Losa Maciza Aci 7
10
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II = = = = x = = x = = = = = = = = Ib = inercia de la sección en L T Inercia de la losa Is = inercia de la losa Is = = = = = = = Ib = inercia de la sección en L Inercia de la losa Is = inercia de la losa Is = Es 2100000 kg/cm2 1.- PREDIMENSIONAMIENTO: Se escoje el paño com las lucez libres mas grandes : PAÑO 12 Ec 217371 kg/cm2 VIGAS YY 0.25 0.45 fy 4200 kg/cm2 VIGAS XX 0.25 0.45 DIMENSIONAMIENTO DE LOSA MACIZA EN DOS DIRECCIONES DATOS GENERALES : f'c 210 kg/cm2 recubrimiento 2.50 cm = 0.09 m 180 SE ESCOJE h = 0.15 m B = 3.28 = 4.60 = 0.12 m 40 A= 4.60 PAÑO 12 = 15.76 H = 0.45 Im 3.35 f 1.6 0.15 b+8h 1.50 m OK¡ B 0.9 2.- DETERMINACION DE ESPESOR DE LOSA POR DEFLEXIONES Se escoje el paño mas critico : PAÑO 12 CALCULO DE LOS α TRAMO C-5 0.90 b+2(a-h) 0.90 m OK¡ B 0.9 0.0009422m4 = 3.887 lm = dimensión media de la franja CALCULO DE LOS α TRAMO 5-C 0.90 b+2(a-h) 0.90 m Inercio de la seccion en "T" : 0.30 yc 0.29m Ib 0.0036619m4 Ib 0.0036619m4 0.0012122m4 = 3.021 lm = dimensión media de la franja H = 0.45 Im 4.31 Inercio de la seccion en "T" : 0.30 yc 0.29m 0.15 b+8h 1.50 m h≥ Ln 40 h≥ Perimetro 180 B = Bw + H − hf ≤ Bw + 4 ∗ hf = ∗ ℎ 3 12 α= B = Bw + H − hf ≤ Bw + 4 ∗ hf = ∗ ℎ 3 12 α= Sandoval Paredes Alexander Ingenieria Civil
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Losa Maciza Aci 7
Transcript of Losa Maciza Aci 7
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
= =
= = x
= = x
=
=
=
=
=
=
=
=
Ib = inercia de la sección en LT Inercia de la losa
Is = inercia de la losa Is =
=
=
=
=
=
=
Ib = inercia de la sección en L Inercia de la losa
Is = inercia de la losa Is =
Es 2100000 kg/cm2
1.- PREDIMENSIONAMIENTO:
Se escoje el paño com las lucez libres mas grandes : PAÑO 12
Ec 217371 kg/cm2 VIGAS YY 0.25 0.45
fy 4200 kg/cm2 VIGAS XX 0.25 0.45
DIMENSIONAMIENTO DE LOSA MACIZA EN DOS DIRECCIONES
DATOS GENERALES :
f'c 210 kg/cm2 recubrimiento 2.50 cm
= 0.09 m180
SE ESCOJE h = 0.15 m
B = 3.28
=4.60
= 0.12 m40
A= 4.60 PAÑO 12=
15.76
H = 0.45 Im 3.35
f 1.6
0.15 b+8h 1.50 m OK¡
B 0.9
2.- DETERMINACION DE ESPESOR DE LOSA POR DEFLEXIONES
Se escoje el paño mas critico : PAÑO 12
CALCULO DE LOS α TRAMO C-5
0.90 b+2(a-h) 0.90 m
OK¡
B 0.9
0.0009422m4
= 3.887
lm = dimensión media de la franja
CALCULO DE LOS α TRAMO 5-C
0.90 b+2(a-h) 0.90 m
Inercio de la seccion en "T" :
0.30 yc 0.29m
Ib 0.0036619m4
Ib 0.0036619m4
0.0012122m4
= 3.021
lm = dimensión media de la franja
H = 0.45 Im 4.31
Inercio de la seccion en "T" :
0.30 yc 0.29m
0.15 b+8h 1.50 m
h ≥Ln
40
h ≥Perimetro
180
B = Bw + H − hf ≤ Bw + 4 ∗ hf
𝐼𝑠 =𝑙𝑚 ∗ ℎ𝑓3
12
α =𝐼𝑏
𝐼𝑠
B = Bw + H − hf ≤ Bw + 4 ∗ hf
𝐼𝑠 =𝑙𝑚 ∗ ℎ𝑓3
12
α =𝐼𝑏
𝐼𝑠
