TRABAJO CONCRETO ARMADO I - 2015 - 00.xlsx

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Transcript of TRABAJO CONCRETO ARMADO I - 2015 - 00.xlsx

CALCULO DE LOSA---------------- 4.50 m --------------------------------- 4.50 m -----------------.4.5VIGAS SECUNDARIASVISTA EN PLANTA4.5Datos:fc =210.0 (pulg)A (cm2)fy =4,200.001/40.32S/C =200.03/80.711/21.275/81.985.03/42.8515.015.071 1/47.921 3/89.581 1/211.40

Espesor de la losa:

t = Luz /25t = 0.180.20cm =20.0455.2h (m)Peso propio (kg/m2)0.172800.203000.25350---------------- 4.50 m --------------------------------- 4.50 m -----------------0.30420CLCULO Y DISEO DE LOSA ALIGERADA

METRADO DE CARGAS

METRADO DE CARGA MUERTA (D)

Peso propio: 300kg/m2Acabado + cielo raso:120kg/m2MOMENTOS ULTIMOS Tabiquera Movil:150kg/m21234Total:570kg/m2 x0.40 mcoefici.MuAsaAsaAsaAsaD =228kg/m1/24384.080.6640.3910.6050.3560.6040.3550.6040.3551/14658.411.1382.6791.1122.6171.1102.6121.1102.611METRADO DE CARGA VIVA (L)1/91024.201.7711.0421.6440.9671.6410.9651.6400.965Sobre carga S/C:200.0kg/m2 x0.40 m1/91024.201.7711.0421.6440.9671.6410.9651.6400.965L =80kg/m1/14658.411.1382.6791.1122.6171.1102.6121.1102.6111/24384.080.6640.3910.6050.3560.6040.3550.6040.355CARGA ULTIMA (Wu)RESULTADOS FINALES0.6041/240.3753/8As min =0.567cm21.1101/140.5001/2Wu = 1.4(D) + 1.7(L)1.6401/90.6255/8As mx =2.303cm21.6401/90.6255/8Wu = 455.2kg/m1.1101/140.5001/20.6041/240.3753/8

3/85/85/83/81/21/2

CONCRETO ARMADO 1CALCULO DE LOSA ALIGERADA EN UNA DIRECCINUNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

CAL. DE VIGA

Datos:Alt. =3.00mPeralte:fc =210.00kg/cm2h = Lnfy =4,200.00kg/cm24.01

De las expresiones (1) y (2) :

4.504.50VIGAS PRINCIPALES4.50VIGAS SECUNDARIAS4.50

4.50

Y---------------- 8.00 m -------------------------------- 8.00 m ----------------4.50888.008.00XVISTA EN PLANTA

Datos:S/C =200.00Espesor de la losa:

t = Luz /25.00t = 0.200.20cm =20.00Wu =0.11h (m)Peso propio (kg/m2)0.17280.00Peralte:0.20300.00h = Lnh = Ln0.25350.004.0111.880.30420.00CLCULO Y DISEO DE LOSA ALIGERADA

h =67.37cmtomamos a "h" igual a:70cmMETRADO DE CARGASComo el reglamento E-020 establece la base minima de una viga debe ser 25 cm CARGA MUERTA (D)entonces:37.89Peso propio: 300kg/m2VIGA PRINCIPAL =35X70cm2Acabado + cielo raso:120.00kg/m2Inercia1,000,416.67cm41,000,416.67Tabiquera movil:150.00kg/m2Total:570.00kg/m2 VIGA SECUNDARIA =30X40cm2D =0.06kg/cm2 Inercia160,000.00cm4CARGA VIVA (L)Sobre carga S/C:200.00kg/m2 L =0.02

PRTICO EJE X - A-A

METRADO DE CARGA PARA LA VIGA A - A EJE 1 -2ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m21.002.2500m675.00Kg/mTabiqueria Movil150kg/m21.002.2500m337.50Kg/mMuros de Soga1800kg/m31.001.2000m22,160.00Kg/mAcabado + Cielo raso 120kg/m21.002.2500m270.00Kg/mPeso de vigas2400kg/m31.000.2450m2588.00Kg/mS/C200kg/m21.002.2500m450.00Kg/mValor de P =4,480.50Kg/m Pu = 1.4*CM + 1.7*CV6,407.70Kg/m6.4077

METRADO DE CARGA PARA LA VIGA A - A EJE 2 - 3ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m21.002.2500m675.00Kg/mTabiqueria Movil150kg/m21.002.2500m337.50Kg/mMuros de Soga1800kg/m31.001.2000m22,160.00Kg/mAcabado + Cielo raso 120kg/m21.002.2500m270.00Kg/mPeso de vigas2400kg/m31.000.2450m2588.00Kg/mS/C200kg/m21.002.2500m450.00Kg/mValor de P =4,480.50Kg/m Pu = 1.4*CM + 1.7*CV6,407.70Kg/m6.4077MOMENTOS EN CADA NIVEL EJE X - A-A

VIGA DEL TERCER NIVEL

-40571.7840571.7821379.6452391147-21379.645239114720734.9820734.98MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.712138010.5620.6219.5560.5629.5510.5629.5510.5621/21.272073510.2440.6039.2660.5459.2620.5459.2620.5455/81.984057220.0431.17918.2201.07218.2031.07118.2031.0713/42.854057220.0431.17918.2201.07218.2031.07118.2031.07115.072073510.2440.6039.2660.5459.2620.5459.2620.5451 1/47.922138010.5620.6219.5560.5629.5510.5629.5510.5621 3/89.58RESULTADOS FINALES9.551=4.05/81.01/21 1/211.40As min =8.167cm29.262=4.05/81.01/218.203=4.05/83.03/41.01/218.203=4.05/83.03/41.01/29.262=4.05/81.01/29.551=4.05/81.01/21.01/21.01/22.05/82.05/82.05/82.05/82.05/82.05/8

