LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
= =
= = x
= = x
=
=
=
=
=
=
=
=
Ib = inercia de la seccin en L Inercia de la losa
Is = inercia de la losa Is =
=
=
=
=
=
=
Ib = inercia de la seccin en L Inercia de la losa
Is = inercia de la losa Is =
lm = dimensin media de la franja
Ib 0.0036619m4
0.0012122m4
= 3.021
0.30 yc 0.29m
OK
B 0.9
H = 0.45 Im 4.31
CALCULO DE LOS TRAMO 5-C
0.90 b+2(a-h) 0.90 m
0.15 b+8h 1.50 m
2.- DETERMINACION DE ESPESOR DE LOSA POR DEFLEXIONES
Se escoje el pao mas critico : PAO 12
Inercio de la seccion en "T" :
H = 0.45
0.90
f 1.6
b+2(a-h) 0.90 m
1.50 m b+8h OK
B = 3.28
CALCULO DE LOS TRAMO C-5
=
=
4.60
40
SE ESCOJE h = 0.15 m
= 0.12 m
15.76
180= 0.09 m
Se escoje el pao com las lucez libres mas grandes : PAO 12
PAO 12A= 4.60
2100000 kg/cm2
recubrimiento
VIGAS YY
VIGAS XX
1.- PREDIMENSIONAMIENTO:
Es
0.25 0.45
f'c
Ec
fy
217371 kg/cm2
4200 kg/cm2
DIMENSIONAMIENTO DE LOSA MACIZA EN DOS DIRECCIONES 1 al 6 NIVEL
DATOS GENERALES :
2.50 cm
0.25 0.45
210 kg/cm2
0.0036619m4
0.30
lm = dimensin media de la franja
0.0009422m4
= 3.887
0.15
yc
Ib
0.29m
B
Im
0.9
3.35
Inercio de la seccion en "T" :
h Ln
40
h Perimetro
180
B = Bw + H hf Bw + 4 hf
= 3
12
=
B = Bw + H hf Bw + 4 hf
= 3
12
=
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
=
=
=
=
=
=
Ib = inercia de la seccin en L Inercia de la losa
Is = inercia de la losa Is =
=
=
=
=
=
=
Ib = inercia de la seccin en L Inercia de la losa
Is = inercia de la losa Is =
+ + +
donde:
- Ln = Luz libre del pao en la direcc.mas larga
- = Relac. de ln mayor a ln menor
- m = Promedio de los valores en todo el
perimetro del pao. Para losas sin vigas
tomar m=0
- SE ENCUENTRA EN EL CASO :
pero no menor que 125 mm Ln =
=
- h =
pero no menor que 90 mm
ENTONCES h = 0.15 m es CORRECTO
4.628m
m > 2.0
Para m > 2.0, h no debe ser menor que:
para 0.2 < m < 2.0, h no debe ser menor que:
4.600m
1.402
0.104m
6.711
4==
3.021
6.711
3.887 3.021 4.895
0.0007481m4
= 4.895
lm = dimensin media de la franja
PAO 12
3.8
87
4.8
95
Inercio de la seccion en "T" :
0.30 yc 0.29m
Ib 0.0036619m4
OK
B 0.9
H = 0.45 Im 2.66
0.90 b+2(a-h) 0.90 m
0.15 b+8h 1.50 m
0.0005456m4
= 6.711
lm = dimensin media de la franja
CALCULO DE LOS TRAMO 6-C
Inercio de la seccion en "T" :
0.30 yc 0.29m
Ib 0.0036619m4
B 0.9
H = 0.45 Im 1.94
0.15 b+8h 1.50 m OK
CALCULO DE LOS TRAMO D-5
0.90 b+2(a-h) 0.90 m
B = Bw + H hf Bw + 4 hf
= 3
12
=
B = Bw + H hf Bw + 4 hf
= 3
12
=
h =Ln 0.8 +
fy14000
36 + 5 (m 0.2)
h =Ln 0.8 +
fy14000
36 + 9
h =Ln 0.8 +
fy14000
36 + 9
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
= =
=
=
= =
= * = * CV
Wu.cm = =
= * + * CV
Wu =
= = Wu =
357.84inf 0.032 0.053
prom 0.031 0.052
863.8 340.0 2.83 216.98 140.86
163.88inf 0.006 0.010
prom 0.006 0.0112.83
863.8 340.0 4.25 98.57 65.31
0.65
A
sup 0.007 0.012
B
sup 0.030 0.049
Cargas Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso2
B
sup 0.074
1203.8inf 0.077
4.25A
prom 0.076
0.666Coeficientes positivos
prom 0.015
Mto(-) kg-
m
0.7
A
sup 0.017
