DISEÑO DE VIGAS, LOSA ALIGERADA.xls1

DISEÑO DE VIGAS

VP-101 (eje A-A) entre eje 2-3

DATOS

RESISTENCIA DEL CONCRETO 210.00

LÍMITE DE INFLUENCIA 4200.00

LUZ LIBRE 3.10AREA TRIBUTARIA 1.37

PREDIMENSIONAMIENTO (h) 0.22

(b) (h)0.25 0.30

METRADO DE CARGAS

a) CARGAS MUERTAS

PESO PROPIO 180.00 kg/mlP. ALIGERADO 479.50 kg/mlP. ACABADOS 137.00 kg/ml

WD 796.50 kg/ml

b) CARGAS VIVAS

SOBRE CARGA S/C 200.00

WL 274.00 kg/ml

CARGA ÚLTIMA DE ROTURA

WU 1687.95 kg/ml

ANÁLISIS ESTRUCTURAL

WU = 1687.95 kg/ml

L = 3.10 m

1,013.82 kg-m 1,013.82 kg-m

kg/cm2

kg/cm2

kg/cm2

kg/m2

1,622.12 kg-mDIAGRAMA DE MOMENTO FLECTOR

2,616.32 kg

2,616.32 kg

DIAGRAMA DE FUERZA CORTANTE

a) MOMENTO POSITIVO

1,622.12 kg-m

b) MOMENTO NEGATIVO

1,013.82 kg-m

c) FUERZA CORTANTE

Vu = (Wu x L)/2 2,616.32 kg

DISEÑO POR FLEXIÓN

a) CÁLCULO DE CUANTÍAS

β1 = 0.85

ρb =0.85 β1 (f´c/fy) (6000/(6000+fy)) = 0.02125

ρ máx = 0.0159

ρ mín = 0.002760.00333

ρ mín = 0.00333

b) CÁLCULO DE ÁREAS DE ACERO

ACERO POSITIVO

1,622.12 kg-m

SECCIÓN = (b x h) = 25.00 x 30

d = 24 cm

M+ a-b (máx) =(1/10) x Wu x L2

M- a = M-

b = (1/16) x Wu x L2

M+ a-b (máx) =(1/10) x Wu x L2

Se tiene :

14,400.00

Du = 11.26

Observamos que aproximadamente es: ρ 0.0091

As = 5.46 USAR:

As mín = 2.00

ACERO NEGATIVO

1,013.82

SECCIÓN = (b x h) = 25.00 x 30

d = 24 cm

Se tiene :

14,400.00

Du = 7.04


As = 3.30 USAR:

As mín = 2.00

VERIFICACIÓN POR CORTE

a) CORTE ACTUANTE

Vu = 2,616.32 kg

b) CORTE ADMISIBLE (Vc)

Vc = 4,608.26 kg

Vu > Vc/2

2,616.32 > 2,304.13

bd 2 = cm3

cm2 (3Φ5/8")

cm2

M- a = M-

b = (1/16) x Wu x L2

bd 2 = cm3

cm2 (3Φ1/2")cm2

0.30

0.25 (3Φ1/2")X

0.30

X(3Φ5/8")

0.25 3.10 0.25

VP-102 (eje B-B) entre eje 1 - 3

DATOS





(b) (h)0.25 0.40

METRADO DE CARGAS

a) CARGAS MUERTAS


WD 1402.80 kg/ml

b) CARGAS VIVAS


WL 612.00 kg/ml


WU 3205.80 kg/ml


Φ 3/8"; [email protected], [email protected], [email protected], rto 0.20 c/ext

kg/cm2

kg/cm2

kg/cm2

kg/m2

WU = 3205.80 kg/ml

L = 3.80 m

2,893.23 kg-m 2,893.23 kg-m


6,091.02 kg

6,091.02 kg


a) MOMENTO POSITIVO

4,629.18 kg-m

b) MOMENTO NEGATIVO

2,893.23 kg-m

c) FUERZA CORTANTE

Vu = (Wu x L)/2 6,091.02 kg



β1 = 0.85

ρb =0.85 β1 (f´c/fy) (6000/(6000+fy)) = 0.02125

ρ máx = 0.0159

M+ a-b (máx) =(1/10) x Wu x L2

M- a = M-

b = (1/16) x Wu x L2

ρ mín = 0.002760.00333

ρ mín = 0.00333


ACERO POSITIVO

4,629.18 kg-m

SECCIÓN = (b x h) = 25.00 x 40.00

d = 34.00 cm

Se tiene :

28,900.00

Du = 16.02


As = 4.16 USAR:

