Zapata Interior Medianeras
4
DISEÑO DE ZAPATA EXTERIOR CON EXCENTRICIDADA VARIABLE - 45X25 P D = 37.63 Ton P L = 9.62 Ton P S = 1.00 Ton M D = 0.32 Ton-m M L = 0.21 Ton-m L=2.65m M S = 10.45 Ton-m qa = 12.00 Ton/m2 g S = 1.95 Ton/m3 f'c = 210 Kgr/cm 2 fy = 4200 Kgr/cm 2 B=1.60m r = 0.07 m DIMENSIONES YA CALCULADA hs = 1.80 m B = 1.60 m COL = b=0.25 h=0.60 m L = 2.65 m t = 50 cm CALCULO DE LA EXCENTRICIDAD A = 4.24 m 2 1.4PD+1.7PL = 1.5 x 37.6 + 1.8 x9.6 = 73.76 Ton EXCENTRICIDAD SIN SISMO P 1.25(PD+PL+PS) = 1.25 ( 37.6 + 9.6 +1.0) = 60.31 Ton e = M = 0.86 = 0.012 m 0.9PD+1.25PS = 0.9 x 37.6 + 1.25 x1.0 = 35.12 Ton P 73.76 1.4MD+1.7ML = 1.50 x 0.3 + 1.8 x 0.2 = 0.86 Ton EXCENTRICIDAD CON SISMO (+) M (+) 1.25(MD+ML+MS) = 1.25 ( 0.3 + 0.2 +10.4) = 13.72 Ton e = M = 13.72 = 0.228 m 0.9MD+1.25MS = 0.9 x 0.3 + 1.25 x10.4 = 13.34 Ton P 60.31 1.4MD+1.7ML = 1.5 x 0.3 + 1.8 x 0.2 = 0.86 Ton EXCENTRICIDAD CON SISMO (-) M (-) 1.25(MD-ML-MS) = 1.25 ( 0.3 + 0.2 -+10.4) -= 12.40 Ton e = M = -12.77 -= 0.212 m 0.9MD+1.25MS = 0.9 x 0.3 + 1.25 -x10.4 -= 12.77 Ton P 60.31 EXCENTRICIDAD CRITICA = 0.23 m ASUMIMOS t = 0.50 m d = 0.42 m DIMENSIONAMIENTO DE LA ZAPATA Seccion Calc. Nueva Seccion B = 1.59m B = 1.60m 47.25 = 3.9 m2 < 4.00m2 L = 2.52m L = 2.65m 12.00 A = 4.00m A = 4.24m CALCULO DE PRESIONES L=2.65m B=1.60m Asumimos 2 1 P e t hs r Col. B t hs r qe P A
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Transcript of Zapata Interior Medianeras
DISEÑO DE ZAPATA EXTERIOR CON EXCENTRICIDADA VARIABLE - 45X25
PD = 37.63 Ton
PL = 9.62 Ton
PS = 1.00 Ton
MD = 0.32 Ton-m
ML = 0.21 Ton-m L=2.65m
MS = 10.45 Ton-m
qa = 12.00 Ton/m2
gS = 1.95 Ton/m3
f'c = 210 Kgr/cm2
fy = 4200 Kgr/cm2
B=1.60m
r = 0.07 m DIMENSIONES YA CALCULADA
hs = 1.80 m B = 1.60 m
COL = b=0.25 h=0.60 m L = 2.65 m
t = 50 cm
CALCULO DE LA EXCENTRICIDAD A = 4.24 m2
1.4PD+1.7PL = 1.5 x 37.6 + 1.8 x9.6 = 73.76 Ton EXCENTRICIDAD SIN SISMO
P 1.25(PD+PL+PS) = 1.25 ( 37.6 + 9.6 +1.0) = 60.31 Ton e = M = 0.86 = 0.012 m
0.9PD+1.25PS = 0.9 x 37.6 + 1.25 x1.0 = 35.12 Ton P 73.76
1.4MD+1.7ML = 1.50 x 0.3 + 1.8 x 0.2 = 0.86 Ton EXCENTRICIDAD CON SISMO (+)
M (+) 1.25(MD+ML+MS) = 1.25 ( 0.3 + 0.2 +10.4) = 13.72 Ton e = M = 13.72 = 0.228 m
0.9MD+1.25MS = 0.9 x 0.3 + 1.25 x10.4 = 13.34 Ton P 60.31
1.4MD+1.7ML = 1.5 x 0.3 + 1.8 x 0.2 = 0.86 Ton EXCENTRICIDAD CON SISMO (-)
M (-) 1.25(MD-ML-MS) = 1.25 ( 0.3 + 0.2 -+10.4) -= 12.40 Ton e = M = -12.77 -= 0.212 m
0.9MD+1.25MS = 0.9 x 0.3 + 1.25 -x10.4 -= 12.77 Ton P 60.31
EXCENTRICIDAD CRITICA = 0.23 m
ASUMIMOS t = 0.50 m
d = 0.42 m
DIMENSIONAMIENTO DE LA ZAPATA Seccion Calc. Nueva Seccion
B = 1.59m B = 1.60m
47.25 = 3.9 m2 < 4.00m2 L = 2.52m L = 2.65m
12.00 A = 4.00m A = 4.24m
CALCULO DE PRESIONES
L=2.65m
B=1.60m
Asumimos
2
1
P
e
t
hs
r
Col.
