Tablas de Losas

TABLAS DE MOMENTO MOMENTO PARA LOSA DE DE CONCRETO ARMADO ARMADO

TABLA 1

E =Ly/Lx

K =(q)(Lx)(Ly) (q =carga =carga uniform uniforme) e)

1. Momentos con vértices sin distorsión: distorsión: Mx =K/mx My =K/my

VALORES NUMERICOS SEGÚN SEG ÚN MARCUS MARCUS E= mx my mx y

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

27.40 26.10 25.10 24.10 23.30 22.70 22.10 21.60 21.30 21.00 20.80 20.60 20.60 20.70 21.00 27.40 28.70 30.20 31.80 33.60 35.80 37.30 39.50 41.70 44.30 46.80 49.70 52.80 67.60 84.20 24.00 24.20 24.40 24.70 25.00 25.30 25.60 26.00 26.40 26.80 27.20 27.70 28.20 30.30 33.20

VALORES NUMERICOS SEGÚN SEG ÚN CZERNY CZERNY E= mx my mx y

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

27.40 26.10 25.10 24.10 23.30 22.70 22.10 21.60 21.30 21.00 20.80 20.60 20.60 20.70 21.00 27.40 28.70 30.20 31.80 33.60 35.80 37.30 39.50 41.70 44.30 46.80 49.70 52.80 67.60 84.20 24.00 24.20 24.40 24.70 25.00 25.30 25.60 26.00 26.40 26.80 27.20 27.70 28.20 30.30 33.20

1. Reacciones de de apoyo apoyo y esfuerzos cortant cortantes es Kx =(v = (vx) x)(K) (K) Ky =(v = (vy) y)(K) (K)

TABLA DE REACCIONES DE APOYO APOY O Y ESFUERZOS ESFUE RZOS CORTANTES CORTANTES PARA P ARA LOSA DE CONCRETO ARMADO ARMADO E= vx vy

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40 1 .40

1.45

1.50

1.55

1.60

1.80

2.00

0.250 0.238 0.227 0.217 0.208 0.200 0.192 0.185 0.179 0.173 0.167 0.161 0.156 0.139 0.125 0.250 0.262 0.273 0.283 0.292 0.300 0.308 0.315 0.321 0.327 0.333 0.339 0.344 0.361 0.375

TABLAS DE MOMENTO PARA LOSA DE CONCRETO ARMADO

TABLA 2a

E=Ly/Lx

K =(q)(Lx)(Ly) (q =carga uniforme)

1. Momentos con vértices sin distorsión: Mx =K/mx My =K/my Mex =-K/mex

VALORES NUMERICOS SEGÚN MARCUS E= mx my mex

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

29.90 29.20 28.60 28.20 28.00 27.90 27.80 27.90 28.00 28.20 28.50 28.80 29.20 36.80 39.80 43.20 47.00 51.10 55.70 60.60 65.90 71.60 77.90 84.40 91.50 98.80 11.20 11.20 11.20 11.30 11.40 11.60 11.80 12.00 12.30 12.60 12.90 13.20 13.50

VALORES NUMERICOS SEGÚN CZERNY E= mx my mex mx y

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

31.40 41.20 11.90 26.20

30.70 45.40 11.90 26.80

30.00 49.60 12.00 27.40

29.70 54.00 12.10 28.10

29.40 58.50 12.20 28.80

29.20 62.90 12.40 29.60

29.10 67.30 12.60 30.50

29.20 71.70 12.80 31.30

29.40 79.70 13.20 32.20

29.60 79.70 13.20 33.10

29.80 83.40 13.50 34.10

30.10 86.90 13.80 35.10

30.40 90.40 14.10 36.10

32.00 106.00 15.10 40.30

34.20 118.00 16.60 44.80

1. Reacciones de apoyo y esfuerzos cortantes Kx =(vx)(K) Kye =(vye)(K) Kyr =(vyr)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= 1.00 vx 0.183 vy e 0.402 vy r 0.232

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.175 0.167 0.160 0.153 0.147 0.141 0.136 0.131 0.126 0.122 0.118 0.115 0.102 0.092 0.412 0.422 0.431 0.440 0.447 0.455 0.461 0.468 0.474 0.479 0.484 0.488 0.504 0.517 0.238 0.244 0.249 0.254 0.259 0.263 0.267 0.270 .0.274 0.277 0.280 0.282 0.292 0.299