As mín = 2.83

ACERO NEGATIVO

2,893.23

SECCIÓN = (b x h) = 25.00 x 40.00

d = 34.00 cm

Se tiene :

28,900.00

Du = 10.01


As = 2.63

As mín = 2.83


a) CORTE ACTUANTE

M+ a-b (máx) =(1/10) x Wu x L2

bd 2 = cm3

cm2 (1Φ1/2"+2Φ3/8")

cm2

M- a = M-

b = (1/16) x Wu x L2

bd 2 = cm3

cm2 USAR: (3Φ1/2")

cm2

Vu = 6,091.02 kg


Vc = 6,528.37 kg

Vu > Vc/2

6,091.02 > 3,264.18

0.40

0.25 USAR: (3Φ1/2")X

0.40

X(1Φ1/2"+2Φ3/8")

0.25 3.80 0.25

VP-103 (eje 4-4 entre C-C)

DATOS






(b) (h)0.25 0.40

METRADO DE CARGAS

a) CARGAS MUERTAS


WD 1691.60 kg/ml

b) CARGAS VIVAS


WL 764.00 kg/ml


WU 3912.60 kg/ml


WU = 3912.60 kg/ml

L = 3.80 m

3,531.12 kg-m 3,531.12 kg-m


kg/cm2

kg/cm2

kg/cm2

kg/m2

7,433.94 kg

7,433.94 kg


a) MOMENTO POSITIVO

5,649.79 kg-m

b) MOMENTO NEGATIVO

3,531.12 kg-m

c) FUERZA CORTANTE

Vu = (Wu x L)/2 7,433.94 kg



β1 = 0.85

ρb =0.85 β1 (f´c/fy) (6000/(6000+fy)) = 0.02125

ρ máx = 0.0159

ρ mín = 0.002760.00333

ρ mín = 0.00333


ACERO POSITIVO

5,649.79 kg-m

SECCIÓN = (b x h) = 25.00 x 40.00

d = 34.00 cm

Se tiene :

28,900.00

M+ a-b (máx) =(1/10) x Wu x L2

M- a = M-

b = (1/16) x Wu x L2

M+ a-b (máx) =(1/10) x Wu x L2

bd 2 = cm3

Du = 19.55


As = 5.52 USAR:

As mín = 2.83

ACERO NEGATIVO

3,531.12

SECCIÓN = (b x h) = 25.00 x 40.00

d = 34.00 cm

Se tiene :

28,900.00

Du = 12.22


As = 3.31 USAR:

As mín = 2.83


a) CORTE ACTUANTE

Vu = 7,433.94 kg


Vc = 6,528.37 kg

Vu > Vc/2

7,433.94 > 3,264.18

0.40

0.25 (3Φ1/2")X

cm2 (3Φ5/8")

cm2

M- a = M-

b = (1/16) x Wu x L2

bd 2 = cm3

cm2 (3Φ1/2")

cm2

0.40

X(3Φ5/8")

0.25 3.80 0.25

VP-104 (eje 4-4 entre E-G)

DATOS





(b) (h)0.25 0.30

METRADO DE CARGAS

a) CARGAS MUERTAS


WD 1643.00 kg/ml

b) CARGAS VIVAS


WL 770.00 kg/ml


WU 3850.50 kg/ml


WU = 3850.50 kg/ml


kg/cm2

kg/cm2

kg/cm2

kg/m2

L = 3.63 m

3,171.10 kg-m 3,171.10 kg-m


6,988.66 kg

6,988.66 kg


a) MOMENTO POSITIVO

5,073.77 kg-m

b) MOMENTO NEGATIVO

3,171.10 kg-m

c) FUERZA CORTANTE

Vu = (Wu x L)/2 6,988.66 kg



β1 = 0.85

ρb =0.85 β1 (f´c/fy) (6000/(6000+fy)) = 0.02125

ρ máx = 0.0159

ρ mín = 0.002760.00333

ρ mín = 0.00333

M+ a-b (máx) =(1/10) x Wu x L2

M- a = M-

b = (1/16) x Wu x L2


ACERO POSITIVO

5,073.77 kg-m

SECCIÓN = (b x h) = 25.00 x 30.00

d = 24.00 cm

Se tiene :

14,400.00

Du = 35.23


As = 6.42 USAR:

As mín = 2.00

ACERO NEGATIVO

3,171.10

SECCIÓN = (b x h) = 25.00 x 30.00

d = 24.00 cm

Se tiene :

14,400.00

Du = 22.02


As = 3.78 USAR:

