Diseño Por Flexión - Vigas Simplemente Reforzadas
18
278184319.xlsx Diseño de viga 1 DISEÑO DE VIGAS SIMPLEMENTE REFORZAD 1) Características de la viga b = Ancho de viga 25.00 cm h = Altura de viga 50.00 cm r = Recubrimiento 4.00 cm f'c = Compresión del concreto 210.0 Kg/cm 5 0 . 0 0 c m fy = Resistencia de !luencia del acero 4200.0 Kg/cm β "actor de #hitne$ 0.%5 = ∅ "actor de reducción 0.&0 Φb = 'i(metro de acero long. asumido 1/2 )) Φs = 'i(metro del estribo */% )) d = h + r + ,s + ,b/2 - eralte e!ect. 44.41 cm 3) Área de acero mínimo Cant. 2. % cm 0.0024 * As min *. 0 cm *. 0 cm 4) Área de acero máima Cant. * As ma3 1 . 0 cm 2 !) "omentos de dise#o Tramos$ ① ② ③ ④ ⑤ - on+m 12.500 13.400 16.400 12.300 12.500 - on+m 10.210 10.810 9.400 12.300 1 %) Cálc&lo de cero ( s) ① ② ③ ④ ⑤ As -cm 8.150 8.803 11.067 8.006 8.150 As -cm 6.53 6.!51 5.!78 8.006 6 As min 3 *+ cm, * , 1/2 )) + 0 Φ0 '' As ma3 1* *+ cm, * , */4 )) 2 , 5/% )) C-./ 0/ 2T2 / ρ min 6os momentos 7ue se presentan a continuación son e3traidos del diagrama de mome so!t<are 8tabs :.&.0.2= los mismos 7ue son tomados a cara del apo$o. 〖〗 =(0.7√ _ ( 〖〗 !! _ / _ . . 〖〗 =14 . _ /_ . 〖〗 =0.75. _ =0.75."(0.85 #1. _ . ′ 〗 〖 ! $. _ /_ "6000%(6000 !$ +_ . . " #$ (_ . _ %&.&&. ( . ( . ( . ( . ( . ( . ( . ( . ( . ( . ( . ' 〗 # _ . ( = $%) . ( . ( − $&##
-
Upload
ivan-manosalva-aguilar -
Category
Documents
-
view
246 -
download
2
description
hoja cpa
Transcript of Diseño Por Flexión - Vigas Simplemente Reforzadas
Diseo de viga 1DISEO DE VIGAS SIMPLEMENTE REFORZADAS
1)Caractersticas de la vigab =Ancho de viga25.00cmh =Altura de
viga50.00cmr =Recubrimiento4.00
Reque: Recubrimientos: NTP. E060 Concreto Armado, Capitulo7 (tem
7.7)cmf'c =Compresin del concreto210.0
Windows User: f'c=175 Kg/cm2f'c=210 Kg/cm2f'c=245 Kg/cm2f'c=280
Kg/cm2f'c=315 Kg/cm2f'c=350 Kg/cm2f'c=420 Kg/cm2Kg/cm50.00 cm1fy
=Resistencia de fluencia del acero4200.0
Windows User: fy = 4200 Kg/cm2. Existe un acero con mayor esfuerzo
a a fluencia poco comercial por su poca ductilidad, es el fy=5100
Kg/cm2.Kg/cm2b =Factor de Whitney0.853 =Factor de reduccin0.904b
=Dimetro de acero long. asumido1/25s =Dimetro del estribo3/86d =h -
r - s - b/2 (Peralte efect.)44.41
Windows User: Distancia del centroide del refuerzo en traccin a la
fibra en compresin ms alejada.cm25.00 cm3)rea de acero mnimoCant.As
(cm)Verif.=2.68 cm min =0.002431/23.80 cmOk!As min =3.70 cm0.00
cm=3.70 cmTotal3.80 cm
4)rea de acero mximaCant.As (cm)Verif.33/48.55 cmOk!As max =17.70 cm25/83.96 cmTotal12.51 cm
5)Momentos de diseo
Tramos:6 (Ton-m)12.50013.40016.40012.30012.50013.60012.100