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
=
=
=
=
=
=
Ib = inercia de la sección en L Inercia de la losa
Is = inercia de la losa Is =
=
=
=
=
=
=
Ib = inercia de la sección en L Inercia de la losa
Is = inercia de la losa Is =
+ + +
donde:
- Ln = Luz libre del paño en la direcc.mas larga
- β = Relac. de ln mayor a ln menor
- αm = Promedio de los valores α en todo el
perimetro del paño. Para losas sin vigas
tomar αm=0
- SE ENCUENTRA EN EL CASO :
pero no menor que 125 mm Ln =
β =
- h =
pero no menor que 90 mm
Inercio de la seccion en "T" :
0.30 yc 0.29m
Ib 0.0036619m4
OK¡
B 0.9
H = 0.45 Im 1.94
CALCULO DE LOS α TRAMO D-5
0.90 b+2(a-h) 0.90 m
0.15 b+8h 1.50 m
H = 0.45 Im 2.66
Inercio de la seccion en "T" :
0.30 yc 0.29m
0.15 b+8h 1.50 m OK¡
B 0.9
0.0005456m4
= 6.711
lm = dimensión media de la franja
CALCULO DE LOS α TRAMO 6-C
0.90 b+2(a-h) 0.90 m
6.711= 4.628
4
3.8
87
4.8
95
PAÑO 12
6.711
αm =3.887 3.021 4.895
Ib 0.0036619m4
0.0007481m4
= 4.895
lm = dimensión media de la franja
ENTONCES h = 0.15 m es CORRECTO
3.021
para 0.2 < αm < 2.0, h no debe ser menor que: αm > 2.0
4.600m
1.402
Para αm > 2.0, h no debe ser menor que: 0.104m
B = Bw + H − hf ≤ Bw + 4 ∗ hf
𝐼𝑠 =𝑙𝑚 ∗ ℎ𝑓3
12
α =𝐼𝑏
𝐼𝑠
B = Bw + H − hf ≤ Bw + 4 ∗ hf
𝐼𝑠 =𝑙𝑚 ∗ ℎ𝑓3
12
α =𝐼𝑏
𝐼𝑠
h =Ln ∗ 0.8 +
fy14000
36 + 5 ∗ β ∗ (αm − 0.2)
h =Ln ∗ 0.8 +
fy14000
36 + 9 ∗ β
h =Ln ∗ 0.8 +
fy14000
36 + 9 ∗ β
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
= =
=
=
= =
= * = * CV
Wu.cm = =
= * + * CV
Wu =
= = Wu =
Acabados 100.00 kg/m2
Tabiqueria 0.00 kg/m2
CM 460.00 kg/m2
3.- METRADO DE CARGAS
Peso propio 360.00 kg/m2 s/c 100.00 kg/m2
814.00 kg/m2
DETERMINACION DE LOS MOMENTOS (COEFICIENTES ACI)
Cargas para el diceño:
Wu.cm 644.00 kg/m2 Wu.cv 170.00 kg/m2 814.00 kg/m2
644.00 kg/m2 Wu.cv 170.00 kg/m2
Wu 1.4 CM 1.7
CV 100.00 kg/m2
Wu.cm 1.4 CM Wu.cv 1.7
108.97B inf 0.006
prom 0.0070.65
A
sup 0.008
814.0 4.25
PAÑO 1m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
496.02inf 0.085
4.25A
prom 0.084
0.635Coeficientes positivos Cargas
caso 9
B
sup 0.083
814.0 2.70
2.70inf 0.004 0.067
prom0.6
A
sup 0.005 0.062
644.0
0.005 0.063
B
sup
Luz
(m)
Momentos
12.90 175.29inf 0.036 0.009
prom 0.035 0.010
0.034 0.011
644.0 170.0 2.70 162.38
170.0 4.25 54.74 194.89 249.63
219.85B inf 0.014
prom 0.0150.7
A
sup 0.017
814.0 4.25
PAÑO 2m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
495.77inf 0.077
4.25A
prom 0.076
0.666Coeficientes positivos Cargas
caso2
B
sup 0.074
814.0 2.83
2.83
inf 0.006 0.010
prom0.65
A
sup 0.007 0.012
644.0
0.006 0.011
B
sup
Luz
(m)
Momentos
70.43 232.20inf 0.032 0.053
prom 0.031 0.052
0.030 0.049
644.0 170.0 2.83 161.77
170.0 4.25 73.49 32.66 106.15
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
