cargader.pdf
TRANSCRIPT
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C A L C U L O D E C A R G A D E R O
CONSTANTES:Peso Concreto 2,500.00 A H P.U.Peso Tierra 1,900.00 1 2.20 0.40 2,500Coef. Sism 0.15 2 0.30 2.20 2,500Coef. Fricción 0.65 3 0.80 0.20 2,500Angulo Ø 33.00 4 0.50 2.20 1,900H sobrecarga 0.72 5 0.50 0.72 1,900
∑ P =REACCIONES:R pm/ml 14,560.00 R pmR cv+i/ml 7,600.00 R cv+iR losa acceso/ml 2,000.00 R losa acc.
DIMENSIONES:H1 H tablero 2.00H2 H zapata 0.40 CASO # 1: PM + CV + I + ET# 1: PM + CV + I + ETH3 H asiento apoyo 0.20 ∑ P = 31,184 ∑ M =
ˆ H H Total Cargadero 2.60 x = 113.67 e =A2 A zap.delantera 1.40 Rs t = 1.28 kg/cm2.A1 A zap.trasera 0.50A3 A asiento apoyo 0.80 Verificación al Deslizamiento ( > 1.5 ):
A parapeto 0.30 F.S. act =A A total zapata 2.20
CASO # 2: PM + ET + Sismo# 2: PM + ERESULTADOS: ∑ P = 21,584 ∑ M =Brazo Empuje 1.11 x = 102 e =Brazo Sismo 0.60 Rs t = 1.19 kg/cm2.
24
RtRp
Cargas
0.30
E
R
1
0.40
H
A
A2A1
x
e
Sismo
H1
H2
A3
H33
HSC 5 Sobrecarga
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Empuje -3,086.94M empuje -3,416.21 Verificación al Deslizamiento ( > 1.5 ):P Sismo -2,184.00 F.S. act =M sismo -1,310.40
Si F.S. min. < 1.50 usar diente
Mom. Pared May (Caso # 2) =
Mom. Zapata May (Caso # 1) =
VOLUMEN DE CONCRETO = 1.70
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H = 2.60 mts.
PESO Brazo MOM.2,200.00 1.100 2,420.001,650.00 1.55 2,557.50
400.00 1.00 400.002,090.00 1.95 4,075.50
684.00 1.95 1,333.807,024.00 ∑ M = 10,786.80
14,560.00 1.10 16,016.007,600.00 1.10 8,360.002,000.00 1.85 3,700.00
M empuje -3,416.21 M sismo -1,310.40
V + I + ET35,4473.67 Rs p = 1.56 kg/cm2
Verificación al Deslizamiento ( > 1.5 ):3.957
T + Sismo22,076-7.72 Rs p = 0.77 kg/cm2.
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Verificación al Deslizamiento ( > 1.5 ):2.66
Si F.S. min. < 1.50 usar diente
2,643 kg-m
33,124 kg-m
m3/ ml
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