METODOS NUMERICOS

DISEÑO DE LOSA ALIGERADA

METRADO DE CARGASCargas Peso Propio 400 Kg/m2

Muertas Piso terminado 300 Kg/m2Piso de tabiquería 250 Kg/m2

C. muertas WD 950 Kg/m2Cargas Sobrecarga 300 Kg/m2C. Vivas WL 300 Kg/m2

Resistencia requerida 1.4Wd+1.7 WL 1840 Kg/m2

Peso Por vigueta 540 Kg/ml-vig0.54 Tn/ml.vig Para Diseño

Especificaciones Espesor 4/25 asumimos 20

Resistencia Acero Fy= 4200 Kg/cm2Resistencia del concreto F'c)= 210 Kg/cm2

d=(20-3) d= 17b=Apoyo b= 10b=Tramo b= 40

Apoyo A' A A-B B B-C C C-Dmetros Luz entre apoyos 1 3.2 3.2 2.8 2.8 3 3

coeficiente (1/2) (1/24) (1/11) (1/24) (1/11) (1/24) (1/11)Tn-m Momento 0.270 0.230 0.503 0.176 0.385 0.203 0.442tn-m Mom-Ultimo 0.300 0.256 0.559 0.196 0.428 0.225 0.491kg-cm 30000.00 25600.00 55854.55 19600.00 42763.64 22500.00 49090.91Kg-cm Momen Uresist 156927.00 156927.00 627708.00 156927.00 627708.00 156927 369240.00 mayor ok

Kg/cm2 4200 7.143 6.095 13.299 4.667 10.182 5.357 11.688a=asumimos 1 16.5 1 16.5 1 16.5 1 16.5 1 16.5 1 16.5 1 16.5

As 0.4329 0.3694 0.8060 0.2828 0.6171 0.3247 0.7084a1= 1.0186 0.8692 0.4741 0.6655 0.3630 0.7639 0.4167

E.A.P. DE INGENIERIA CIVIL

METODOS NUMERICOS

Kg/cm2 4200 7.143 6.095 13.299 4.667 10.182 5.357 11.688a=asumimos 1.0186 16.49071 0.8692 16.5654 0.4741 16.7629465 0.6655 16.66726 0.3630 16.81851 0.7639 16.61803 0.4167 16.79165

As 0.4331 0.3679 0.7933 0.2800 0.6054 0.3224 0.6961a1= 1.0192 0.8658 0.4667 0.6588 0.3561 0.7585 0.4095

Kg/cm2 4200 7.143 6.095 13.299 4.667 10.182 5.357 11.688a=asumimos 1.0192 16.49042 0.8658 16.56712 0.4667 16.766665 0.6588 16.6706 0.3561 16.82194 0.7585 16.62074 0.4095 16.79527

As 0.4332 0.3679 0.7932 0.2799 0.6053 0.3223 0.6959a1= 1.0192 0.8657 0.4666 0.6587 0.3560 0.7584 0.4094

Kg/cm2 4200 7.143 6.095 13.299 4.667 10.182 5.357 11.688a=asumimos 1.0192 16.49041 0.8657 16.56716 0.4666 16.7667167 0.6587 16.67067 0.3560 16.82198 0.7584 16.6208 0.4094 16.79532

As 0.4332 0.3679 0.7932 0.2799 0.6053 0.3223 0.6959a1= 1.0192 0.8657 0.4666 0.6587 0.3560 0.7584 0.4094

As(cm2 1Ø 3/8" 1Ø 3/8" 1Ø 1/2" 1Ø 3/8" 1Ø 3/8" 1Ø 1/2" 1Ø 3/8"0.71 0.71 1.29 0.71 0.71 1.29 0.71

REPETICIONES

Kg/m2WD 0.95 0.24 1.19

Peso propio 0.25 0.4 1 2.4 0.24KG/m2 total Wd 1.43

Wl 0.3 1 total Wl 0.3Cargas ultima 2.51

UU 2.51 Tn/ml

Vigas Principales

Apoyo 2 2-1 1Luz entre apoyos 3.75 3.75 3.75

coeficiente (1/16) (1/24) (1/16)Momento 2.208 1.472 2.208

Mom-Ultimo 2.453 1.635 2.453245312.5 163541.7 245312.5

Momento ul resit 1812000.0 1812000.0 1812000.0 mayor okKg/cm2 4200 58.408 38.938 58.408a asumimos 1 39.5 1 39.5 1 39.5As 1.4787 0.9858 1.4787a= 1.3917 0.9278 1.3917

E.A.P. DE INGENIERIA CIVIL

METODOS NUMERICOS

Kg/cm2 4200 58.408 38.938 58.408a= 1.3917 39.30415 0.9278 39.5361014 1.3917 39.30415As 1.4860 0.9849 1.4860a= 1.3986 0.9270 1.3986

Kg/cm2 4200 58.408 38.938 58.408a= 1.3986 39.30068 0.9270 39.536525 1.3986 39.30068As 1.4862 0.9849 1.4862a= 1.3988 0.9269 1.3988As(cm2 Ø 5/8" Ø 1/2" Ø 5/8"

1.99 0.71 1.99

REPETICIONES

DISEÑO DE ESCALERA

ESPESOR 12 cmRESISTENCIA CONCRETO 210 kg/cm^2RESISTENCIA ACERO 4200 kg/cm^2d =(12-3) 9 cmb=apoyo 100 cmk 54.35 cm

METRADO DE CARGAS CARGAS MUERTAS PESO PROPIO 350 kg/m^2

PISO TERMINADO 150 kg/m^2PESOS DE LOS PELDAÑOS 200 kg/m^2TOTAL 700 kg/m^2

CARGAS VIVAS SOBRECARGA 400 kg/m^2RESISITENCIA REQUERIDA 1.4*WD + 1.7*WL 1660 kg/m^2

TRAMO TRAMO TRAMOA A-B B

LUZ (LM) 3.20 3.20 3.20Coeficientes 1/16 1/10 1/24

Mu/o=(450*luz^2*coef))*100 106240.00 169984.00 70826.67Mu/o=(450*luz^2*coef)/0.9)*100 118044.44 188871.11 78696.30 mayor ok

Murp=kbd^2 440235.00 440235.00 440235.00

E.A.P. DE INGENIERIA CIVIL

METODOS NUMERICOS

CALCULO DE ACERO

TRAMO APOYO TRAMOA-B B B-C

ASUMIMOS a 1.00 1.00 1.00Mu/o=(450*luz^2*coef)/0.9)*100 118044.44 188871.11 78696.30

AS 3.307 5.291 2.204a1 0.778 1.245 0.519

REPETICIONES TRAMO APOYO TRAMO A-B B B-C

ASUMIMOS a 0.78 1.24 0.52

Mu/o=(450*luz^2*coef)/0.9)*100118044.4

4188871.1

178696.3

0AS 3.264 5.368 2.144a1 0.768 1.263 0.504

TRAMO APOYO TRAMO A-B B B-C

ASUMIMOS a 0.77 1.26 0.50

Mu/o=(450*luz^2*coef)/0.9)*100118044.4

4188871.1

178696.3

0AS 3.264 5.368 2.144a1 0.768 1.263 0.504

1Ø 3/4" 1Ø 1" 1Ø 5/8"As(cm2) 2.84 5.1 1.99

E.A.P. DE INGENIERIA CIVIL