225.04B inf 0.014
prom 0.0150.8
A
sup 0.017
814.0 4.25
PAÑO 3m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
671.64inf 0.078
4.25A
prom 0.077
0.772Coeficientes positivos Cargas
caso9
B
sup 0.075
814.0 3.28
3.28inf 0.007 0.013
prom0.75
A
sup 0.010 0.017
644.0
0.008 0.015
B
sup
Luz
(m)
Momentos
80.95 289.70inf 0.031 0.046
prom 0.030 0.044
0.029 0.042
644.0 170.0 3.28 208.75
170.0 4.25 96.62 45.26 141.88
163.59B inf 0.017
prom 0.0180.85
A
sup 0.021
814.0 3.3
PAÑO 4m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
438.58inf 0.075
3.3A
prom 0.074
0.818Coeficientes positivos Cargas
caso9
B
sup 0.072
814.0 2.70
2.70inf 0.010 0.017
prom0.80
A
sup 0.013 0.02
644.0
0.011 0.018
B
sup
Luz
(m)
Momentos
50.70 185.14inf 0.029 0.042
prom 0.029 0.041
0.028 0.039
644.0 170.0 2.70 134.44
170.0 3.3 77.78 33.49 111.27
282.86B inf 0.031
prom 0.0320.9
A
sup 0.037
814.0 3.3
PAÑO 5m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
386.22inf 0.06
3.3A
prom 0.059
0.858Coeficientes positivos Cargas
caso2
B
sup 0.055
814.0 2.83
2.83inf 0.012 0.019
prom0.85
A
sup 0.014 0.022
644.0
0.012 0.019
B
sup
Luz
(m)
Momentos
49.76 171.98inf 0.024 0.037
prom 0.024 0.037
0.022 0.034
644.0 170.0 2.83 122.22
170.0 3.3 86.28 36.02 122.30
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
288.23B inf 0.029
prom 0.0331.00
A
sup 0.033
814.0 3.3
PAÑO 6m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
538.44inf 0.065
3.3A
prom 0.061
0.994Coeficientes positivos Cargas
caso9
B
sup 0.061
814.0 3.28
3.28inf 0.017 0.025
prom0.95
A
sup 0.020 0.028
644.0
0.020 0.028
B
sup
Luz
(m)
Momentos
55.31 215.50inf 0.024 0.032
prom 0.023 0.030
0.023 0.030
644.0 170.0 3.28 160.19
170.0 3.3 137.71 51.16 188.88
292.34B inf 0.055
prom 0.0530.95
A
sup 0.050
814.0 2.6
PAÑO 7m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
250.98inf 0.037
2.6A
prom 0.038
0.919Coeficientes positivos Cargas
caso 2
B
sup 0.041
814.0 2.83
2.83inf 0.022 0.045
prom0.90
A
sup 0.020 0.040
644.0
0.021 0.043
B
sup
Luz
(m)
Momentos
41.52 117.60inf 0.014 0.029
prom 0.015 0.030
0.016 0.033
644.0 170.0 2.83 76.07
170.0 2.6 92.51 49.56 142.08
156.65B inf 0.014
prom 0.0170.8
A
sup 0.017
814.0 3.4
PAÑO 8m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
447.15inf 0.078
3.4A
prom 0.075
0.794Coeficientes positivos Cargas
caso9
B
sup 0.075
814.0 2.70
2.70inf 0.007 0.013
prom0.75
A
sup 0.010 0.017
644.0
0.010 0.017
B
sup
Luz
(m)
Momentos
52.63 189.89inf 0.031 0.046
prom 0.029 0.042
0.029 0.042
644.0 170.0 2.70 137.25
170.0 3.4 71.82 32.48 104.30
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
278.42B inf 0.027
prom 0.0300.85
A
sup 0.031
814.0 3.4
PAÑO 9m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
402.66inf 0.065
3.4A
prom 0.062