1.01/21.01/23.03/43.03/41.01/21.01/2

2.05/82.05/82.05/82.05/82.05/82.05/8

MOMENTOS EN CADA NIVEL EJE X - A-A

VIGA DEL SEGUNDO NIVEL

-36779.4036779.4028964.3925903021-28964.3918464.1718464.17MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.712896414.3090.84212.9700.76312.9610.76212.9610.7621/21.27184649.1220.5378.2470.4858.2430.4858.2430.4855/81.983677918.1701.06916.5010.97116.4870.97016.4870.9703/42.853677918.1701.06916.5010.97116.4870.97016.4870.97015.07184649.1220.5378.2470.4858.2430.4858.2430.4851 1/47.922896414.3090.84212.9700.76312.9610.76212.9610.7621 3/89.58RESULTADOS FINALES12.961=4.05/84.01/21 1/211.40As min =8.167cm28.243=4.05/81.01/216.487=4.05/83.03/416.487=4.05/83.03/48.243=4.05/81.01/212.961=4.05/84.01/2

2.05/82.05/82.05/82.05/82.05/82.05/8

4.01/21.01/23.03/43.03/41.01/24.01/2

2.05/82.05/82.05/82.05/82.05/82.05/8

MOMENTOS EN CADA NIVEL EJE X - A-A y C - C

VIGA DEL PRIMER NIVEL

-38220.0638220.0626083.0804340878-26083.0819289.6319289.63MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.712608312.8860.75811.6710.68711.6640.68611.6640.6861/21.27192909.5300.5618.6170.5078.6130.5078.6130.5075/81.983822018.8821.11117.1541.00917.1391.00817.1391.0083/42.853822018.8821.11117.1541.00917.1391.00817.1391.00815.07192909.5300.5618.6170.5078.6130.5078.6130.5071 1/47.922608312.8860.75811.6710.68711.6640.68611.6640.6861 3/89.58RESULTADOS FINALES11.664=4.05/83.01/21 1/211.40As min =8.167cm28.613=4.05/81.01/217.139=4.05/83.03/417.139=4.05/83.03/48.613=4.05/81.01/211.664=4.05/83.01/2

2.05/82.05/82.05/82.05/82.05/82.05/8

3.01/21.01/23.03/43.03/41.01/23.01/2

2.05/82.05/82.05/82.05/82.05/82.05/8

MOMENTOS EN CADA NIVEL EJE X - B - B

METRADO DE CARGA PARA LA VIGA A - A EJE 1 -2ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m21.004.5000m1,350.00Kg/mTabiqueria Movil150kg/m21.004.5000m675.00Kg/mMuros de Soga1800kg/m31.001.2000m22,160.00Kg/mAcabado + Cielo raso 120kg/m21.004.5000m540.00Kg/mPeso de vigas2400kg/m31.000.2450m2588.00Kg/mS/C200kg/m21.004.5000m900.00Kg/mValor de P =6,213.00Kg/m Pu = 1.4*CM + 1.7*CV8,968.20Kg/m8,968.20

METRADO DE CARGA PARA LA VIGA A - A EJE 2 - 3ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m21.004.5000m1,350.00Kg/mTabiqueria Movil150kg/m21.004.5000m675.00Kg/mMuros de Soga1800kg/m31.001.2000m22,160.00Kg/mAcabado + Cielo raso 120kg/m21.004.5000m540.00Kg/mPeso de vigas2400kg/m31.000.2450m2588.00Kg/mS/C200kg/m21.004.5000m900.00Kg/mValor de P =6,213.00Kg/m Pu = 1.4*CM + 1.7*CV8,968.20Kg/m8,968.20MOMENTOS EN CADA NIVEL EJE X - B - B

VIGA DEL TERCER NIVEL

-56784.1556784.1529922.9-2992329020.6229020.62MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.712992314.7830.87013.4020.78813.3930.78813.3930.7881/21.272902114.3370.84312.9950.76412.9870.76412.9870.7645/81.985678428.0531.65025.6031.50625.5711.50425.5711.5043/42.855678428.0531.65025.6031.50625.5711.50425.5711.50415.072902114.3370.84312.9950.76412.9870.76412.9870.7641 1/47.922992314.7830.87013.4020.78813.3930.78813.3930.7881 3/89.58RESULTADOS FINALES13.393=4.03/41.01/21 1/211.40As min =8.167cm212.987=4.03/41.01/225.571=4.03/42.01"1.01/225.571=4.03/43.03/41.01/212.987=4.03/44.01/213.393=4.03/44.01/21.01/21.01/22.03/42.03/42.03/42.03/42.03/42.03/4

1.01/21.01/22.01"3.03/44.01/24.01/2

2.03/42.03/42.03/42.03/42.03/42.03/4

MOMENTOS EN CADA NIVEL EJE X - B - B

VIGA DEL SEGUNDO NIVEL

-51476.3651476.3640538.487386792-40538.4925842.4025842.40MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.714053820.0271.17818.2051.07118.1881.07018.1881.0701/21.272584212.7670.75111.5630.68011.5560.68011.5560.6805/81.985147625.4311.49623.1791.36323.1531.36223.1531.3623/42.855147625.4311.49623.1791.36323.1531.36223.1531.36215.072584212.7670.75111.5630.68011.5560.68011.5560.6801 1/47.924053820.0271.17818.2051.07118.1881.07018.1881.0701 3/89.58RESULTADOS FINALES18.188=4.03/42.03/41 1/211.40As min =8.167cm211.556=4.03/423.153=4.03/41.01"2.03/423.153=4.03/41.01"2.03/411.556=4.03/418.188=4.03/42.03/42.03/42.03/42.03/42.03/42.03/42.03/42.03/42.03/4

2.03/40.001.01"1.01"0.002.03/4

2.03/42.03/42.03/42.03/42.03/42.03/4

MOMENTOS EN CADA NIVEL EJE X - B - B

VIGA DEL PRIMER NIVEL

-53492.6953492.6936505.8105012697-36505.8126997.7226997.72MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.713650618.0351.06116.3770.96316.3640.96316.3640.9631/21.272699813.3380.78512.0830.71112.0760.71012.0760.7105/81.985349326.4271.55524.0991.41824.0711.41624.0701.4163/42.855349326.4271.55524.0991.41824.0711.41624.0701.41615.072699813.3380.78512.0830.71112.0760.71012.0760.7101 1/47.923650618.0351.06116.3770.96316.3640.96316.3640.9631 3/89.58RESULTADOS FINALES16.364=4.03/41.01"1 1/211.40As min =8.167cm212.076=4.03/424.070=4.03/42.01"1.01/224.070=4.03/42.01"1.01/212.076=4.03/416.364=4.03/42.01/21.01/21.01/22.03/42.03/42.03/42.03/42.03/42.03/4

