Aligerado - Lecca
15
DISEÑO DE LOSA ALIGERADA A) DATOS DE ORIGEN : Concreto F'c = = 2400 Sobrecarga S/C = 500 Limite a la Tracciòn "Fy" = 4200 Luz màxima (L) = 6.00 m B) METRADO DE CARGAS : Carga Muerta : Peso Propio = 300 Piso terminado = 100 400 Carga Viva : Wcm = 1.40 400 = 560 Wcv = 1.70 500 = 850 Wu = = 1410 Carga últimas por vigueta : Wcm = 560 0.40 = 224 Wcv = 850 0.40 = 340 Wu por vigueta = 564 C) DISEÑO : 0.40 1/2 " r = 0.02 m d d = h - r - ø/2 d = 0.1737 m 0.10 D ) SECCIÓN DE MOMENTO POSITVO Mu = 1471.70 Kg-m F'c = 210 Kg/cm2 Fy = 4200 Kg/cm2 ρb = 0.0216 b = 40.00 cm d = 17.00 cm b d= 680.00 Kg/cm 2 Peso especifico del Concreto ɣc Kg/m 3 Kg/m 2 Kg/cm 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 Kg/m 2 asumimos ø" = × × × ×
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Transcript of Aligerado - Lecca
DISEÑO DE LOSA ALIGERADA
A) DATOS DE ORIGEN :
Concreto F'c == 2400
Sobrecarga S/C = 500Limite a la Tracciòn "Fy" = 4200Luz màxima (L) = 6.00 m
B) METRADO DE CARGAS :
Carga Muerta :
Peso Propio = 300Piso terminado = 100
400Carga Viva :
Wcm = 1.40 400 = 560Wcv = 1.70 500 = 850
Wu = = 1410Carga últimas por vigueta :
Wcm = 560 0.40 = 224Wcv = 850 0.40 = 340
Wu por vigueta = 564
C) DISEÑO :
0.40 1/2 "
r = 0.02 md
d = h - r - ø/2d = 0.1737 m
0.10D ) SECCIÓN DE MOMENTO POSITVO
Mu = 1471.70 Kg-mF'c = 210 Kg/cm2
Fy = 4200 Kg/cm2
ρb = 0.0216b = 40.00 cmd = 17.00 cm
b d= 680.00
Kg/cm2
Peso especifico del Concreto ɣc Kg/m3
Kg/m2
Kg/cm2
Kg/m2
Kg/m2
Kg/m2
Kg/m2
Kg/m2
Kg/m2
Kg/m2
Kg/m2
Kg/m2
asumimos ø" =
××
×××
11560Ku = 12.73 Usar Ku
p= Err:514
D.1 ) Calculando el "As"
As= 2.45 cm2
D.2 ) Calculando el "Asmin" y "As max"
p min= 0.0024As min= 1.63 cm2
As min < As OK1.63 < 2.45
p max= 0.0090As max= 6.12 cm2
As < As max
2.45 < 6.12 Se Diseña como Simple Refuerzo
Verificación del Bloque comprimido
Area de Acero a Usar As= 2.45 cm2
a= 1.44 cm La Vigueta trabaja como una Viga Rectangular
D.3 ) Acero Positivo - Viguetas
Acero Positivo - Viguetas
Luz d (cm) a (cm)
17 1.44 2.45 1 ¢ 1/2" + 1 ¢ 3/8"
VERIFICACION POR CORTANTE
Luz W Vud vu Vu< Vuc5.80 564 2.71 4161 14.40 7.68 Ok
D.4 ) Diseño de la Luz màxima con acero mìnimo
As mim.= 1.63
bd2
As (cm2)
cm2
� =_� �∗�∗�
�= )/(0.85∗(�_�∗�_� 〖�^′ 〗 )_�∗�
∫u= 0.00240p max= 0.0090 ∫u < ∫ b Simplemente reforzada
Luz d a Mmax5.80 17 1.44 1003
Momento Ultimo= 1003 Kg/m
D.5 ) Peso por metro de Vigueta
Wu= 564 Kg/mLuz Maxima de Vigueta= 3.77 m
E ) SECCIÓN DE MOMENTO NEGATIVO
Mu = 1007.00 Kg-mb = 10.00 cmd = 17.00 cm
b d= 170.00
2890Ku = 34.84 Usar Ku
p= Err:514
E.1 ) Calculando el "As"
As= 2.18 cm2
E.2 ) Calculando el "Asmin" y "As max"
p min= 0.0024As min= 0.41 cm2