0.832Coeficientes positivos Cargas
caso 2
B
sup 0.060
814.0 2.83
2.83inf 0.011 0.017
prom0.80
A
sup 0.012 0.019
644.0
0.012 0.018
B
sup
Luz
(m)
Momentos
52.30 179.72inf 0.026 0.041
prom 0.025 0.038
0.024 0.037
644.0 170.0 2.83 127.43
170.0 3.4 86.71 35.95 122.66
283.96B inf 0.029
prom 0.0301.00
A
sup 0.033
814.0 3.4
PAÑO 10m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
558.92inf 0.065
3.4A
prom 0.064
0.965Coeficientes positivos Cargas
caso 9
B
sup 0.061
814.0 3.28
3.28inf 0.017 0.025
prom0.95
A
sup 0.020 0.028
644.0
0.018 0.026
B
sup
Luz
(m)
Momentos
57.45 221.69inf 0.024 0.032
prom 0.024 0.031
0.023 0.030
644.0 170.0 3.28 164.24
170.0 3.4 133.13 50.86 183.99
179.76B inf 0.008
prom 0.0110.6
A
sup 0.011
814.0 4.53
PAÑO 11m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
529.55inf 0.092
4.53A
prom 0.089
0.596Coeficientes positivos Cargas
caso 4
B
sup 0.089
814.0 2.70
2.70inf 0.005 0.007
prom0.55
A
sup 0.007 0.009
644.0
0.007 0.009
B
sup
Luz
(m)
Momentos
83.53 333.47inf 0.056 0.072
prom 0.053 0.067
0.053 0.067
644.0 170.0 2.70 249.94
170.0 4.53 90.41 30.84 121.25
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
300.07B inf 0.014
prom 0.0160.7
A
sup 0.017
814.0 4.8
PAÑO 12m=A/B
Coeficientes
negativosWu Luz (m)
Mto(-) kg-
m
Luz
(m)
Momentos Momentos
TotalesCm Cv Cum Cuv Mcm Mcv
656.80inf 0.077
4.8A
prom 0.075
0.683Coeficientes positivos Cargas
caso 4
B
sup 0.074
814.0 3.28
170.0 4.8 153.32 50.92 204.243.28
inf 0.009 0.011
prom0.65
A
sup 0.011 0.014
644.0
0.010 0.013
B
sup
COMPENSACION DE LOS MOMENTOS NEGATIVOS
(Los momentos se encuentran en unidades de Kg-m)
PAÑOMomento en
direccion BVerf
Momt.de
DiseñoPAÑO
Momento en
direccion AVerf.
Momt.de
Diseño
107.30 435.24inf 0.050 0.062
prom 0.047 0.059
0.046 0.057
644.0 170.0 3.28 327.94
2
M- 495.77 495.77
4
M-
108.974 108.974
M+ 175.29 175.29 M+ 249.634 249.6341
M- 58.43 58.43
1
M-
M- 496.02ok¡
496.02
OK¡163.590
3
M-
M- 495.77REP.
590.18 M- 163.590
163.590 132.846
M+ 232.20 232.20 M+ 111.274 111.274
156.646
M- 108.974REP.
132.846
M- 96.57 96.57 M- 156.646OK¡
M+ 289.70 289.70 M+ 104.302 104.302
40.417 40.417
671.64 590.18
8
M- 156.646 156.646
6
M- 538.44 467.94
5
M- 282.857 247.390
M- 386.22REP.
467.94
4
M- 61.71 61.71
11
M- 179.762 179.762
M+
386.22 386.22
2
M- 219.851 219.851
185.14 185.14 M+ 121.250 121.250
M- 438.58ok¡
438.58 M-
REP.247.390M- 219.851
M+ 171.98 171.98 M+ 106.145 106.145
282.857
7
M- 250.98 250.98
7
M- 292.340 292.340
M+
M- 71.83 71.83 M- 282.857OK¡
M+ 215.50 215.50 M+ 122.299 122.299
5
M-
M+ 189.89 189.89 M+ 122.660 122.660
OK¡292.340
8
M- 63.30 63.30
9
M- 278.421 278.421
117.60 117.60 M+ 142.076 142.076
M- 250.98 250.98 M- 292.340
179.72 179.72 M+ 141.881 141.881
M- 402.66REP.
