P M3 M2
-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
Curve 10 135. degrees Curve 11 150. degrees Curve 12P M3 M2 P M3 M2 P
-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
165. degrees Curve 13 180. degrees Curve 14 195. degreesM3 M2 P M3 M2 P M3
-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
Curve 15 210. degrees Curve 16 225. degreesM2 P M3 M2 P M3 M2
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
Curve 17 240. degrees Curve 18 255. degrees Curve 19P M3 M2 P M3 M2 P
-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
270. degrees Curve 20 285. degrees Curve 21 300. degreesM3 M2 P M3 M2 P M3
-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
Curve 22 315. degrees Curve 23 330. degreesM2 P M3 M2 P M3 M2
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
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