As mín = 2.00


a) CORTE ACTUANTE

Vu = 6,988.66 kg


M+ a-b (máx) =(1/10) x Wu x L2

bd 2 = cm3

cm2 (2Φ1/2"+2Φ5/8")

cm2

M- a = M-

b = (1/16) x Wu x L2

bd 2 = cm3

cm2 (2Φ5/8")

cm2

Vc = 4,608.26 kg

Vu > Vc/2

6,988.66 > 2,304.13

0.30

0.25 (2Φ5/8")X

0.30

X(2Φ1/2"+2Φ5/8")

0.25 3.63 0.25

VP-103 (eje 3-3 entre E-G)

DATOS





(b) (h)0.25 0.30

METRADO DE CARGAS

a) CARGAS MUERTAS


WD 1339.00 kg/ml

b) CARGAS VIVAS


kg/cm2

kg/cm2

kg/cm2


WL 610.00 kg/ml


WU 3106.50 kg/ml


WU = 3106.50 kg/ml

L = 3.63 m

2,558.38 kg-m 2,558.38 kg-m


5,638.30 kg

5,638.30 kg


a) MOMENTO POSITIVO

4,093.40 kg-m

b) MOMENTO NEGATIVO

2,558.38 kg-m

c) FUERZA CORTANTE

Vu = (Wu x L)/2 5,638.30 kg

kg/m2

M+ a-b (máx) =(1/10) x Wu x L2

M- a = M-

b = (1/16) x Wu x L2



β1 = 0.85

ρb =0.85 β1 (f´c/fy) (6000/(6000+fy)) = 0.02125

ρ máx = 0.0159

ρ mín = 0.002760.00333

ρ mín = 0.00333


ACERO POSITIVO

4,093.40 kg-m

SECCIÓN = (b x h) = 25.00 x 30.00

d = 24.00 cm

Se tiene :

14,400.00

Du = 28.43


As = 5.10 USAR:

As mín = 2.00

ACERO NEGATIVO

2,558.38

SECCIÓN = (b x h) = 25.00 x 30.00

d = 24.00 cm

Se tiene :

14,400.00

Du = 17.77

M+ a-b (máx) =(1/10) x Wu x L2

bd 2 = cm3

cm2 (1Φ1/2"+2Φ5/8")

cm2

M- a = M-

b = (1/16) x Wu x L2

bd 2 = cm3


As = 3.06 USAR:

As mín = 2.00


a) CORTE ACTUANTE

Vu = 5,638.30 kg


Vc = 4,608.26 kg

Vu > Vc/2

5,638.30 > 2,304.13

0.30

0.25 (1Φ1/2"+1Φ5/8")X

0.30

X(1Φ1/2"+2Φ5/8")

0.25 3.63 0.25

cm2 (1Φ1/2"+1Φ5/8")

cm2


TABLA DE CUANTÍAS

f´c 210.00 f´c 210.00

fy 4200.00 fy 4200.000.85 0.85

ρ b 0.02125 ρ b 0.02125Φ 0.90 Φ 0.90

ρ ω Du ρ ω Du0.0423 0.8460 80.0845 0.0239 0.4780 64.86370.0421 0.8420 80.0814 0.0237 0.4740 64.53240.0419 0.8380 80.0748 0.0235 0.4700 64.19740.0417 0.8340 80.0646 0.0233 0.4660 63.85890.0415 0.8300 80.0508 0.0231 0.4620 63.51690.0413 0.8260 80.0334 0.0229 0.4580 63.17120.0411 0.8220 80.0125 0.0227 0.4540 62.82200.0409 0.8180 79.9880 0.0225 0.4500 62.46920.0407 0.8140 79.9599 0.0223 0.4460 62.11290.0405 0.8100 79.9283 0.0221 0.4420 61.75300.0403 0.8060 79.8931 0.0219 0.4380 61.38950.0401 0.8020 79.8543 0.0217 0.4340 61.02240.0399 0.7980 79.8120 0.0215 0.4300 60.65180.0397 0.7940 79.7661 0.0213 0.4260 60.27760.0395 0.7900 79.7166 0.0211 0.4220 59.89990.0393 0.7860 79.6636 0.0209 0.4180 59.51850.0391 0.7820 79.6070 0.0207 0.4140 59.13360.0389 0.7780 79.5468 0.0205 0.4100 58.74520.0387 0.7740 79.4830 0.0203 0.4060 58.35310.0385 0.7700 79.4157 0.0201 0.4020 57.95750.0383 0.7660 79.3448 0.0199 0.3980 57.55840.0381 0.7620 79.2704 0.0197 0.3940 57.15560.0379 0.7580 79.1924 0.0195 0.3900 56.74930.0377 0.7540 79.1108 0.0193 0.3860 56.33950.0375 0.7500 79.0256 0.0191 0.3820 55.92600.0373 0.7460 78.9369 0.0189 0.3780 55.50900.0371 0.7420 78.8446 0.0187 0.3740 55.08840.0369 0.7380 78.7487 0.0185 0.3700 54.66430.0367 0.7340 78.6493 0.0183 0.3660 54.23660.0365 0.7300 78.5463 0.0181 0.3620 53.80530.0363 0.7260 78.4398 0.0179 0.3580 53.37040.0361 0.7220 78.3296 0.0177 0.3540 52.93200.0359 0.7180 78.2159 0.0175 0.3500 52.49000.0357 0.7140 78.0986 0.0173 0.3460 52.04450.0355 0.7100 77.9778 0.0171 0.3420 51.59530.0353 0.7060 77.8534 0.0169 0.3380 51.14270.0351 0.7020 77.7254 0.0167 0.3340 50.68640.0349 0.6980 77.5939 0.0165 0.3300 50.22660.0347 0.6940 77.4588 0.0163 0.3260 49.76320.0345 0.6900 77.3201 0.0161 0.3220 49.29620.0343 0.6860 77.1778 0.0159 0.3180 48.82570.0341 0.6820 77.0320 0.0157 0.3140 48.35160.0339 0.6780 76.8826 0.0155 0.3100 47.87390.0337 0.6740 76.7297 0.0153 0.3060 47.39260.0335 0.6700 76.5732 0.0151 0.3020 46.90780.0333 0.6660 76.4131 0.0149 0.2980 46.4195