486.55 M-
278.421
9
M- 402.66 402.66
3
M- 225.040 225.040
M+
M- 447.15ok¡
447.15 M- 278.421
M- 73.89797 73.90 M- 283.956 283.956
252.659
M+ 221.69 221.69 M+ 188.876 188.876
225.040REP.
252.659
10
M- 558.92 486.55
6
M- 288.229
283.956 283.956
M+ 333.47 333.47 M+ 183.992 183.99211
M- 111.1557 111.16
10
M-
M- 529.55 529.55 M-
300.073
M+ 435.24 435.24 M+ 435.242 435.242
283.956OK¡
283.956
12
M- 656.80 656.80
12
M- 300.073
M- 145.0806 145.08 M- 68.081 68.081
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
435.24
179.76 300.07
156.65 278.42 283.96
DISTRIBUCION DE MOMENTOS
40.41675 68.0806
121.2
5
204.2
4
145.081
111.156 529.55 656.80
333.47
292.34
14
2.0
8250.98 250.98
117.60
292.34
73.898
189.89 179.72 221.69
156.65 278.42 283.96
104.3
0
122.6
6
183.9
963.30 447.15 402.66 402.66 558.92
185.14 171.98 215.50
163.59 282.86 288.23
61.7132 438.58 386.22 386.22 538.44 71.83
163.59 282.86 288.23
11
1.2
7
12
2.3
0
18
8.8
8
175.29 232.20 289.70
108.97 219.85 225.04
58.4289 496.02 495.77 495.77 671.64 96.57
108.97 219.85 225.04
24
9.6
3
10
6.1
5
14
1.8
8
150.21 150.21 150.21
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
= =
= =
= =
=
= " Ø " @
= =
=
rec 2.50 cm S 0.33
b 100.00 cm
f'c 210 kg/cm2 Asmin 0.0018*b*d db
fy 4200 kg/cm2 Asmin 2.16 cm2
DISEÑO POR FLEXION EN LA DIRECCION "B"
Datos para Diseño : Area de acero Minimo
db 12.02 cm
DIRECCION B
PAÑOMoment.
Kg-md
(cm)
a (cm)
As
(cm2)
As
requeridaDistribucion
Ø 3/8 ASUMIENDO 3/8 0.30
h 15.00 cm Asmin 2.38 cm2
2.38 Ø 3/8" @ 0.30
M+ 175.29 12.02 0.09 0.39 2.38 Ø 3/8" @ 0.30
1
M- 58.43 12.02 0.03 0.13
M- 496.02 12.02 0.26
Ø 3/8" @ 0.30
M+ 232.20 12.02 0.12 0.51 2.38 Ø 3/8" @ 0.30
1.10 2.38 Ø 3/8" @ 0.30
2
M- 495.77 12.02 0.26 1.10 2.38
289.70 12.02 0.15 0.64 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
3
M- 590.18 12.02 0.31 1.32 2.38 Ø 3/8" @ 0.30
M+
M- 590.18 12.02 0.31 1.32 2.38
185.14 12.02 0.10 0.41 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
4
M- 61.71 12.02 0.03 0.14 2.38 Ø 3/8" @ 0.30
M+
M- 96.57 12.02 0.05 0.21 2.38
171.98 12.02 0.09 0.38 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
5
M- 386.22 12.02 0.20 0.86 2.38 Ø 3/8" @ 0.30
M+
M- 438.58 12.02 0.23 0.97 2.38
215.50 12.02 0.11 0.48 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
6
M- 467.94 12.02 0.24 1.04 2.38 Ø 3/8" @ 0.30
M+
M- 467.94 12.02 0.24 1.04 2.38
117.60 12.02 0.06 0.26 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
7
M- 250.98 12.02 0.13 0.56 2.38 Ø 3/8" @ 0.30
M+
M- 71.83 12.02 0.04 0.16 2.38
189.89 12.02 0.10 0.42 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
8
M- 63.30 12.02 0.03 0.14 2.38 Ø 3/8" @ 0.30
M+
M- 250.98 12.02 0.13 0.56 2.38
179.72 12.02 0.09 0.40 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
9
M- 402.66 12.02 0.21 0.89 2.38 Ø 3/8" @ 0.30
M+
M- 447.15 12.02 0.23 0.99 2.38
221.69 12.02 0.12 0.49 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
10
M- 486.55 12.02 0.25 1.08 2.38 Ø 3/8" @ 0.30
M+
M- 486.55 12.02 0.25 1.08 2.38
333.47 12.02 0.17 0.74 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
11
M- 111.16 12.02 0.06 0.25 2.38 Ø 3/8" @ 0.30
M+
M- 73.90 12.02 0.04 0.16 2.38
435.24 12.02 0.23 0.97 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
12
M- 656.80 12.02 0.34 1.47 2.38 Ø 3/8" @ 0.30
M+
M- 529.55 12.02 0.28 1.18 2.38
Ø 3/8" @ 0.30M- 145.08 12.02 0.08 0.32 2.38
Sandoval Paredes Alexander Ingenieria Civil
LOSA MACIZA EN DOS DIRECCIONES CONCRETO ARMADO II
= =
= =
= =
=
= " Ø " @
= =
=
da
fy 4200 kg/cm2 Asmin 1.99 cm2
rec 2.50 cm S 0.36
DISEÑO POR FLEXION EN LA DIRECCION "A"
Datos para Diseño : Area de acero Minimo
f'c 210 kg/cm2 Asmin 0.0018*b*d
DIRECCION A
PAÑOMoment.
