C A L C U L O D E E S T R I B O H = 6.00 mts.

CONSTANTES:Peso Concreto 2.400.00Peso Tierra 1.900.00Coef. Sism 0.15Angulo Ø 30.00H sobrecarga 0.72

REACCIONES:R pm/ml 15.070.90R cv+i/ml 12.459.09R losa acc/ml 2.500.00

DIMENSIONES:H Total Estribo 6.00 A H P.U. PESOS brazos MOM.H relleno 5.00 1 3.00 1.00 2400 7.200.00 1.50 10.800.00H asiento viga 1.30 2 0.50 3.40 2400 4.080.00 1.15 4.692.00H pared 3.70 3 0.30 1.30 2400 936.00 0.75 702.00H zapata 1.00 4 0.80 0.30 2400 576.00 1.00 576.00A total zapata 3.00 5 0.30 0.15 2400 108.00 0.80 86.40L punta zapata 1.60 6 0.40 1.55 2400 1.488.00 0.77 1.140.80A asiento viga 0.50 7 0.60 1.90 1900 2.166.00 0.30 649.80A parapeto 0.30 8 0.30 0.15 1900 85.50 0.70 59.85A sup. pared 0.50 9 0.40 1.55 1900 1.178.00 0.63 746.07A inf. pared 0.90 10 0.50 3.10 1900 2.945.00 0.25 736.25L talón zapata 0.50 11 1.60 0.00 1900 0.00 2.20 0.00

å P = 20.762.50 å M = 20.189.17

R pm 15.070.90 1.15 17.331.54R cv+i 12.459.09 1.15 14.327.95R losa acc. 2.500.00 0.75 1.875.00

ˆ M empuje 30.115.45 M sismo 10.624.98

L0

H0

A2

6

1

45

E

R

S

Sobrecarga

0.30

A1

H

H1

H2

8

10

A4A511

H3

0.30

A

RpRt

x å Cargas

37

A3

9

2

RESULTADOS: CASO # 1: PM + CV + I + ETBrazo Empuje 2.91 å P = 50.792 å M = 94.464Brazo Sismo 4.70 x = 185.98 e = -35.98Empuje 10.360.82 Rs t = 2.91 kg/cm2. Rs p = 0.47 kg/cm2.

M empuje 30.115.45P Sismo 2.260.64 C de G pil = 0.23 exc. pil.= 0.13M sismo 10.624.98 å(d1)^2 = 2.43 S fil/talón= 5.76

å(d2)^2 = 4.05 S fil/punta= 9.60PILOTES: å(d)^2 = 6.48Long. Zapata 10.35 åV = 526 tons. åM = 71 ton/mtNúmero de filas 2.00 PILOTES: Talón = 53.409 Punta = 73.095Separación filas 1.80Sep. borde 0.60 CASO # 2: PM + ET + SismoNº Max. Pil/fila 6.08 å P = 35.833 å M = 78.261Nº Pilotes Talón 3.00 x = 218 e = 68.40Nº Pilotes Punta 5.00 Rs t = -0.44 kg/cm2. Rs p 2.83 kg/cm2.

C de G pil = 0.23 exc. pil.= 0.46å(d1)^2 = 2.43 S fil/talón= 7.20å(d2)^2 = 4.05 S fil/punta= 9.60å(d)^2 = 6.48åV = 526 ton. åM = 241 ton/mt

PILOTES: Talón = 21.025 Punta = 92.525