kg/cm2 kg/cm2

kg/cm2 kg/cm2

β1 β1

f´c 210.00 f´c 210.00

fy 4200.00 fy 4200.00ρ b 0.02125 ρ b 0.02125Φ 0.90 Φ 0.90

ρ ω Du ρ ω Du0.0331 0.6620 76.2494 0.0147 0.2940 45.92750.0329 0.6580 76.0822 0.0145 0.2900 45.43200.0327 0.6540 75.9114 0.0143 0.2860 44.93290.0325 0.6500 75.7370 0.0141 0.2820 44.43030.0323 0.6460 75.5591 0.0139 0.2780 43.92410.0321 0.6420 75.3776 0.0137 0.2740 43.41430.0319 0.6380 75.1925 0.0135 0.2700 42.90090.0317 0.6340 75.0039 0.0133 0.2660 42.38400.0315 0.6300 74.8117 0.0131 0.2620 41.86350.0313 0.6260 74.6159 0.0129 0.2580 41.33940.0311 0.6220 74.4166 0.0127 0.2540 40.81180.0309 0.6180 74.2137 0.0125 0.2500 40.28060.0307 0.6140 74.0072 0.0123 0.2460 39.74590.0305 0.6100 73.7971 0.0121 0.2420 39.20750.0303 0.6060 73.5835 0.0119 0.2380 38.66560.0301 0.6020 73.3663 0.0117 0.2340 38.12020.0299 0.5980 73.1456 0.0115 0.2300 37.57110.0297 0.5940 72.9213 0.0113 0.2260 37.01850.0295 0.5900 72.6934 0.0111 0.2220 36.46230.0293 0.5860 72.4619 0.0109 0.2180 35.90260.0291 0.5820 72.2269 0.0107 0.2140 35.33930.0289 0.5780 71.9883 0.0105 0.2100 34.77240.0287 0.5740 71.7461 0.0103 0.2060 34.20200.0285 0.5700 71.5004 0.0101 0.2020 33.62790.0283 0.5660 71.2511 0.0099 0.1980 33.05040.0281 0.5620 70.9982 0.0097 0.1940 32.46920.0279 0.5580 70.7418 0.0095 0.1900 31.88450.0277 0.5540 70.4818 0.0093 0.1860 31.29620.0275 0.5500 70.2182 0.0091 0.1820 30.70430.0273 0.5460 69.9511 0.0089 0.1780 30.10890.0271 0.5420 69.6804 0.0087 0.1740 29.50990.0269 0.5380 69.4061 0.0085 0.1700 28.90740.0267 0.5340 69.1283 0.0083 0.1660 28.30120.0265 0.5300 68.8468 0.0081 0.1620 27.69150.0263 0.5260 68.5619 0.0079 0.1580 27.07830.0261 0.5220 68.2733 0.0077 0.1540 26.46140.0259 0.5180 67.9812 0.0075 0.1500 25.84100.0257 0.5140 67.6855 0.0073 0.1460 25.21710.0255 0.5100 67.3862 0.0071 0.1420 24.58950.0253 0.5060 67.0834 0.0069 0.1380 23.95840.0251 0.5020 66.7770 0.0067 0.1340 23.32370.0249 0.4980 66.4671 0.0065 0.1300 22.68550.0247 0.4940 66.1535 0.0063 0.1260 22.04370.0245 0.4900 65.8364 0.0061 0.1220 21.39830.0243 0.4860 65.5158 0.0059 0.1180 20.74930.0241 0.4820 65.1916 0.0057 0.1140 20.0968