1.01"0.002.01"2.01"0.002.01/2

2.03/42.03/42.03/42.03/42.03/42.03/4

PRTICO EJE Y - 1 - 1, 2- 2 y 3 - 3

METRADO DE CARGA PARA LA VIGA A - A EJE 1 -2ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL Muros de Soga1800kg/m31.000.6750m21,215.00Kg/mPeso de vigas2400kg/m31.000.1200m2288.00Kg/mS/C200kg/m21.000.3000m60.00Kg/mValor de P =1,563.00Kg/m Pu = 1.4*CM + 1.7*CV2,206.20Kg/m2.2062

METRADO DE CARGA PARA LA VIGA A - A EJE 2 - 3ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL Muros de Soga1800kg/m31.000.6750m21,215.00Kg/mPeso de vigas2400kg/m31.000.1200m2288.00Kg/mS/C200kg/m21.000.3000m60.00Kg/mValor de P =1,563.00Kg/m Pu = 1.4*CM + 1.7*CV2,206.20Kg/m2.2062MOMENTOS EN CADA NIVEL EJE Y - 1-1, 2-2 y 3-3

VIGA DEL TERCER NIVEL

-4009.314009.313150.3-3150.32012.912012.91MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.7131502.7240.1602.4570.1452.4560.1442.4560.1441/21.2720131.7400.1021.5690.0921.5680.0921.5680.0925/81.9840093.4660.2043.1290.1843.1280.1843.1280.1843/42.8540093.4660.2043.1290.1843.1280.1843.1280.18415.0720131.7400.1021.5690.0921.5680.0921.5680.0921 1/47.9231502.7240.1602.4570.1452.4560.1442.4560.1441 3/89.58RESULTADOS FINALES4.000=4.01/21 1/211.40As min =4.000cm24.000=4.01/24.000=4.01/24.000=4.01/24.000=4.01/24.000=4.01/20.000.002.01/22.01/22.01/22.01/22.01/22.01/2

0.000.000.000.000.000.00

2.01/22.01/22.01/22.01/22.01/22.01/2

MOMENTOS EN CADA NIVEL EJE Y - 1-1, 2-2 y 3-3

VIGA DEL SEGUNDO NIVEL

-3795.453795.453577.9841114001-3577.981898.261898.26MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.7135783.0930.1822.7910.1642.7910.1642.7910.1641/21.2718981.6410.0971.4790.0871.4790.0871.4790.0875/81.9837953.2810.1932.9620.1742.9610.1742.9610.1743/42.8537953.2810.1932.9620.1742.9610.1742.9610.17415.0718981.6410.0971.4790.0871.4790.0871.4790.0871 1/47.9235783.0930.1822.7910.1642.7910.1642.7910.1641 3/89.58RESULTADOS FINALES4.000=4.01/21 1/211.40As min =4.000cm24.000=4.01/24.000=4.01/24.000=4.01/24.000=4.01/24.000=4.01/2

2.01/22.01/22.01/22.01/22.01/22.01/2

0.000.000.000.000.000.00

2.01/22.01/22.01/22.01/22.01/22.01/2

MOMENTOS EN CADA NIVEL EJE Y - 1-1, 2-2 y 3-3

VIGA DEL PRIMER NIVEL

-3879.433879.433410.0209516963-3410.021942.181942.18MOMENTOS ULTIMOS (pulg)A (cm2)12341/40.32MuAsaAsaAsaAsa3/80.7134102.9480.1732.6600.1562.6590.1562.6590.1561/21.2719421.6790.0991.5130.0891.5130.0891.5130.0895/81.9838793.3540.1973.0270.1783.0260.1783.0260.1783/42.8538793.3540.1973.0270.1783.0260.1783.0260.17815.0719421.6790.0991.5130.0891.5130.0891.5130.0891 1/47.9234102.9480.1732.6600.1562.6590.1562.6590.1561 3/89.58RESULTADOS FINALES4.000=4.01/21 1/211.40As min =4.000cm24.000=4.01/24.000=4.01/24.000=4.01/24.000=4.01/24.000=4.01/2

2.01/22.01/22.01/22.01/22.01/22.01/2

0.000.000.000.000.000.00

2.01/22.01/22.01/22.01/22.01/22.01/2

CONCRETO ARMADO 1CALCULO DE VIGAS PRINCIPALES Y SECUNDARIASUNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

ABC123

CAL. CULO DE COLUMNADatos:fc =210kg/cm2fy =4200kg/cm2Pisos =3Pisos

4.50 m

4.50 m

Y ---------------- 8.00 m --------------------------------- 8.00 m -----------------XVISTA EN PLANTA TPICAC-1Columna CentralC-2Columna Extrema de un prtico principal interiorC-3Columna Extrema de un prtico secundario interiorC-4Columna en esquinaMETRADO DE CARGAC - 4ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m236.2500m25,625.00KgTabiqueria Movil150kg/m236.2500m22,812.50KgMuros de Soga1800kg/m332.8125m215,187.50KgAcabado + Cielo raso 120kg/m236.2500m22,250.00KgPeso de vigas2400kg/m331.2500m39,000.00KgPeso de Columnas60kg/m236.2500m21,125.00KgS/C200kg/m236.2500m23,750.00KgValor de P =39,750.00Kg Pu = 1.4*CM + 1.7*CV56,775.00Kg

DIMENSION DE LA C - 4rea de columna = 1.2xP (servicio)/0.35 fc AC =648.98 cm2Asumimos una columna de :3030.0cm2L C =25.48 cmInercia67,500.00cm4METRADO DE CARGAC - 2ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m2318.0000m216,200.00KgTabiqueria Movil150kg/m2318.0000m28,100.00KgMuros de Soga1800kg/m333.8250m220,655.00KgAcabado + Cielo raso 120kg/m2318.0000m26,480.00KgPeso de vigas2400kg/m331.5200m310,944.00KgPeso de Columnas60kg/m2318.0000m23,240.00KgS/C200kg/m2318.0000m210,800.00KgValor de P =76,419.00Kg Pu = 1.4*CM + 1.7*CV110,226.60Kg