TABLA 2b

E =Ly/Lx



VALORES NUMERICOS SEGÚN MARCUS E= mx my mey

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

36.80 34.20 32.00 30.20 28.60 27.30 26.30 25.50 24.80 24.20 23.80 23.40 23.10 29.90 30.80 31.90 33.10 34.40 35.80 37.30 38.80 40.40 42.20 44.00 46.00 48.20 11.20 11.30 11.50 11.80 12.20 12.70 13.20 13.80 14.40 15.20 16.10 17.10 17.90

VALORES NUMERICOS SEGÚN CZERNY E= mx my mey mx y

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

41.20 29.40 11.90 26.20

37.90 30.50 11.90 25.80

35.10 31.70 12.00 25.50

32.90 33.10 12.00 25.30

31.10 34.70 12.10 25.20

29.60 36.50 12.30 25.10

28.30 38.60 12.50 25.20

27.20 40.80 12.70 25.40

26.30 43.10 12.90 25.60

25.60 45.70 13.10 25.80

24.90 48.40 13.30 26.10

24.40 51.10 13.60 26.50

24.00 53.80 13.90 26.90

23.00 65.20 15.10 28.60

22.80 77.50 16.40 30.80

1. Reacciones de apoyo y esfuerzos cortantes Kxe =(vxe)(K) Kxr =(vxr)(K) Ky =(vy)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx e vx r vy

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.402 0.388 0.378 0.366 0.355 0.342 0.331 0.320 0.310 0.300 0.289 0.280 0.272 0.241 0.217 0.232 0.226 0.218 0.212 0.205 0.198 0.191 0.184 0.179 0.173 0.167 0.161 0.156 0.139 0.125 0.183 0.193 0.202 0.211 0.220 0.230 0.239 0.248 0.256 0.264 0.272 0.280 0.286 0.310 0.329


TABLA 3a

E =Ly/Lx



VALORES NUMERICOS SEGÚN MARCUS E= mx my mex

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

37.50 37.50 37.60 37.90 38.30 38.80 39.40 40.00 40.80 41.70 42.60 43.50 44.30 55.70 62.00 69.00 76.60 84.90 94.00 104.00 114.00 126.00 138.00 151.00 165.00 180.00 14.40 14.70 15.00 15.40 15.80 16.20 16.70 17.20 17.70 18.20 18.70 19.20 19.80

VALORES NUMERICOS SEGÚN CZERN E=

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

35.10 35.00 34.90 35.10 35.30 35.70 36.10 36.60 37.30 37.90 38.70 39.40 40.30 43.90 48.20 my 61.70 68.00 73.90 79.90 85.80 90.80 95.50 100.30 105.00 109.50 114.00 118.50 123.00 139.00 154.00 mex 14.30 14.60 14.90 15.20 15.60 16.00 16.40 16.80 17.30 17.70 18.20 18.70 19.20 21.50 24.00 mx

1. Reacciones de apoyo y esfuerzos cortantes Kx =(vx)(K) Ky =(vy)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx r vy e

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.144 0.137 0.131 0.125 0.120 0.115 0.111 0.107 0.103 0.099 0.096 0.093 0.090 0.080 0.072 0.356 0.363 0.369 0.375 0.380 0.385 0.389 0.393 0.397 0.401 0.404 0.407 0.410 0.420 0.428


TABLA 3b

E =Ly/Lx


1. Momentos con vértices sin distorsión: Mx =K/mx My =K/my

VALORES NUMERICOS SEGÚN MARCUS E= mx my mey

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

55.70 50.30 46.00 42.40 39.40 36.90 34.90 33.10 31.60 30.30 29.20 28.40 27.50 37.50 37.70 38.10 38.70 39.50 40.40 41.40 42.50 43.80 45.20 46.70 48.30 50.00 14.40 14.20 14.10 14.00 14.10 14.30 14.60 14.90 15.20 15.60 16.10 16.70 17.30

VALORES NUMERICOS SEGÚN CZERNY E= mx my mey

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

55.70 50.30 46.00 42.40 39.40 36.90 34.90 33.10 31.60 30.30 29.20 28.40 27.50 37.50 37.70 38.10 38.70 39.50 40.40 41.40 42.50 43.80 45.20 46.70 48.30 50.00 14.40 14.20 14.10 14.00 14.10 14.30 14.60 14.90 15.20 15.60 16.10 16.70 17.30