1203.8 4.25 325.13
2.83 733.18
PAO 2m=A/B
Coeficientes
negativosWu Luz (m)
463.21
217.81 25.81 243.61
0.035
0.062
0.067
0.063
0.011
0.009
0.010
0.005
0.004
0.005
0.034
0.036
B inf 0.014
prom
sup
inf
prom
Cm Cv
Coeficientes positivos
Cum Cuv
A4.25
caso 9
2.70
Luz
(m)
Momentos
Mcm Mcv
inf 863.8
863.8
340.0
340.0
4.25
2.70
73.42 389.79
Momentos
Totales
Cargas
A
B
0.635
1203.8 2.70 733.55
Mto(-) kg-
m
161.16
Luz (m)
1203.8 4.25
Coeficientes
negativosWu
0.083
0.085
0.084
sup
inf
prom
sup
inf
prom
0.008
0.006
0.007
A
B
0.6
sup
m=A/B
0.65
PAO 1
B
Cargas para el diceo:
863.80 kg/m2Wu.cm Wu.cv 340.00 kg/m2 1203.80 kg/m2
DETERMINACION DE LOS MOMENTOS (COEFICIENTES ACI)
Wu.cv
Wu.cv
1.7
340.00 kg/m2
100.00 kg/m2
157.00 kg/m2
617.00 kg/m2 CV 200.00 kg/m2
s/c 200.00 kg/m2
1.4 CM
863.80 kg/m2
1.4 CM 1.7
1203.80 kg/m2
Wu.cm
Wu
Peso propio
Acabados
Tabiqueria
CM
360.00 kg/m2
3.- METRADO DE CARGAS
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
2.83 163.94 99.51
187.762.83
inf 0.012 0.019
prom 0.012 0.019
863.8 340.0 3.3 115.73 72.03
0.85
A
sup 0.014 0.022
B
sup 0.022 0.034
263.45inf 0.024 0.037
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso2
B
sup 0.055
1203.8inf 0.06
3.3A
prom 0.059
0.858Coeficientes positivos
prom 0.024
B inf 0.031
prom 0.032
Mto(-) kg-
m
0.9
A
sup 0.037
1203.8 3.3 418.31
2.83 571.16
PAO 5m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.037
863.8 340.0
2.70 180.33 101.40
171.312.70
inf 0.010 0.017
prom 0.011 0.018
863.8 340.0 3.3 104.33 66.98
0.80
A
sup 0.013 0.02
B
sup 0.028 0.039
281.72inf 0.029 0.042
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso9
B
sup 0.072
1203.8inf 0.075
3.3A
prom 0.074
0.818Coeficientes positivos
prom 0.029
B inf 0.017
prom 0.018
Mto(-) kg-
m
0.85
A
sup 0.021
1203.8 3.3 241.93
2.70 648.60
PAO 4m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.041
863.8 340.0
441.89inf 0.031 0.046
prom 0.030 0.044
863.8 340.0 3.28 280.00 161.89
220.12inf 0.007 0.013
prom 0.008 0.0153.28
863.8 340.0 4.25 129.59 90.53
0.75
A
sup 0.010 0.017
B
sup 0.029 0.042
Cargas Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso9
B
sup 0.075
1203.8inf 0.078
4.25A
prom 0.077
0.772Coeficientes positivos
B inf 0.014
prom 0.015
Mto(-) kg-
m
0.8
A
sup 0.017
1203.8 4.25 332.81
3.28 993.26
PAO 3m=A/B
Coeficientes
negativosWu Luz (m)
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
2.70 184.10 105.27
161.302.70
inf 0.007 0.013
prom 0.010 0.017
863.8 340.0 3.4 96.33 64.97
0.75
A
sup 0.010 0.017
B
sup 0.029 0.042
289.37inf 0.031 0.046
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso9
B
sup 0.075
1203.8inf 0.078
3.4A
prom 0.075
0.794Coeficientes positivos
prom 0.029
B inf 0.014
prom 0.017
Mto(-) kg-
m
0.8
A
sup 0.017
1203.8 3.4 231.66
2.70 661.27
PAO 8m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.042
863.8 340.0
2.83 102.04 83.05
223.212.83
inf 0.022 0.045
prom 0.021 0.043
863.8 340.0 2.6 124.09 99.12
0.90
A
sup 0.020 0.040
B
sup 0.016 0.033
185.08inf 0.014 0.029