kg/cm2 kg/cm2

kg/cm2 kg/cm2

f´c 210.00

fy 4200.00ρ b 0.02125Φ 0.9

ρ ω Du0.0055 0.1100 19.44070.0053 0.1060 18.78110.0051 0.1020 18.11780.0049 0.0980 17.45110.0047 0.0940 16.78070.0045 0.0900 16.10680.0043 0.0860 15.42930.0041 0.0820 14.74820.0039 0.0780 14.06360.0037 0.0740 13.37540.0035 0.0700 12.68360.0033 0.0660 11.98830.0031 0.0620 11.28940.0029 0.0580 10.58690.0027 0.0540 9.88080.0025 0.0500 9.17120.0023 0.0460 8.45800.0021 0.0420 7.74130.0019 0.0380 7.02100.0017 0.0340 6.29710.0015 0.0300 5.56960.0013 0.0260 4.83860.0011 0.0220 4.10400.0009 0.0180 3.36590.0007 0.0140 2.62410.0005 0.0100 1.87880.0003 0.0060 1.1300

0.0001 0.0020 0.3776

kg/cm2

kg/cm2

DISEÑO LOSA ALIGERADA EN UNA SOLA DIRECCION

PROYECTO :

DATOS :F'c= 210.00 Kg/cm2

d= 17.50 Cm.b= 40.00 Cm.

bw= 10.00 Cm.Fy= 4,200.00 Kg/cm2

CARGA MUERTAPESO LOSA 300.00 Kg/m2PISO + CIELO RASO 100.00 Kg/m2TABIQUERIA Kg/m2

WD= 400.00 Kg/m2

CARGA VIVAWL= 250.00 Kg/m2

WU= 1.5WD+1.8WLWU= 1,050.00 Kg/m2

CARGA POR VIGUETA 420.00 Kg/ml

COEFICIENTES DEL ACI 0.85

TRAMO 1 2 3 4

1/24 1/10 1/11 1/10 1/24

1/14 1/16 1/16 1/14

LONGITUD 3.75 3.40 3.79 0.90

MOMENTOS (TON-M)

0.25 0.49 0.55 0.03 0.01

0.42 0.30 0.38 0.02

ACERO (Cm2) ACERO MINIMO= 0.42 Cm2

0.382 0.774 0.881 0.052 0.021

0.64 0.46 0.58 0.04

DIMENSIONES DEL ACERO PARA REFUERZO DEL CONCRETOδ conc = 0.8139695 Kg / ( Mts * Cm2 )

ACERO GRADO 60 F'y = 4200 Kgs. / Cm2.NORMA ASTM A - 615

BARRA DIAMETRO AREA PESO AREA ( Cm2. )N° Pulg. Cms. ( Cm2. ) Kgs. / Mts. 1 2 3 4 5 6 7 8 9 10

2 1/4 0.64 0.32 0.26 0.32 0.63 0.95 1.27 1.58 1.90 2.22 2.53 2.85 3.173 3/8 0.95 0.71 0.58 0.71 1.43 2.14 2.85 3.56 4.28 4.99 5.70 6.41 7.134 1/2 1.27 1.27 1.03 1.27 2.53 3.80 5.07 6.33 7.60 8.87 10.13 11.40 12.675 5/8 1.59 1.98 1.61 1.98 3.96 5.94 7.92 9.90 11.88 13.86 15.83 17.81 19.796 3/4 1.91 2.85 2.32 2.85 5.70 8.55 11.40 14.25 17.10 19.95 22.80 25.65 28.508 1 2.54 5.07 4.12 5.07 10.13 15.20 20.27 25.34 30.40 35.47 40.54 45.60 50.679 1 1/8 2.86 6.41 5.22 6.41 12.83 19.24 25.65 32.07 38.48 44.89 51.30 57.72 64.13

10 1 1/4 3.18 7.92 6.44 7.92 15.83 23.75 31.67 39.59 47.50 55.42 63.34 71.26 79.17

5.23

DISEÑO DE VIGAS, LOSA ALIGERADA.xls1

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