1. Reacciones de apoyo y esfuerzos cortantes Kx =(vx)(K) Ky =(vy)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx e vy r

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.356 0.349 0.341 0.334 0.327 0.320 0.312 0.304 0.297 0.290 0.283 0.275 0.267 0.241 0.217 0.144 0.151 0.159 0.166 0.173 0.180 0.188 0.196 0.203 0.210 0.217 0.225 0.233 0.259 0.283


TABLA 4

E =Ly/Lx


1. Momentos con vértices sin distorsión: Mx =K/mx My =K/my Mex =-K/mex Mey =-K/mey

VALORES NUMERICOS SEGÚN MARCUS E= mx my mex mey

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

37.00 37.00 16.00 16.00

35.40 39.20 15.30 16.80

34.10 41.50 14.80 17.60

33.20 43.90 14.50 18.40

32.30 46.50 14.20 19.20

31.80 49.60 14.10 20.00

31.50 53.20 14.00 20.80

31.30 57.20 14.10 21.60

31.20 61.40 14.10 22.40

31.20 65.80 14.20 23.20

31.30 70.40 14.40 24.00

31.40 75.20 14.60 24.80

31.40 80.30 14.80 25.60

VALORES NUMERICOS SEGÚN CZERNY E= mx my mex mx y

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

40.20 40.20 14.30 14.30

38.30 43.10 14.10 14.60

36.80 46.20 14.00 15.00

34.60 49.40 13.90 15.30

34.80 52.80 13.80 15.70

34.20 57.00 13.80 16.10

33.80 61.90 13.90 16.60

33.60 66.70 13.90 17.10

33.50 71.30 14.00 17.60

33.40 75.50 14.20 18.10

33.30 79.60 14.40 19.10

33.30 83.80 14.70 19.10

33.40 88.00 15.10 19.60

34.80 114.00 16.00 21.80

35.80 120.00 16.80 24.40

1. Reacciones de apoyo y esfuerzos cortantes Kxe =(vxe)(K) Kxr =(vxr)(K) Kye =(vye)(K) Kyr =(vyr)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx e vx r vy e vy r

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.317 0.183 0.317 0.183

0.302 0.175 0.332 0.191

0.288 0.167 0.347 0.198

0.276 0.160 0.359 0.205

0.264 0.153 0.371 0.212

0.254 0.147 0.381 0.218

0.244 0.141 0.391 0.224

0.235 0.136 0.400 0.229

0.227 0.131 0.408 0.234

0.216 0.126 0.416 0.239

0.211 0.122 0.424 0.243

0.204 0.118 0.431 0.247

0.198 0.115 0.437 0.250

0.176 0.102 0.459 0.263

0.159 0.091 0.476 0.274


TABLA 5a

E =Ly/Lx


1. Momentos con vértices sin distorsión: Mx =K/mx My =K/my Mex =-K/mex Mey =-K / mey


1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

44.20 50.50 18.00 24.00

43.30 54.60 17.80 25.20

42.70 59.30 17.70 26.40

42.40 64.50 17.80 27.60

42.30 70.30 17.90 28.80

42.40 76.50 18.10 30.00

42.60 83.30 18.30 31.20

43.00 90.80 18.60 32.40

43.50 98.60 19.00 33.60

44.00 107.0 19.40 34.80

44.60 117.0 19.80 36.00

45.20 126.0 20.20 37.20

45.90 137.0 20.60 38.40


1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

mx my mex mey

44.10 55.90 16.20 18.30

42.60 61.20 16.20 18.90

41.60 66.50 16.30 19.50

41.00 72.00 16.50 20.20

40.60 77.50 16.70 20.90

40.40 83.00 16.90 21.70

40.30 89.50 17.20 22.60

40.40 95.00 17.50 23.50

40.60 101.0 17.80 24.40

40.90 107.0 18.20 25.30

41.30 114.0 18.60 26.20

41.80 121.0 19.00 27.10

42.50 129.0 19.50 28.00

45.40 160.0 21.40 31.70

49.00 194.0 23.60 35.40

1. Reacciones de apoyo y esfuerzos cortantes Kxe =(vxe)(K) Kxr = (vxr)(K) Kye =(vye)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx e vx r vy e