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso 2
B
sup 0.041
1203.8inf 0.037
2.6A
prom 0.038
0.919Coeficientes positivos
prom 0.015
B inf 0.055
prom 0.053
Mto(-) kg-
m
0.95
A
sup 0.050
1203.8 2.6 432.33
2.83 371.17
PAO 7m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.030
863.8 340.0
3.28 214.87 110.62
287.043.28
inf 0.017 0.025
prom 0.020 0.028
863.8 340.0 3.3 184.71 102.33
0.95
A
sup 0.020 0.028
B
sup 0.023 0.030
325.49inf 0.024 0.032
prom 0.023 0.030
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
3.28 796.29inf 0.065
3.3A
prom 0.061
0.994Coeficientes positivos Cargas
863.8 340.0
B
caso9
B
sup 0.061
inf 0.029
prom 0.033
1203.8 3.3 426.25
WuPAO 6
m=A/BCoeficientes
negativosLuz (m)
Mto(-) kg-
m
A
sup 0.033
1.00
1203.8
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
2.70 335.25 167.05
182.952.70
inf 0.005 0.007
prom 0.007 0.009
863.8 340.0 4.53 121.26 61.69
0.55
A
sup 0.007 0.009
B
sup 0.053 0.067
502.30inf 0.056 0.072
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso 4
B
sup 0.089
1203.8inf 0.092
4.53A
prom 0.089
0.596Coeficientes positivos
prom 0.053
B inf 0.008
prom 0.011
Mto(-) kg-
m
0.6
A
sup 0.011
1203.8 4.53 265.84
2.70 783.13
PAO 11m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.067
863.8 340.0
3.28 220.30 114.90
280.293.28
inf 0.017 0.025
prom 0.018 0.026
863.8 340.0 3.4 178.56 101.73
0.95
A
sup 0.020 0.028
B
sup 0.023 0.030
335.20inf 0.024 0.032
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso 9
B
sup 0.061
1203.8inf 0.065
3.4A
prom 0.064
0.965Coeficientes positivos
prom 0.024
B inf 0.029
prom 0.030
Mto(-) kg-
m
1.00
A
sup 0.033
1203.8 3.4 419.93
3.28 826.58
PAO 10m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.031
863.8 340.0
2.83 170.92 104.60
188.212.83
inf 0.011 0.017
prom 0.012 0.018
863.8 340.0 3.4 116.30 71.90
0.80
A
sup 0.012 0.019
B
sup 0.024 0.037
275.51inf 0.026 0.041
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso 2
B
sup 0.060
1203.8inf 0.065
3.4A
prom 0.062
0.832Coeficientes positivos
prom 0.025
B inf 0.027
prom 0.030
Mto(-) kg-
m
0.85
A
sup 0.031
1203.8 3.4 411.75
2.83 595.48
PAO 9m=A/B
Coeficientes
negativosWu Luz (m)
Cargas
0.038
863.8 340.0
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
971.32M-
REP.
M+
M-
M+
M-
M-
M+
M-
M-
M-
M+
M-
M-
654.47
218.16
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
111.73
167.43
648.60
571.16
167.4329
502.30
783.13783.13
595.48
275.51
719.54
719.54
335.20
185.08
371.17
96.46
289.37
661.27
692.02
692.02
325.49
108.50
371.17
502.30
218.156
654.47
971.32
93.91
648.60
281.72
571.16
263.45
571.16
796.29
325.49
108.50
371.17
185.08
371.17
96.46
289.37
661.27
826.58
335.20
111.7337
9
10
11
12
4
5
6
7
8
182.949
60.983
325.131
733.18
357.84
733.18
993.26
441.89
147.30
ok
REP.
ok
8
231.659
161.298
231.659
265.844
4
M- 241.928
171.313
241.928
595.48
PAOMomento en
direccion A
1
M- 161.159
M+ 463.212
M- 161.159
M-
M+
M-
M-
M+
M-
595.48
275.51
M-
M-
M+
ok
81.20
243.61
733.55
733.18
357.84
872.80
872.80
441.89
147.30
93.91
281.72
3
REP.
