tablas de estructuras

CENTRO DE MASAS entre piso

ELEMENTODIMENCIONES(m)KN/m3KN/m2PESO (W) KNX(m)Y(m)WX(KN*m)WY(KN*m)

BASE ALTURALONGITUD

VIGA 010.65144.0018.72

VIGA 023.04144.0087.55

VIGA 035.60144.00161.28

VIGA 047.90144.00227.52

VIGA 0510.46144.00301.25

VIGA 0612.85144.00370.08

VIGA 16.755.40243.00

VIGA 26.75194.40262.44

VIGA 36.25354.60225.00

VIGA AUXILIAR 16.7510.2115.55

VIGA AUXILIAR 26.7515.4115.55

PANEL 10.2519.350.85

PANEL 21.85148.43106.44

PANEL 31.85427.47106.44

PANEL 44.32160.51268.76

PANEL 54.32462.24268.76

PANEL 66.0014.8123.96

PANEL 77.5014.8129.95

PANEL 86.7520.3429.40

PANEL 96.75105.48120.88

PANEL 109.18160.51571.11

PANEL 119.18462.24571.11

PANEL 1211.66148.43670.83

PANEL 1311.66427.47670.83

PANEL 1413.2519.3544.89

4035.455412.13

X5.02

CENTRO DE MASAS cubierta

ELEMENTODIMENCIONES(m)KN/m3KN/m2PESO (W) KNX(m)Y(m)WX(KN*m)WY(KN*m)

