Losa Maciza Aci 7
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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