2
M-
M+
M-
81.20
243.61
733.55
Momento en
direccion B
1
263.45
PAO VerfMomt.de
Diseo
M+
COMPENSACION DE LOS MOMENTOS NEGATIVOS
654.47inf 0.050 0.062
prom 0.047 0.059
863.8 340.0 3.28 439.87 214.59
7
9
3
6
10
12
M-
M+
M-
M-
307.493.28
inf 0.009 0.011
prom 0.010 0.013
863.8 340.0 4.8 205.65 101.84
0.65
A
sup 0.011 0.014
B
sup 0.046 0.057
Cargas Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
caso 4
B
sup 0.074
1203.8inf 0.077
4.8A
prom 0.075
0.683Coeficientes positivos
B inf 0.014
prom 0.016
Mto(-) kg-
m
0.7
A
sup 0.017
1203.8 4.8 443.77
3.28 971.32
PAO 12m=A/B
Coeficientes
negativosWu Luz (m)
11
2
5
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
163.884
325.131
418.308
187.764
418.308
432.333
223.214
432.333
411.748
188.205
411.748
332.806
220.121
332.806
426.254
287.041
419.934
419.934
280.293
419.934
443.769
654.468
60.983
325.131
163.884
365.858
365.858
187.764
418.308
432.333
223.214
M-
432.333
411.748
188.205
411.748
332.806
220.121
373.650
373.650
287.041
419.934
419.934
280.293
419.934
443.769
654.468
102.497
(Los momentos se encuentran en unidades de Kg-m)
102.497
REP.
OK
OK
REP.
OK
OK
REP.
OK
Verf.Momt.de
Diseo
161.159
463.212
196.462
196.462
171.313
241.928
231.659
161.298
231.659
265.844
182.949
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
419.93
111.734
DISTRIBUCION DE MOMENTOS
265.84
60.9831
783.13167.433
443.77
971.32
218.156
102.497
231.66
96.46 661.27
411.75
595.48
432.33
432.33
371.17 371.17
231.66 411.75
93.9078
418.31
418.31
571.16
307.4
9
654.47
182.9
5
502.30
161.3
0
289.37
188.2
1
275.51
280.2
9
335.20
595.48 826.58
419.93
22
3.2
1
185.08
17
1.3
1
281.72
18
7.7
6
263.45
28
7.0
4571.16 796.29
147.30
22
0.1
2
441.89
241.93
241.93
648.60
325.49
426.25
426.25
108.50
150.21 150.21
332.81
332.81
993.26
161.16
150.21
733.55
161.16
81.2041
243.61
46
3.2
1 733.18 733.18
325.13
325.13
16
3.8
8
357.84
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
= =
= =
= =
=
= " " @
= =
=
Distribucion
M+
M-
M-
M+
M-
M-
M+
M-
M-
DISEO POR FLEXION EN LA DIRECCION "B"
M-
Moment.
Kg-mPAO
81.20
Datos para Diseo :
f'c 210 kg/cm2
fy 4200 kg/cm2
rec 2.50 cm
b 100.00 cm
3/8
h 15.00 cm
db 12.02 cm
Area de acero Minimo
Asmin
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
M-
M-
M+
243.61
733.55
733.18
357.84
872.80
872.80
441.89
147.30
93.91
M+
M-
M-
M-
M+
M-
281.72
648.60
571.16
263.45
692.02
692.02
325.49
108.50
371.17
185.08
371.17
96.46
289.37
661.27
595.48
275.51
719.54
719.54
335.20
111.73
167.43
502.30
783.13
971.32
654.47
M-
M+
M-
218.16
1
2
3
4
5
6
7
8
9
10
11
12
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02M-
M-
M+
0.0018*b*d
Asmin 2.16 cm2
S 0.33
ASUMIENDO 3/8 0.3
Asmin 2.38 cm2
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
12.02
d (cm)
a (cm)
As
(cm2)
As
requerida
0.04
0.13
0.18
0.54
2.38
2.38
0.39
12.02
12.02
12.02
12.02
12.02
12.02
0.39
0.19
0.46
0.46
0.23
0.08
0.05
0.15
0.34
0.30
0.14
0.36
0.36
0.17
0.06
0.19
0.10
0.19
0.05
0.15
0.35
0.31
0.14
0.38
0.38
0.17
0.06
0.09
0.26
0.41
0.51
0.34
0.11
1.64
1.64
0.79
1.96
1.96
0.98
0.33
0.21
0.62
1.45
1.27
0.58
1.55
1.55
0.72
0.24
0.82
0.41
0.82
0.21
0.64
1.48
1.33
0.61
1.61
2.38
2.38
2.38
2.38
2.38
2.38
2.38
1.61
0.74
0.25
0.37
1.12
1.75
2.18
1.46
0.48
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
2.38
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
DIRECCION B
db
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
3/8" @ 0.30
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO II
= =
= =
= =
=
= " " @
= =
=
DISEO POR FLEXION EN LA DIRECCION "A"
Datos para Diseo : Area de acero Minimo
f'c 210 kg/cm2 Asmin 0.0018*b*d db
fy 4200 kg/cm2 Asmin 1.99 cm2
rec 2.50 cm S 0.36
b 100.00 cm
3/8 ASUMIENDO 3/8 0.3
h 15.00 cm Asmin 2.38 cm2
db 11.07 cm
DIRECCION A
PAOMoment.