BASE ALTURALONGITUD

VIGA 010.300.4010.0024.0028.805.000.65144.0018.72

VIGA 020.300.4010.0024.0028.805.003.04144.0087.55

VIGA 030.300.4010.0024.0028.805.005.60144.00161.28

VIGA 040.300.4010.0024.0028.805.007.90144.00227.52

VIGA 050.300.4010.0024.0028.805.0010.46144.00301.25

VIGA 060.300.4010.0024.0028.805.0012.85144.00370.08

VIGA 10.300.4012.5024.0036.000.156.755.40243.00

VIGA 20.300.4013.5024.0038.885.006.75194.40262.44

VIGA 30.300.4012.5024.0036.009.856.25354.60225.00

VIGA AUXILIAR 10.120.402.0024.002.304.436.7510.2115.55

PANEL 11.120.506.053.395.710.2519.350.85

PANEL 24.552.096.0557.532.581.85148.43106.44

PANEL 34.552.096.0557.537.431.85427.47106.44

PANEL 44.552.266.0562.212.584.32160.51268.76

PANEL 54.552.266.0562.217.434.32462.24268.76

PANEL 61.320.56.053.993.716.0014.8123.96

PANEL 71.320.56.053.993.717.5014.8129.95

PANEL 80.362.006.054.364.676.7520.3429.40

PANEL 94.552.006.0555.067.436.75409.06371.62

PANEL 104.552.266.0562.212.589.18160.51571.11

PANEL 114.552.266.0562.217.439.18462.24571.11

PANEL 124.552.096.0557.532.5811.66148.43670.83

PANEL 134.552.096.0557.537.4311.66427.47670.83

PANEL 141.120.506.053.395.7113.2519.3544.89

839.144323.615647.32

X5.15

Y6.73

Wcubierta (KN)774.30

Wpiso (KN)1334.97

hk (m)2.70

Vs3165.26

PISOWhxkw*hxCvxFpisoVpiso

4774.308.406504.120.3591136.261136.26

31334.975.707609.330.4201329.342465.61

21334.973.004004.910.221699.653165.26

3444.2418118.361.0003165.26

DISTRIBUCION APROXIMADADE LAS FUERZAS SISMICAS

SENTIDO X

PISOportico01portico02portico03portico04portico05portico06Fpiso

RIGIDEZ414705.8814705.8814705.8814705.8814705.8814705.8888235.291136.26

317391.3017391.3017391.3017391.3017391.3017391.30104347.831329.34

224793.3924793.3924793.3924793.3924793.3924793.39148760.33699.65

% DISTRIBUCION40.170.170.170.170.170.171.00

30.170.170.170.170.170.171.00

20.170.170.170.170.170.171.00

DISTRIBUCION DE FUERZA4189.38189.38189.38189.38189.38189.381136.26

3221.56221.56221.56221.56221.56221.561329.34

2116.61116.61116.61116.61116.61116.61699.65

SENTIDO Y

PISOportico1portico2portico3

RIGIDEZ438461.5438461.5438461.54115384.62

340000.0040000.0040000.00120000.00

241095.8941095.8941095.89123287.67

% DISTRIBUCION40.330.330.331.00

30.330.330.331.00

20.330.330.331.00

DISTRIBUCION DE FUERZA4378.75378.75378.751136.26

3443.11443.11443.111329.34

2233.22233.22233.22699.65

PERIODO FUNDAMENTAL DE LA ESTRUCTURA

gravedad g10

Ct0.08

Hn8.40

SISMO ACTUANDO PARALELO A X

PISOWimiiFpisomi*i2Fpiso*i

4774.3077.430.05751136.260.25665.34

31334.97133.500.04451329.340.26459.16

21334.97133.500.0220699.650.06515.39

3444.240.585139.88

Ta0.39

T0.41OK

SISMO ACTUANDO PARALELO A X

PISOWimiiFpisomi*i2Fpiso*i

4774.3077.430.05601136.260.24363.63

31334.97133.500.04591329.340.28161.02

21334.97133.500.0261699.650.09118.26

3444.240.615142.91

Ta0.39

T0.41OK

OBTENCION DEL PUNTO DE APLICACIN DE LA FUERZA CORTANTE DE PISO

DIRECCION X

PISOWhxkw*hxkFpisoVpisoYcgFpiso*YcgFpiso*YcgYc

4774.308.406504.121136.261136.266.737647.057647.056.73

31334.975.707609.331329.342465.616.738946.4816593.536.73

21334.973.004004.91699.653165.266.734708.6721302.206.73

3444.2418118.363165.26

DIRECCION Y

PISOWhxkw*hxFpisoVpisoXcgFpiso*XcgFpiso*XcgXc

4774.308.406504.121136.261136.265.155851.765851.765.15

31334.975.707609.331329.342465.615.026673.3012525.065.08

21334.973.004004.91699.653165.265.023512.2616037.325.07

3444.2418118.363165.26

OBTENCION DE LOS CENTROS DE RIGIDEZ DE LOS ENTREPISOS

PISO 4

COORDENADA EN XCOORDENADA EN Y

EJES RYXRY*XXcrYcrEJES RXYRX*Y

EJE 138461.540.000.005.006.75EJE 0114705.880.659558.82

EJE 238461.545.00192307.69EJE 0214705.883.0444705.88

EJE 338461.5410.00384615.38EJE 0314705.885.6082352.94

115384.62576923.08EJE 0414705.887.90116176.47

EJE 0514705.8810.46153823.53

EJE 0614705.8812.85188970.59

88235.29595588.24

PISO 3



EJE 140000.000.000.005.006.75EJE 0117391.300.6511304.35

EJE 240000.005.00200000.00EJE 0217391.303.0452869.57

EJE 340000.0010.00400000.00EJE 0317391.305.6097391.30

120000.00600000.00EJE 0417391.307.90137391.30

EJE 0517391.3010.46181913.04