DIMENSION DE LA C - 2rea de columna = 1.2xP (servicio)/0.35 fc AC =1247.66 cm2Asumimos una columna de :4040.0cm2L C =35.32 cmInercia213,333.33cm4METRADO DE CARGAC - 3ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m2318.0000m216,200.00KgTabiqueria Movil150kg/m2318.0000m28,100.00KgMuros de Soga1800kg/m334.6125m224,907.50KgAcabado + Cielo raso 120kg/m2318.0000m26,480.00KgPeso de vigas2400kg/m332.2300m316,056.00KgPeso de Columnas60kg/m2318.0000m23,240.00KgS/C200kg/m2318.0000m210,800.00KgValor de P =85,783.50Kg Pu = 1.4*CM + 1.7*CV123,336.90Kg

DIMENSION DE LA C - 3rea de columna = 1.2xP (servicio)/0.35 fc AC =1400.55 cm2Asumimos una columna de :4040.0cm2L C =37.42 cmInercia213,333.33cm4METRADO DE CARGAC - 1ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m2336.0000m232,400.00KgTabiqueria Movil150kg/m2336.0000m216,200.00KgMuros de Soga1800kg/m335.6250m230,375.00KgAcabado + Cielo raso 120kg/m2336.0000m212,960.00KgPeso de vigas2400kg/m332.5000m318,000.00KgPeso de Columnas60kg/m2336.0000m26,480.00KgS/C200kg/m2336.0000m221,600.00KgValor de P =138,015.00Kg Pu = 1.4*CM + 1.7*CV199,701.00Kg

DIMENSION DE LA C - 1rea de columna = 1.2xP (servicio)/0.35 fc AC =2253.31 cm2Asumimos una columna de :5050.0cm2L C =47.47 cmInercia520,833.33cm4520833.333333333ARMADURA DE LA COLUMNA C - 1DATOS:C- 15050.0Pu

=0Tn-m199.70 Tn

=0Tn-mPor ser simetrica la estructura en sus dos sentidos ambos momentos se anulan quedando cero, pero la cuanta mnima para una columna debe ser 1%

As =25cm2

4.01"

4.01/2

ARMADURA DE LA COLUMNA C - 2DATOS:C- 25050.0Pu

=0Tn-m110.23 Tn

=29.9228950221Tn-m

Kn =0.3230083516Rn =0.1753722785Del AbacoAs =37.5cm2una cuanta de :1.50%6.01"

4.05/8

ARMADURA DE LA COLUMNA C - 3DATOS:C - 3 5050.0Pu

=3.1502753107Tn-m123.34 Tn

=21.3796452391Tn-mPor ser el Momento de un rango bajo para la columna se obtiene una cuanta mnima de 1%

Kn =0.3614268132Rn =0.1253019501Del AbacoAs =25cm2una cuanta de :1.00%4.01"

4.01/2

ARMADURA DE LA COLUMNA C - 4DATOS:C - 45050.0Pu

=3.150275310768.13 Tn

=21.3796452391Por ser el Momento de un rango bajo para la columna se obtiene una cuanta mnima de 1%

Kn =0.1996483516Rn =0.1253019501Del AbacoAs =25cm2una cuanta de :1.00%4.01"

4.01/2

CONCRETO ARMADO 1CALCULO DE COLUMNAS UNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

C-4C-3C-1C-2ABC123

MOMENTOS EJE X; A - A y C - CANALISIS MATRICIAL EN EJE X, A-A, C-C

M 107547592.10.00.075475920.00.00.00.00.00.00.00.0E =2,173,706,511.93Kg/m2M 207547592.10.00.0150951840.00.00.00.00.00.00.00.0M 3341740.00.00.0108730615436530.60.00.00.00.00.00.00.06407.70 kg/m6407.70 kg/mM 4-341740.00.00.0543653110873061.10.00.00.00.00.00.00.0M 507547592.10.00.0015095184.10.00.00.00.00.00.00.0M 607547592.10.00.007547592.10.00.00.00.00.00.00.0M 7341740.00.00.0010873061.15436530.60.00.00.00.00.00.0M 8-341740.00.00.005436530.610873061.10.00.00.00.00.00.0M 907547592.10.00.000.015095184.10.00.00.00.00.00.03.00 meM 1007547592.10.00.000.07547592.10.00.00.00.00.00.0-0.00006407.70 kg/m6407.70 kg/mM 110-7547592.17547592.10.0150951840.00.07547592.10.00.00.00.00.0-0.0000M 120-7547592.17547592.10.075475920.00.015095184.10.00.00.00.00.0-0.0000M 13341740.00.00.000.00.010873061.15436530.60.00.00.00.0-0.0007M 14-341740.00.00.000.00.05436530.610873061.10.00.00.00.00.0000M 15=0+-7547592.17547592.10.007547592.10.00.015095184.10.00.00.00.0X0.0007M 160-7547592.17547592.10.0015095184.10.00.07547592.10.00.00.00.0-0.00053.00 mdM 17341740.00.00.000.00.00.010873061.15436530.60.00.00.00.0000M 18-341740.00.00.000.00.00.05436530.610873061.10.00.00.00.00056407.70 kg/m6407.70 kg/mM 190-7547592.17547592.10.000.07547592.10.00.015095184.10.00.00.0-0.0012M 200-7547592.17547592.10.000.015095184.10.00.07547592.10.00.00.00.0000M 2100.0-7547592.17547592.100.00.015095184.10.00.07547592.10.00.00.0012M 2200.0-7547592.17547592.100.00.07547592.10.00.015095184.10.00.0M 23341740.00.00.000.00.00.00.00.010873061.15436530.60.0M 24-341740.00.00.000.00.00.00.00.05436530.610873061.10.03.00 mcM 2500.0-7547592.17547592.100.00.00.07547592.10.00.015095184.10.0M 2600.0-7547592.17547592.100.00.00.015095184.10.00.07547592.10.0M 27341740.00.00.000.00.00.00.00.00.010873061.15436530.6M 28-341740.00.00.000.00.00.00.00.00.05436530.610873061.1M 2900.0-7547592.17547592.100.00.00.00.07547592.10.00.015095184.1---------------- 8.00 m --------------------------------- 8.00 m -----------------M 3000.0-7547592.17547592.100.00.00.00.015095184.10.00.07547592.1