Kg-md
(cm)
a (cm)
As
(cm2)
As
requeridaDistribucion
1
M- 161.16 11.07 0.09 0.39 2.38 3/8" @ 0.30
M+ 463.21 12.02 0.24 1.03 2.38 3/8" @ 0.30
M- 196.46 12.02 0.10 0.43 2.38 3/8" @ 0.30
4
M- 196.46 12.02 0.10 0.43 2.38 3/8" @ 0.30
M+ 171.31 12.02 0.09 0.38 2.38 3/8" @ 0.30
M- 241.93 12.02 0.13 0.54 2.38 3/8" @ 0.30
8
M- 231.66 12.02 0.12 0.51 2.38 3/8" @ 0.30
M+ 161.30 12.02 0.08 0.36 2.38 3/8" @ 0.30
M- 231.66 12.02 0.12 0.51 2.38 3/8" @ 0.30
11
M- 265.84 12.02 0.14 0.59 2.38 3/8" @ 0.30
M+ 182.95 12.02 0.10 0.40 2.38 3/8" @ 0.30
M- 60.98 12.02 0.03 0.13 2.38 3/8" @ 0.30
2
M- 325.13 12.02 0.17 0.72 2.38 3/8" @ 0.30
M+ 163.88 12.02 0.09 0.36 2.38 3/8" @ 0.30
M- 365.86 12.02 0.19 0.81 2.38 3/8" @ 0.30
5
M- 365.86 12.02 0.19 0.81 2.38 3/8" @ 0.30
M+ 187.76 12.02 0.10 0.41 2.38 3/8" @ 0.30
M- 418.31 12.02 0.22 0.93 2.38 3/8" @ 0.30
7
M- 432.33 12.02 0.23 0.96 2.38 3/8" @ 0.30
M+ 223.21 12.02 0.12 0.49 2.38 3/8" @ 0.30
M- 432.33 12.02 0.23 0.96 2.38 3/8" @ 0.30
9
M- 411.75 12.02 0.22 0.91 2.38 3/8" @ 0.30
M+ 188.21 12.02 0.10 0.42 2.38 3/8" @ 0.30
M- 411.75 12.02 0.22 0.91 2.38 3/8" @ 0.30
3
M- 332.81 12.02 0.17 0.74 2.38 3/8" @ 0.30
M+ 220.12 12.02 0.11 0.49 2.38 3/8" @ 0.30
M- 373.65 12.02 0.20 0.83 2.38 3/8" @ 0.30
6
M- 373.65 12.02 0.20 0.83 2.38 3/8" @ 0.30
M+ 287.04 12.02 0.15 0.64 2.38 3/8" @ 0.30
M- 419.93 12.02 0.22 0.93 2.38 3/8" @ 0.30
10
M- 419.93 12.02 0.22 0.93 2.38 3/8" @ 0.30
M+ 280.29 12.02 0.15 0.62 2.38 3/8" @ 0.30
M- 419.93 12.02 0.22 0.93 2.38 3/8" @ 0.30
12
M- 443.77 12.02 0.23 0.99 2.38 3/8" @ 0.30
M+ 654.47 12.02 0.34 1.46 2.38 3/8" @ 0.30
M- 102.50 12.02 0.05 0.23 2.38 3/8" @ 0.30
Sandoval Paredes Alexander Ingenieria Civil
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