Kg-md
(cm)
a (cm)
As
(cm2)
As
requeridaDistribucion
0.30
h 15.00 cm Asmin 2.38 cm2
da 11.07 cm
b 100.00 cm
Ø 3/8 ASUMIENDO 3/8
2.38 Ø 3/8" @ 0.30
M+ 249.63 12.02 0.13 0.55 2.38 Ø 3/8" @ 0.301
M- 108.97 11.07 0.06 0.26
M- 132.85 12.02 0.07
Ø 3/8" @ 0.30
M+ 111.27 12.02 0.06 0.25 2.38 Ø 3/8" @ 0.30
0.29 2.38 Ø 3/8" @ 0.30
4
M- 132.85 12.02 0.07 0.29 2.38
104.30 12.02 0.05 0.23 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
8
M- 156.65 12.02 0.08 0.35 2.38 Ø 3/8" @ 0.30
M+
M- 163.59 12.02 0.08 0.36 2.38
121.25 12.02 0.06 0.27 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
11
M- 179.76 12.02 0.09 0.40 2.38 Ø 3/8" @ 0.30
M+
M- 156.65 12.02 0.08 0.35 2.38
106.15 12.02 0.06 0.23 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
2
M- 219.85 12.02 0.11 0.49 2.38 Ø 3/8" @ 0.30
M+
M- 40.42 12.02 0.02 0.09 2.38
122.30 12.02 0.06 0.27 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
5
M- 247.39 12.02 0.13 0.55 2.38 Ø 3/8" @ 0.30
M+
M- 247.39 12.02 0.13 0.55 2.38
142.08 12.02 0.07 0.31 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
7
M- 292.34 12.02 0.15 0.65 2.38 Ø 3/8" @ 0.30
M+
M- 282.86 12.02 0.15 0.63 2.38
122.66 12.02 0.06 0.27 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
9
M- 278.42 12.02 0.15 0.62 2.38 Ø 3/8" @ 0.30
M+
M- 292.34 12.02 0.15 0.65 2.38
141.88 12.02 0.07 0.31 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
3
M- 225.04 12.02 0.12 0.50 2.38 Ø 3/8" @ 0.30
M+
M- 278.42 12.02 0.15 0.62 2.38
188.88 12.02 0.10 0.42 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
6
M- 252.66 12.02 0.13 0.56 2.38 Ø 3/8" @ 0.30
M+
M- 252.66 12.02 0.13 0.56 2.38
183.99 12.02 0.10 0.41 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
10
M- 283.96 12.02 0.15 0.63 2.38 Ø 3/8" @ 0.30
M+
M- 283.96 12.02 0.15 0.63 2.38
Ø 3/8" @ 0.30M- 68.08 12.02 0.04 0.15 2.38
435.24 12.02 0.23 0.97 2.38 Ø 3/8" @ 0.30
Ø 3/8" @ 0.30
12
M- 300.07 12.02 0.16 0.66 2.38 Ø 3/8" @ 0.30
M+
M- 283.96 12.02 0.15 0.63 2.38
Sandoval Paredes Alexander Ingenieria Civil