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.250 0.237 0.227 0.217 0.208 0.200 0.192 0.185 0.179 0.173 0.166 0.161 0.156 0.138 0.125 0.144 0.137 0.131 0.125 0.120 0.114 0.110 0.107 0.103 0.099 0.096 0.093 0.090 0.080 0.071 0.303 0.313 0.321 0.329 0.336 0.343 0.349 0.354 0.359 0.364 0.369 0.373 0.377 0.391 0.402


TABLA 5b

E =Ly/Lx


1. Momentos con vértices sin distorsión: Mx =K/mx My =K/my Mex =-K/mex Mey =-K/mey


1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

50.50 44.20 24.00 18.00

47.10 45.40 22.20 18.40

44.30 46.90 20.80 18.90

42.00 48.60 19.70 19.60

40.20 50.70 18.80 20.40

38.70 53.00 18.10 21.30

37.50 55.70 17.60 22.40

36.70 58.50 17.30 23.70

36.00 61.60 17.10 25.10

35.50 64.90 16.90 26.10

35.10 68.50 16.80 27.00

34.80 72.50 16.70 27.90

34.60 76.60 16.70 28.80

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

VALORES NUMERICOS SEGÚN CZERNY E= mx my mex mey

1.00

1.05

1.10

1.15

1.20

59.50 44.10 18.30 16.20

54.70 45.90 17.50 16.20

50.70 48.10 16.90 16.30

47.50 50.70 16.50 16.40

44.90 53.70 16.20 16.60

42.90 41.30 40.10 39.20 38.40 37.80 37.70 57.10 61.00 65.40 70.40 76.10 82.50 89.50 16.00 15.80 15.70 15.70 15.70 15.80 15.90 16.90 17.30 17.70 18.10 18.60 19.00 19.50

37.70 97.00 16.10 20.00

1.80

2.00

37.60 37.50 143.00 202.00 16.70 17.60 22.10 24.60

1. Reacciones de apoyo y esfuerzos cortantes Kxe =(vxe)(K) Kye =(vye)(K) Kyr =(vyr)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx e vy e vy r

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

0.304 0.294 0.284 0.274 0.264 0.254 0.244 0.235 0.227 0.219 0.211 0.204 0.198 0.176 0.159 0.250 0.263 0.275 0.288 0.301 0.314 0.327 0.339 0.350 0.360 0.370 0.378 0.387 0.416 0.437 0.142 0.149 0.157 0.164 0.171 0.178 0.185 0.191 0.196 0.202 0.208 0.214 0.217 0.232 0.245


TABLA 6

E =Ly/Lx


1. Momentos con vértices sin distorsión: Mx =K/mx My =K/my Mex =-K/mex Mey=-K/mey


1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

55.70 55.70 24.00 24.00

53.30 58.80 23.00 25.20

51.50 62.30 22.20 26.40

50.10 66.20 21.70 27.60

49.10 70.70 21.40 28.80

48.40 75.60 21.20 30.00

48.00 81.00 21.10 31.20

47.70 87.20 21.00 32.40

47.70 93.50 21.20 33.60

47.80 100.40 21.40 34.80

48.00 108.20 21.50 36.00

48.40 116.40 21.80 37.20

48.80 125.00 22.10 38.40


1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

2.00

mx my mex mey

56.80 56.80 19.40 19.40

53.50 61.20 19.00 19.80

50.70 66.30 18.80 20.30

48.80 72.20 18.70 20.90

47.20 78.90 18.60 21.50

46.10 86.70 18.70 22.20

45.20 95.60 18.80 22.90

44.90 105.60 19.00 23.70

44.60 116.60 19.20 24.50

44.50 128.50 19.50 25.30

44.40 140.50 19.80 26.20

45.20 152.00 20.10 27.00

46.10 163.00 20.50 27.90

48.80 190.00 22.00 31.40

50.00 210.00 24.00 35.00

1. Reacciones de apoyo y esfuerzos cortantes Kx =(vx)(K) Ky =(v)(K)

TABLA DE REACCIONES DE APOYO Y ESFUERZOS CORTANTES PARA LOSA DE CONCRETO ARMADO E= vx vy

1.00

1.05

1.10

1.15

1.20

1.25

1.30

1.35

1.40

1.45

1.50

1.55

1.60

1.80

0.250 0.238 0.227 0.217 0.208 0.200 0.192 0.185 0.179 0.173 0.167 0.161 0.156 0.139 0.250 0.262 0.273 0.283 0.292 0.300 0.308 0.315 0.321 0.327 0.333 0.339 0.344 0.361

Tablas de Losas

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