abMATRIZ DE RIGIDEZ DE LA ESTRUCTURA-40571.840571.777

M 1-561721379.645-21380M 2-11233M 326083-21379.6450.00021380(36/d3 + 36/c3)36/d30.00(6/c2 - 6/d2)(6/c2 - 6/d2)(6/c2 - 6/d2)6/d26/d26/d20.000.000.00M 4-3822036/d3(36/d3 + 36/e3)36/e36/d26/d26/d2(6/d2 - 6/e2)(6/d2 - 6/e2)(6/d2 - 6/e2)6/e26/e26/e2M 5-020734.9820734.980.0036/e336/e30.000.000.006/e26/e26/e26/e26/e26/e2M 6-0(6/c2 - 6/d2)6/d20.00(4/d + 4/c + 4/a)2/a0.002/d0.000.000.000.000.00M 738220(6/c2 - 6/d2)6/d20.002/a( 4/a + 4/b + 4/c + 4/d)2/b0.002/d0.000.000.000.00M 8-26083K =(6/c2 - 6/d2)6/d20.000.002/b(4/b + 4/c + 4/d)0.000.002/d0.000.000.00M 911233-3677936779.46/d2(6/d2 - 6/e2)6/e22/d0.000.00(4/d + 4/e + 4/a)2/a0.002/e0.000.00M 10561728964.393-289646/d2(6/d2 - 6/e2)6/e20.002/d0.002/a(4/a + 4/b + 4/d + 4/e)2/b0.002/e0.00M 11-14850-16114.6530.00016114.6536/d2(6/d2 - 6/e2)6/e20.000.002/d0.002/b(4/b + 4/d + 4/e)0.000.002/eM 12-12850-12849.73912849.7390.006/e26/e20.000.000.002/e0.000.00(4/a + 4/e)2/a0.00M 132896418464.17-0.00018464.170.006/e26/e20.000.000.000.002/e0.002/a(4/a + 4/b + 4/e)2/bM 14-367790.006/e26/e20.000.000.000.000.002/e0.002/b(4/b + 4/e)M 15=-04.3743958858M 16-0a =8.00 mEI21,746,122.23E (VIGAS)2173706511.93 Tn/m2INERCIA0.01 m40.350.7M 1736779-38220.138220.1b = 8.00 m3.6256041142M 18-2896426083.080c = 3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5M 191285026083.080-0.000-26083.1d =3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5M 201485014849.8e =3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5427.5929047823M 21-16115-11233.26311233M 22-21380-14849.81730190368.22-15095184.1100.000.000.00-7547592.06-7547592.06-7547592.0600.000M 232138019289.63-0.00019289.63-15095184.1130190368.22-150951847547592.067547592.067547592.060.000.000.00-7547592-7547592.06-7547592M 24-405720.00-15095184.11150951840.000.000.007547592.067547592.067547592.0675475927547592.067547592M 2500.007547592.06041063429.345436530.560.007547592.060.000.0000.000M 2600.007547592.0605436530.5651936490.455436530.560.007547592.060.0000.000M 2740572K =0.007547592.0600.005436530.5641063429.340.000.007547592.0600.000M 28-21380-0.000-7547592.060.0075475927547592.060.000.0041063429.345436530.560.0075475920.000M 2921380-7547592.060.0075475920.007547592.060.005436530.5651936490.455436530.5607547592.060M 3016115-5616.6325616.632-7547592.060.0075475920.000.007547592.060.005436530.5641063429.3400.0075475920.00-7547592.0675475920.000.000.007547592.060.000.00259682455436530.5600.00-7547592.0675475920.000.000.000.007547592.060.00543653136841306.3454365310.00-7547592.0675475920.000.000.000.000.007547592.0605436530.562596824523231.7828030

P=0.001-0.0000000.002-0.0000000.003-0.00000012498.10-34174.401-0.00074424653.92-28029.8226608-232320.0020.0000001249834174.403=0.000744-34174.404-0.0004790.0050.00000034174.4060.0004799233.19-34174.407-0.00118-26607.68271480.0080.00000024113.689233-2465434174.4090.001177

5616.63-27147.92-241145617

CONCRETO ARMADO 1MOMENTO PARA VIGA Y COLUMNAUNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

MOMENTOS EJE X - B - BANALISIS MATRICIAL EN EJE X , B-B

M 107547592.10.00.075475920.00.00.00.00.00.00.00.0E =2,173,706,511.93Kg/m2M 207547592.10.00.0150951840.00.00.00.00.00.00.00.0M 3478300.00.00.0108730615436530.60.00.00.00.00.00.00.08968.20 kg/m8968.20 kg/mM 4-478300.00.00.0543653110873061.10.00.00.00.00.00.00.0M 507547592.10.00.0015095184.10.00.00.00.00.00.00.0M 607547592.10.00.007547592.10.00.00.00.00.00.00.0M 7478300.00.00.0010873061.15436530.60.00.00.00.00.00.0M 8-478300.00.00.005436530.610873061.10.00.00.00.00.00.0M 907547592.10.00.000.015095184.10.00.00.00.00.00.03.00 meM 1007547592.10.00.000.07547592.10.00.00.00.00.00.0-0.00008968.20 kg/m8968.20 kg/mM 110-7547592.17547592.10.0150951840.00.07547592.10.00.00.00.00.0-0.0000M 120-7547592.17547592.10.075475920.00.015095184.10.00.00.00.00.0-0.0000M 13478300.00.00.000.00.010873061.15436530.60.00.00.00.0-0.0010M 14-478300.00.00.000.00.05436530.610873061.10.00.00.00.00.0000M 15=0+-7547592.17547592.10.007547592.10.00.015095184.10.00.00.00.0X0.0010M 160-7547592.17547592.10.0015095184.10.00.07547592.10.00.00.00.0-0.00073.00 mdM 17478300.00.00.000.00.00.010873061.15436530.60.00.00.00.0000M 18-478300.00.00.000.00.00.05436530.610873061.10.00.00.00.00078968.20 kg/m8968.20 kg/mM 190-7547592.17547592.10.000.07547592.10.00.015095184.10.00.00.0-0.0016M 200-7547592.17547592.10.000.015095184.10.00.07547592.10.00.00.00.0000M 2100.0-7547592.17547592.100.00.015095184.10.00.07547592.10.00.00.0016M 2200.0-7547592.17547592.100.00.07547592.10.00.015095184.10.00.0M 23478300.00.00.000.00.00.00.00.010873061.15436530.60.0M 24-478300.00.00.000.00.00.00.00.05436530.610873061.10.03.00 mcM 2500.0-7547592.17547592.100.00.00.07547592.10.00.015095184.10.0M 2600.0-7547592.17547592.100.00.00.015095184.10.00.07547592.10.0M 27478300.00.00.000.00.00.00.00.00.010873061.15436530.6M 28-478300.00.00.000.00.00.00.00.00.05436530.610873061.1M 2900.0-7547592.17547592.100.00.00.00.07547592.10.00.015095184.1---------------- 8.00 m --------------------------------- 8.00 m -----------------M 3000.0-7547592.17547592.100.00.00.00.015095184.10.00.07547592.1