EJE 0617391.3012.85223478.26

104347.83704347.83

PISO 2



EJE 141095.890.000.005.006.75EJE 0124793.390.6516115.70

EJE 241095.895.00205479.45EJE 0224793.393.0475371.90

EJE 341095.8910.00410958.90EJE 0324793.395.60138842.98

123287.67616438.36EJE 0424793.397.90195867.77

EJE 0524793.3910.46259338.84

EJE 0624793.3912.85318595.04

148760.331004132.23

OBTENCION DE LAS EXCENTRICIDADES Y MOMENTOS TORSORES

XcrYcrXcYcexeyVpisoMT,xMT,y

PISO 45.006.755.156.730.15-0.021136.26-22.73170.44

PISO 35.006.755.086.730.08-0.022465.61-49.31197.03

PISO 25.006.755.076.730.07-0.023165.26-63.31211.02

OBTENCION DE LA TORSION ACCIDENTAL

XYexeyVpisoMT,xMT,y

PISO 410.0012.500.500.631136.26710.16568.13

PISO 310.0012.500.500.632465.611541.001232.80

PISO 210.0012.500.500.633165.261978.291582.63

OBTENCION DE LOS MOMENTOS TORSORES DE DISEO

MTxMTy

PISO 4687.44738.57

PISO 31491.691429.83

PISO 21914.981793.65

OBTENCION DE LAS FUERZAS CORTANTES DE DISEO

Vpiso1136.26Ro5R4.5

MTx687.44a0.9

MTy738.57p1

(RY*XT2+RX*YT2)3515697.51r1

DIRECCION XCORTANTE VxCORTANTE VyFUERZAS SISMICAS POR PORTICOSFUERZAS SISMICAS REDUCIDAS E

EJES RXYTRX*YTRX*YT2DIRECTOTORSIONALTOTAL

EJE 0114705.88-6.25-91911.76574448.53227.25-17.97209.28-19.31209.28-37.6046.51-8.36

EJE 0214705.88-3.71-54558.82202413.24227.25-10.67216.58-11.46216.580.0048.130.00

EJE 0314705.88-1.15-16911.7619448.53227.25-3.31223.95-3.55223.9537.6049.778.36

EJE 0414705.881.1516911.7619448.53227.253.31230.563.55230.5651.24

EJE 0514705.883.7154558.82202413.24227.2510.67237.9211.46237.9252.87

EJE 0614705.886.2591911.76574448.53227.2517.97245.2219.31245.2254.49

73529.411592620.591363.520.001363.520.00

DIRECCION YCORTANTE VyCORTANTE VxFUERZAS SISMICAS POR PORTICOSFUERZAS SISMICAS REDUCIDAS E

EJES RYXTRY*XTRY*XT2DIRECTOTORSIONALTOTAL

EJE 138461.54-5.00-192307.69961538.46378.75-40.40338.35-37.60-19.31338.35-4.2975.19

EJE 238461.540.000.000.00378.750.00378.750.00-11.46378.75-2.5584.17

EJE 338461.545.00192307.69961538.46378.7540.40419.1537.60-3.55419.15-0.7993.15

115384.621923076.921136.260.001136.260.003.550.79

11.462.55

19.314.29

Vpiso2465.61

MTx1491.69

MTy1429.83

(RY*XT2+RX*YT2)3883446.96

DIRECCION XCORTANTE VxCORTANTE VyFUERZAS SISMICAS POR PORTICOSFUERZAS SISMICAS REDUCIDAS E


EJE 0117391.30-6.25-108695.65679347.83268.75-21.25247.50-22.8338.22-1.508.49-0.33

EJE 0217391.30-3.71-64521.74239375.65268.75-12.62256.13-13.5539.550.008.790.00

EJE 0317391.30-1.15-20000.0023000.00268.75-3.91264.84-4.2040.891.509.090.33

EJE 0417391.301.1520000.0023000.00268.753.91272.664.2042.109.36

EJE 0517391.303.7164521.74239375.65268.7512.62281.3713.5543.459.65

EJE 0617391.306.25108695.65679347.83268.7521.25290.0022.8344.789.95

86956.521883446.961612.510.001612.510.00



EJE 140000.00-5.00-200000.001000000.00393.90-42.02351.89-39.11-22.83351.89-5.0778.20

EJE 240000.000.000.000.00393.900.00393.900.00-13.55393.90-3.0187.53

EJE 340000.005.00200000.001000000.00393.9042.02435.9239.11-4.20435.92-0.9396.87

120000.002000000.001181.710.001181.710.004.200.93

13.553.01

22.835.07

Vpiso2465.61

MTx1491.69

MTy1429.83

(RY*XT2+RX*YT2)3883446.96

DIRECCION X

CORTANTE VxCORTANTE VyFUERZAS SISMICAS POR PORTICOSFUERZAS SISMICAS REDUCIDAS E


EJE 0117391.30-6.25-108695.65679347.83268.75-21.25247.50-22.8338.22-1.508.49-0.33

EJE 0217391.30-3.71-64521.74239375.65268.75-12.62256.13-13.5539.550.008.790.00

EJE 0317391.30-1.15-20000.0023000.00268.75-3.91264.84-4.2040.891.509.090.33

EJE 0417391.301.1520000.0023000.00268.753.91272.664.2042.109.36

EJE 0517391.303.7164521.74239375.65268.7512.62281.3713.5543.459.65

EJE 0617391.306.25108695.65679347.83268.7521.25290.0022.8344.789.95

86956.521883446.961612.510.001612.510.00



EJE 140000.00-5.00-200000.001000000.00393.90-42.02351.89-39.11-22.83351.89-5.0778.20

EJE 240000.000.000.000.00393.900.00393.900.00-13.55393.90-3.0187.53

EJE 340000.005.00200000.001000000.00393.9042.02435.9239.11-4.20435.92-0.9396.87

120000.002000000.001181.710.001181.710.004.200.93

13.553.01

22.835.07

tablas de estructuras

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