As min < As OK0.41 < 2.18
p max= 0.0090As max= 1.53 cm2
As < As max
2.18 < 1.53 Se Diseña como Doble Refuerzo
Verificación del Bloque comprimido
Area de Acero a Usar As= 2.18 cm2
bd2
� =_� �∗�∗�
a= 5.13 cm La vigueta Trabaja como viga T
E.3 ) Acero Positivo - Viguetas
Acero Positivo - Viguetas
Luz d (cm) a (cm)
17 5.13 2.18 1 ¢ 1/2" + 1 ¢ 3/8"
VERIFICACION POR CORTANTE
Luz W Vud vu Vu< Vuc5.80 564 2.71 4161 14.40 7.68 Ok
E.4 ) Diseño de la Luz màxima con acero mìnimo
As mim.= 0.41∫u= 0.00241
p max= 0.0090 ∫u < ∫ b Simplemente reforzada
Luz d a Mmax5.80 17 5.13 224
Momento Ultimo= 224 Kg/m
E.5 ) Peso por metro de Vigueta
Wu= 564 Kg/mLuz Maxima de Vigueta= 1.78 m
F ) DISEÑO CORTANTES
0.85
V admisible = 7.18 kg V resistente = 1247.37
Ancho de Viga = 0.30 m Vd = 917.43
As (cm2)
cm2
φ =
�= )/(0.85∗(�_�∗�_� 〖�^′ 〗 )_�∗�
� =1.10∗_��������� ∅∗0.53∗√( ′〗〖� )_� �_����������=�_��������∗�_�∗�
�
Vact = 1100.00 Kg
Vresist > Vd Cumple
G ) CALCULO DEL REFUERZO POR TEMPERATURA
As minimo = 0.0018 * b * t b = 100.00 cm.
t = 5.00 cm.
As minimo = 0.90 cm² / m.
Para Ø 1 / 4 " As (1/4") = 0.32
Por lo tanto : S = As S = Separacion
Asmin As = Area de acero
S = 0.36 m.
"Según el A.C.I. en ningun caso Ast sera mayor a 5 veces el espesor de la losa, de separacion"
Ast = 5 x 5 = 25 cm
USAR : Ø 1 / 4" @ 25 cm
���
0.05
0.20
F'c Fy 2 280 4200
210 4200175 4200
F'c = 280 F'c =Fy = 4200 Fy =ρb = 0.0289 ρb =ρ Ku ρ
0.0216 66.9402 0.01620.0214 65.3719 0.01600.0212 65.1009 0.01580.0210 64.6272 0.01560.0208 64.1509 0.01540.0206 63.6719 0.01520.0204 63.1902 0.01500.0202 62.7058 0.01480.0200 62.2188 0.01460.0198 61.7291 0.01440.0196 61.2367 0.01420.0194 60.7416 0.01400.0192 60.2439 0.01380.0190 59.7435 0.01360.0188 59.2404 0.01340.0186 58.7346 0.01320.0184 58.2262 0.01300.0182 57.7150 1 0.01280.0180 57.2012 0.01260.0178 56.6848 0.01240.0176 56.1656 0.0122
Se Diseña como Simple Refuerzo 0.0174 55.6438 0.01200.0172 55.1193 0.01180.0170 54.3921 0.01160.0168 54.0623 0.01140.0166 53.3297 0.01120.0164 52.9943 0.01100.0162 52.4566 0.01080.0160 51.9161 0.01060.0158 51.3728 0.0104
La Vigueta trabaja como una Viga Rectangular 0.0156 50.8269 0.01020.0154 50.2783 0.01000.0152 49.7271 0.00980.0150 49.1731 0.00960.0148 48.6165 0.00940.0146 48.0572 0.00920.0144 47.4952 0.00900.0142 46.9306 0.00880.0140 46.3633 0.00860.0138 45.7933 0.00840.0136 45.2206 0.00820.0134 44.6452 0.00800.0132 44.0672 0.00780.0130 43.4865 0.00760.0128 42.9031 0.0074
0.0126 42.3170 0.00720.0124 41.7283 0.00700.0122 41.1369 0.00680.0120 40.5428 0.00660.0118 39.9461 0.00640.0116 39.3466 0.00620.0114 38.7445 0.00600.0112 38.1397 0.00580.0110 37.5322 0.00560.0108 36.9221 0.00540.0106 36.3093 0.00520.0104 35.6938 0.00500.0102 35.0756 0.00480.0100 34.4548 0.00460.0098 33.8312 0.00440.0096 33.2050 0.00420.0094 32.5762 0.00400.0092 31.9446 0.00380.0090 31.3104 0.0036