abMATRIZ DE RIGIDEZ DE LA ESTRUCTURA-56784.256784.152

M 1-786129922.895-29922.9M 2-15722M 336506-29922.8950.00029923(36/d3 + 36/c3)36/d30.00(6/c2 - 6/d2)(6/c2 - 6/d2)(6/c2 - 6/d2)6/d26/d26/d20.000.000.00M 4-5349336/d3(36/d3 + 36/e3)36/e36/d26/d26/d2(6/d2 - 6/e2)(6/d2 - 6/e2)(6/d2 - 6/e2)6/e26/e26/e2M 5029020.62290210.0036/e336/e30.000.000.006/e26/e26/e26/e26/e26/e2M 6-0(6/c2 - 6/d2)6/d20.00(4/d + 4/c + 4/a)2/a0.002/d0.000.000.000.000.00M 753493(6/c2 - 6/d2)6/d20.002/a( 4/a + 4/b + 4/c + 4/d)2/b0.002/d0.000.000.000.00M 8-36506K =(6/c2 - 6/d2)6/d20.000.002/b(4/b + 4/c + 4/d)0.000.002/d0.000.000.00M 915722-51476.451476.3566/d2(6/d2 - 6/e2)6/e22/d0.000.00(4/d + 4/e + 4/a)2/a0.002/e0.000.00M 10786140538.487-40538.56/d2(6/d2 - 6/e2)6/e20.002/d0.002/a(4/a + 4/b + 4/d + 4/e)2/b0.002/e0.00M 11-20784-22554.0260.00022554.0266/d2(6/d2 - 6/e2)6/e20.000.002/d0.002/b(4/b + 4/d + 4/e)0.000.002/eM 12-17984-17984.46117984.4610.006/e26/e20.000.000.002/e0.000.00(4/a + 4/e)2/a0.00M 134053825842.40-0.00025842.400.006/e26/e20.000.000.000.002/e0.002/a(4/a + 4/b + 4/e)2/bM 14-514760.006/e26/e20.000.000.000.000.002/e0.002/b(4/b + 4/e)M 15=-04.3743958858M 16-0a =8.00 mEI21,746,122.23E (VIGAS)2173706511.93 Tn/m2INERCIA0.01 m40.350.7M 1751476-53492.753492.695b = 8.00 m3.6256041142M 18-4053836505.811c = 3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5M 191798436505.811-0.000-36505.811d =3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5M 202078420783.765e =3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5598.457900443M 21-22554-15722.04615722.05M 22-29923-20783.76530190368.22-15095184.1100.000.000.00-7547592.06-7547592.06-7547592.0600.000M 232992326997.720.00026997.72-15095184.1130190368.22-150951847547592.067547592.067547592.060.000.000.00-7547592-7547592.06-7547592M 24-567840.00-15095184.11150951840.000.000.007547592.067547592.067547592.0675475927547592.067547592M 2500.007547592.06041063429.345436530.560.007547592.060.000.0000.000M 2600.007547592.0605436530.5651936490.455436530.560.007547592.060.0000.000M 2756784K =0.007547592.0600.005436530.5641063429.340.000.007547592.0600.000M 28-29923-0.000-7547592.060.0075475927547592.060.000.0041063429.345436530.560.0075475920.000M 2929923-7547592.060.0075475920.007547592.060.005436530.5651936490.455436530.5607547592.060M 3022554-7861.0237861.023-7547592.060.0075475920.000.007547592.060.005436530.5641063429.3400.0075475920.00-7547592.0675475920.000.000.007547592.060.000.00259682455436530.5600.00-7547592.0675475920.000.000.000.007547592.060.00543653136841306.3454365310.00-7547592.0675475920.000.000.000.000.007547592.0605436530.562596824532515.1439230

P=0.001-0.0000000.002-0.0000000.003-0.00000017492.31-47830.401-0.00104234505.57-39230.4637240-32515.140.0020.00000017492.347830.403=0.001042-47830.404-0.0006710.0050.00000047830.4060.00067112922.74-47830.407-0.00165-37240.0337996.160.0080.00000033749.4412922.7-3450647830.4090.001647