B
t
hs
r
qe
PA
VERIFICACION DE LA PRESION EN EL SUELO
5.40 Ton/m2
16.88 Ton/m2
SE DEBE VERIFICARSE QUE '1 < qa
'1 = 11.89 < 12.00 Ton/m2 .....Bien Asumir '' B''
Area = = 12.08 +5.40 x 0.93 =8.13 Ton/m
2
VERIFICACION POR CORTE
Area = 8.13 Ton/m l = B - b- d = 1.60m - 0.25 - 0.42 = 0.93 m
8.13 x 2650 = 33.0 cm
0.85 x 0.53 x 210 x 100
33.0 + 7.0 = 40.0 < 50 cm ...............BIEN ¡
VERIFICACION POR PUNZONAMIENTO
A = 5.40 + 16.9 x4.24 16.88 + 13.58 x0.47
2 2
Area = 40.10 Ton
40.10 x 1000 x 3.77 =37.7 cm
0.85x1.1 x 210 x 296.0
37.7 + 7.0 = 44.7 < 50 cm ...............BIEN ¡
p
C+d
L
hd/2 d/2
d/2
b
L/2-h/2-d/2 h+d L/2-h/2-d/2
p
B
)(2/2
''
21212 dhdbLBArea
B
2
1
t l
d
bcf
Area
bcf
lqud nec
'53.0'53.0
rdt necnec
O
STnec
bcf
AAqud
'1.1
)(
)( ST AAquAREA
rdt necnec
12
2/32
BL
BeP
A
P
12
2/31
BL
BeP
A
P
lArealqu
21
qu = 13.58 Ton/m2 L = 1.60m L2 = 1.82m
MU = (16.88 -5.40) * 2.56 + 5.40 x 2.56 =13.54 Ton-m
6 2
ASUMIMOS a = 2.04 cm
13.54x 100000 = 8.64 cm2
; 8.64 x 4200 =2.03cm
0.9 x 4200 ( 42.00 - 1.02) 0.85 x 210 x 100
RECALCULANDO
13.54x 100000 = 8.64 cm2 ; 8.64 x 4200 =2.03cm
0.9 x 4200 ( 42.0 - 1.02) 0.85 x 210 x 100
0.8 x 210 x 100 x 42 = 11.59 cm
4200
USAMOS Φ 5/8'' @ = 1.98 x 100 = 17.08 cm 5/8'' @ 15 cm
11.59
5.40 +16.88 =11.14 Ton-m
2
L = 1.03m L2 = 1.05m
11.1 x 1.05 =5.85 Ton-m
2
ASUMIMOS a = 0.49 cm
5.85x 100000 = 3.70 cm2 ; 3.70 x 4200 =0.87cm
0.9 x 4200 ( 42.00 - 0.25) 0.85 x 210 x 100
RECALCULANDO
5.85x 100000 = 3.71 cm2 ; 3.71 x 4200 =0.87cm
0.9 x 4200 ( 42.0 - 0.44) 0.85 x 210 x 100
0.8 x 210 x 100 x 42 = 11.59 cm
4200
USAMOS Φ 5/8'' @ = 1.98 x 100 = 17.08 cm 5/8'' @ 20 cm
11.59
ACERO TRANSVERSAL
ACERO LONGITUDINAL
CALCULO DEL ACERO PRINCIPAL
2
1
L
qUqU
L L
)2/( adfy
MAs U
bfc
fyAsa
fy
dbfcAsMIN
8.0
)2/( adfy
MAs U
bfc
fyAsa
)2/( adfy
MAs U
bfc
fyAsa
fy
dbfcAsMIN
8.0
)2/( adfy
MAs U
bfc
fyAsa
26
)( 21
212 LL
M U
221
Uq
2
2LquMU
bfc
fyAsa
bfc
fyAsa
ARMADO FINAL DE LA ZAPATA EXTERIOR
hs=1.80
Φ5/8'' @ 20.0 cm
t=0.45
r=0.07
B=2.00m Φ5/8'' @ 15.0 cm
L=2.65
Φ 5
/8
0.60
@ 2
0.0
cm
0.25
Φ 5/8 @ 15.0 cm
B=1.60
Col.