0.0088 30.6735 0.00340.0086 30.0339 0.00320.0084 29.3916 0.00300.0082 28.7467 0.00280.0080 28.0991 0.00260.0078 27.4488 0.00240.0076 26.7958 0.00220.0074 26.1402 0.00200.0072 25.4819 0.00180.0070 24.8209 0.00160.0068 24.1572 0.00140.0066 23.4909 0.00120.0064 22.8216 0.00100.0062 22.1501 0.00080.0060 21.4758 0.00060.0058 20.7987 0.00040.0056 20.1190 0.00020.0054 19.4366 0.00000.0052 18.75150.0050 18.06370.0048 17.3733
Se Diseña como Doble Refuerzo 0.0046 16.68020.0044 15.98440.0042 15.28600.0040 14.58480.0038 13.8810
0.0036 13.17450.0034 12.46540.0032 11.75350.0030 11.03900.0028 10.32180.0026 9.60190.0024 8.87940.0022 8.15420.0020 7.42630.0018 6.69570.0016 5.96240.0014 5.22650.0012 4.48790.0010 3.74660.0008 3.00270.0006 2.25600.0004 1.50670.0002 0.75470.0000 0.0000
kg
kg
�_����������=�_��������∗�_�∗�
cm²
ρb0.02890.02160.0180
210 F'c = 1754200 Fy = 4200
0.0216 ρb = 0.0180Ku ρ Ku
49.5301 0.0134 41.041149.0614 0.0132 40.569848.5891 0.0130 40.074348.1132 0.0128 39.614347.6337 0.0126 39.130447.1507 0.0124 38.642946.6641 0.0122 38.147446.1739 0.0120 37.652445.6302 0.0118 37.151245.1829 0.0116 36.645744.6821 0.0114 36.135944.1776 0.0112 35.621943.6696 0.0110 35.103343.1581 0.0108 34.580942.6429 0.0106 34.054042.1242 0.0104 33.522841.6019 0.0102 32.987341.0761 47 0.0100 32.447340.5467 0.0098 31.903340.0137 0.0096 31.333239.4772 0.0094 30.002638.9370 0.0092 30.245738.3934 0.0090 29.684537.8461 0.0088 29.119137.2933 0.0086 28.349336.7409 0.0084 27.975336.1829 0.0082 27.397035.6214 0.0080 26.914435.0363 0.0078 26.227634.4877 0.0076 25.636433.9154 0.0074 25.041033.3396 0.0072 24.441332.7603 0.0070 23.837332.1773 0.0068 23.229031.5908 0.0066 22.616531.8008 0.0064 21.999730.4071 0.0062 21.378529.8099 0.0060 20.753129.2091 0.0058 20.123428.6048 0.0056 19.489327.9969 0.0054 18.851227.3854 0.0052 18.208726.7703 0.0050 17.561926.1517 0.0048 16.910825.5295 0.0046 16.2554
24.9038 0.0044 15.595824.2744 0.0042 14.931823.6416 0.0040 14.263623.0051 0.0038 13.391122.3651 0.0036 12.914321.7215 0.0034 12.233321.0743 0.0032 11.547920.4236 0.0030 10.858319.7693 0.0028 10.164419.1114 0.0026 9.466218.4500 0.0024 8.763717.7849 0.0022 8.057017.1164 0.0020 7.345916.4442 0.0018 6.630615.7685 0.0016 5.911015.0892 0.0014 5.187114.4064 0.0012 4.458913.7200 0.0010 3.726513.0300 0.0008 2.9898
12.3364 0.0006 2.248711.6393 0.0004 1.503910.9386 0.0002 0.733910.2343 0.0000 0.0000
9.52658.81518.10027.38166.63955.93395.20464.47183.73542.99552.25201.50490.75430.0000