7861.02-37996.16-337497861.02

CONCRETO ARMADO 1MOMENTO PARA VIGA Y COLUMNAUNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

MOMENTOS EJE Y; 1-1, 2-2 y -3-3ANALISIS MATRICIAL EN EJE Y 1-1, 2-2 y 3-3

M 107547592.10.00.075475920.00.00.00.00.00.00.00.0E =2,173,706,511.93Kg/m2M 207547592.10.00.0150951840.00.00.00.00.00.00.00.0M 337230.00.00.030914941545746.90.00.00.00.00.00.00.02206.20 kg/m2206.20 kg/mM 4-37230.00.00.015457473091493.70.00.00.00.00.00.00.0M 507547592.10.00.0015095184.10.00.00.00.00.00.00.0M 607547592.10.00.007547592.10.00.00.00.00.00.00.0M 737230.00.00.003091493.71545746.90.00.00.00.00.00.0M 8-37230.00.00.001545746.93091493.70.00.00.00.00.00.0M 907547592.10.00.000.015095184.10.00.00.00.00.00.03.00 meM 1007547592.10.00.000.07547592.10.00.00.00.00.00.00.00002206.20 kg/m2206.20 kg/mM 110-7547592.17547592.10.0150951840.00.07547592.10.00.00.00.00.00.0000M 120-7547592.17547592.10.075475920.00.015095184.10.00.00.00.00.00.0000M 1337230.00.00.000.00.03091493.71545746.90.00.00.00.0-0.0001M 14-37230.00.00.000.00.01545746.93091493.70.00.00.00.0-0.0000M 15=0+-7547592.17547592.10.007547592.10.00.015095184.10.00.00.00.0X0.0001M 160-7547592.17547592.10.0015095184.10.00.07547592.10.00.00.00.0-0.00003.00 mdM 1737230.00.00.000.00.00.03091493.71545746.90.00.00.0-0.0000M 18-37230.00.00.000.00.00.01545746.93091493.70.00.00.00.00002206.20 kg/m2206.20 kg/mM 190-7547592.17547592.10.000.07547592.10.00.015095184.10.00.00.0-0.0002M 200-7547592.17547592.10.000.015095184.10.00.07547592.10.00.00.0-0.0000M 2100.0-7547592.17547592.100.00.015095184.10.00.07547592.10.00.00.0002M 2200.0-7547592.17547592.100.00.07547592.10.00.015095184.10.00.0M 2337230.00.00.000.00.00.00.00.03091493.71545746.90.0M 24-37230.00.00.000.00.00.00.00.01545746.93091493.70.03.00 mcM 2500.0-7547592.17547592.100.00.00.07547592.10.00.015095184.10.0M 2600.0-7547592.17547592.100.00.00.015095184.10.00.07547592.10.0M 2737230.00.00.000.00.00.00.00.00.03091493.71545746.9M 28-37230.00.00.000.00.00.00.00.00.01545746.93091493.7M 2900.0-7547592.17547592.100.00.00.00.07547592.10.00.015095184.1---------------- 4.50 m --------------------------------- 4.50 m -----------------M 3000.0-7547592.17547592.100.00.00.00.015095184.10.00.07547592.1

ab-4009.3064009.306MATRIZ DE RIGIDEZ DE LA ESTRUCTURAM 1-764.0173150.275-3150.28M 2-1528.035M 33410.021-3150.2750.0003150.3(36/d3 + 36/c3)36/d30.00(6/c2 - 6/d2)(6/c2 - 6/d2)(6/c2 - 6/d2)6/d26/d26/d20.000.000.00M 4-3879.43336/d3(36/d3 + 36/e3)36/e36/d26/d26/d2(6/d2 - 6/e2)(6/d2 - 6/e2)(6/d2 - 6/e2)6/e26/e26/e2M 50.0002012.912012.910.0036/e336/e30.000.000.006/e26/e26/e26/e26/e26/e2M 60.000(6/c2 - 6/d2)6/d20.00(4/d + 4/c + 4/a)2/a0.002/d0.000.000.000.000.00M 73879.433(6/c2 - 6/d2)6/d20.002/a( 4/a + 4/b + 4/c + 4/d)2/b0.002/d0.000.000.000.00M 8-3410.021K =(6/c2 - 6/d2)6/d20.000.002/b(4/b + 4/c + 4/d)0.000.002/d0.000.000.00M 91528.035-3795.4523795.4526/d2(6/d2 - 6/e2)6/e22/d0.000.00(4/d + 4/e + 4/a)2/a0.002/e0.000.00M 10764.0173577.984-3577.986/d2(6/d2 - 6/e2)6/e20.002/d0.002/a(4/a + 4/b + 4/d + 4/e)2/b0.002/e0.00M 11-1881.986-2106.0640.0002106.0646/d2(6/d2 - 6/e2)6/e20.000.002/d0.002/b(4/b + 4/d + 4/e)0.000.002/eM 12-1471.920-1471.9201471.9200.006/e26/e20.000.000.002/e0.000.00(4/a + 4/e)2/a0.00M 133577.9841898.260.0001898.260.006/e26/e20.000.000.000.002/e0.002/a(4/a + 4/b + 4/e)2/bM 14-3795.4520.006/e26/e20.000.000.000.000.002/e0.002/b(4/b + 4/e)M 15=0.0002.3365269376M 160.000a =4.50 mEI3,477,930.42E (VIGAS)2173706511.93 Tn/m2INERCIA0.00 m40.30.4M 173795.452-3879.4333879.433b = 4.50 m2.1634730624M 18-3577.9843410.021c = 3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5M 191471.9203410.0210.000-3410.021d =3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.5M 201881.9861881.986e =3.00 mEI11,321,388.08E (COLUM)2173706511.93 Tn/m2INERCIA COLUMNA0.01 m40.50.563.0055062135M 21-2106.064-1528.0351528.03M 22-3150.275-1881.98630190368.22-15095184.110.000.000.000.00-7547592.06-7547592.06-7547592.0600.000M 233150.2751942.180.0001942.18-15095184.1130190368.22-15095184.117547592.067547592.067547592.060.000.000.00-7547592-7547592.06-7547592M 24-4009.3060.00-15095184.1115095184.110.000.000.007547592.067547592.067547592.0675475927547592.067547592M 250.0000.007547592.060.0033281861.931545746.850.007547592.060.000.0000.000M 260.0000.007547592.060.001545746.8536373355.631545746.850.007547592.060.0000.000M 274009.306K =0.007547592.060.000.001545746.8533281861.930.000.007547592.0600.000M 28-3150.2750.000-7547592.060.007547592.067547592.060.000.0033281861.931545746.850.0075475920.000M 293150.275-7547592.060.007547592.060.007547592.060.001545746.8536373355.631545746.8507547592.060M 302106.064-764.017764.017-7547592.060.007547592.060.000.007547592.060.001545746.8533281861.9300.0075475920.00-7547592.067547592.060.000.000.007547592.060.000.00181866781545746.8500.00-7547592.067547592.060.000.000.000.007547592.060.00154574721278171.5215457470.00-7547592.067547592.060.000.000.000.000.007547592.0601545746.85181866784773.055154.85

P=0.0010.0000000.0020.0000000.0030.0000001752.11-3722.961-0.0001014915.62-5154.855012.28-4773.050.002-0.0000001752.113722.963=0.000101-3722.964-0.0000470.005-0.0000003722.9660.0000471117.97-3722.967-0.00019-5012.285068.260.008-0.0000004859.641117.97-4915.623722.9690.000185

764.02-5068.26-4859.64764.02

CONCRETO ARMADO 1MOMENTO PARA VIGA Y COLUMNAUNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

CAL. DE ZAPATADatos:fc =210kg/cm2fy =4200kg/cm2Pisos =3Pisosterreno2.0kg/cm2

4.50 m

4.50 m

Y ---------------- 8.00 m --------------------------------- 8.00 m -----------------XZ-1Zapata CentralVISTA EN PLANTA TPICAZ-2Zapata Extrema de un prtico principal interiorZ-3Zapata Extrema de un prtico secundario interiorZ-4Zapata en esquinaMETRADO DE CARGAZ - 4ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m236.2500m25,625.00KgTabiqueria Movil150kg/m236.2500m22,812.50KgMuros de Soga1800kg/m332.8125m215,187.50KgAcabado + Cielo raso 120kg/m236.2500m22,250.00KgPeso de vigas2400kg/m331.2500m39,000.00KgPeso de Columnas60kg/m236.2500m21,125.00KgS/C200kg/m236.2500m23,750.00KgValor de P =39,750.00Kg Pu = 1.4*CM + 1.7*CV56,775.00Kg

DIMENSION DE LA ZAPATA - 4rea de zapata = 1.1P u/terrenoAC =21862.50 cm2Zapata de :1.481.4785973082621247m2L C =147.86 cmAsumimos:1.501.5m2METRADO DE CARGAZ - 2ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m2318.0000m216,200.00KgTabiqueria Movil150kg/m2318.0000m28,100.00KgMuros de Soga1800kg/m333.8250m220,655.00KgAcabado + Cielo raso 120kg/m2318.0000m26,480.00KgPeso de vigas2400kg/m331.5200m310,944.00KgPeso de Columnas60kg/m2318.0000m23,240.00KgS/C200kg/m2318.0000m210,800.00KgValor de P =76,419.00Kg Pu = 1.4*CM + 1.7*CV110,226.60Kg

DIMENSION DE LA ZAPATA - 2rea de zapata = 1.1P u/terrenoAC =42030.45 cm2Zapata de :2.052.05m2L C =205.01 cmAsumimos:2.102.1m2METRADO DE CARGAZ- 3ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m2318.0000m216,200.00KgTabiqueria Movil150kg/m2318.0000m28,100.00KgMuros de Soga1800kg/m334.6125m224,907.50KgAcabado + Cielo raso 120kg/m2318.0000m26,480.00KgPeso de vigas2400kg/m332.2300m316,056.00KgPeso de Columnas60kg/m2318.0000m23,240.00KgS/C200kg/m2318.0000m210,800.00KgValor de P =85,783.50Kg Pu = 1.4*CM + 1.7*CV123,336.90Kg

DIMENSION DE LA ZAPATA - 3rea de zapata = 1.1P u/terrenoAC =47180.93 cm2Zapata de :2.172.172117054856851m2L C =217.21 cmAsumimos:2.202.2m2

METRADO DE CARGAZ - 1ELEMENTOSPESO PROPION DIMENSIONPESO PARCIAL P. Aligerado 300kg/m2336.0000m232,400.00KgTabiqueria Movil150kg/m2336.0000m216,200.00KgMuros de Soga1800kg/m335.6250m230,375.00KgAcabado + Cielo raso 120kg/m2336.0000m212,960.00KgPeso de vigas2400kg/m332.5000m318,000.00KgPeso de Columnas60kg/m2336.0000m26,480.00KgS/C200kg/m2336.0000m221,600.00KgValor de P =138,015.00Kg Pu = 1.4*CM + 1.7*CV199,701.00Kg

DIMENSION DE LA ZAPATA - 1rea de zapata = 1.1P u/terrenoAC =75908.25 cm2Zapata de :2.762.7551451867369896m2L C =275.51 cmAsumimos:2.802.8m2

2.10 m2.80 m

2.10 m2.80 m

2.20 m1.50 m1.50 m2.20 mDISEOR POR CORTE Z - 1:DISEOR POR CORTE Z - 2:DISEOR POR CORTE Z - 3:DISEOR POR CORTE Z - 4:n =2.547n =2.499n =2.548n =2.5233333333m =1.150m =0.800m =0.850m =0.5d =0.336d =0.231d =0.249d =0.1453DISEOR POR FLEXIN Z - 1:DISEOR POR FLEXIN Z - 2:DISEOR POR FLEXIN Z - 3:DISEOR POR FLEXIN Z - 4:M =4.716M =1.680M =2.025M =0.473125j =0.902j =0.902j =0.902j =0.9023979684k =0.293k =0.293k =0.293k =0.2928060947n =9.201n =9.201n =9.201n =9.2008741246fc =94.500fc =94.500fc =94.50fc =94.5fs =2100.0fs =2100.000fs =2100.00fs =2100d =0.246d =0.147d =0.16d =0.0780414217DISEOR POR PUNZONAMIENTO Z - 1:DISEOR POR PUNZONAMIENTO Z - 2:DISEOR POR PUNZONAMIENTO Z - 3:DISEOR POR PUNZONAMIENTO Z - 4:d =0.3911d =0.266d =0.289d =0.1715

h =45.70cmh =33.19cmh =35.49cmh =23.74cmMuAsaAsaAsaAsaZ - 147.235.4462.0932.771.9332.711.9232.711.9212.03/420.0Z - 216.8018.5611.0917.051.0017.031.0017.031.008.05/820.0Z - 320.2520.5991.2118.941.1118.901.1118.901.1110.05/820.0Z - 44.738.1090.487.400.447.390.437.390.436.01/220.0

CONCRETO ARMADO 1CALCULO DE ZAPATAS CENTRICASUNIVERSIDAD CESAR VALLEJO

ING. EDWIN RODRIGUEZ PLASENCIA

Z-4Z-3Z-1Z-2