(Ton-m)10.21010.8109.40012.30010.2909.800
6)Clculo de Acero (As)
As (cm)8.1508.80311.0678.0068.1508.9507.863
As (cm)6.5346.9515.9788.0066.5896.252
As min =3.70 cm3 1/2+ 0 0As max =17.70 cm3 3/4+ 2 5/8
ACERO POSITIVOTramoM (Ton-m)a (cm)As+(cm) calculado As+ (cm) diseoDistribucinOk!As principalAs bastn (cm)As+(cm) colocadoCant.As Cant.1-210.2106.156.5346.53435/80.59611/27.205Ok
2-310.8106.546.9516.95135/81.01311/27.205Ok
3-49.4005.635.9785.97835/80.04011/27.205Ok
4-512.3007.538.0068.00635/82.06821/28.472Ok
5-610.2906.206.5896.58935/80.65211/27.205Ok
6-79.8005.886.2526.25235/80.31411/27.205OkOk
ACERO NEGATIVOApoyoM (Ton-m)a (cm)As-(cm) calculado As-(cm) diseoDistribucinOk!As principalAs bastn (cm)As-(cm) colocadoCant.As Cant.112.5007.678.1508.15035/82.21221/28.472Ok
213.4008.298.8038.80335/82.86525/89.897Ok
316.40010.4211.06711.06735/85.12923/411.638Ok
412.3007.538.0068.00635/82.06821/28.472Ok
512.5007.678.1508.15035/82.21221/28.472Ok
613.6008.428.9508.95035/83.01225/89.897OkOk712.1007.407.8637.86335/81.92521/28.472OkOk
7)Distribucin de Acero (As principal y As bastn)7.1 As principal 3 5/83 5/83 5/83 5/83 5/83 5/83 5/80 00 00 00 00 00 00 0
35/835/83 5/835/835/835/800000 0000000
7.2 As bastn 2 1/22 5/82 3/42 1/22 1/22 5/82 1/20 00 00 00 00 00 00 0
11/211/21 1/221/211/211/200000 0000000
8)Verificacin del cumplimiento de la norma E-060
Disposicin de la Norma E-060 - Refuerzo Longitudinal (Para condiciones sismo-resistentes)
OkOkOkOkOkOk
OkOkOkOkOkOk
As-(cm)8.47 /39.90 /311.64 /38.47 /38.47 /39.90 /38.47 /3
As+(cm)5.945.945.945.945.945.945.94Falta AsOkOkOkOkOkOkOk
Los momentos que se presentan a continuacin son extraidos del diagrama de momentos (ENVOL) del software Etabs V.9.0.2, los mismos que son tomados a cara del apoyo. Deben tener refuerzo continuo, a todo lo largo de la viga, constituido por 2 barras como mnimo, tanto en la cara superior como en la inferior, con un rea de acero no menor a 1/4 de la mxima requerida en los nudos, ni menor del rea mnima exigida por flexin. La resistencia a momento positivo en la cara del nudo (extremo inferior del tramo) no ser menor que 1/3 de la resistencia a momento negativo en la misma cara del nudo (extremo superior). La cuanta del refuerzo en traccin 0.025.
Diseo de viga 2DISEO DE VIGAS SIMPLEMENTE REFORZADAS
1)Caractersticas de la vigab =Ancho de viga25.00cmh =Altura de
viga50.00cmr =Recubrimiento4.00
Reque: Recubrimientos: NTP. E060 Concreto Armado, Capitulo7 (tem
7.7)cmf'c =Compresin del concreto210.0
Windows User: f'c=175 Kg/cm2f'c=210 Kg/cm2f'c=245 Kg/cm2f'c=280
Kg/cm2f'c=315 Kg/cm2f'c=350 Kg/cm2f'c=420 Kg/cm2Kg/cm50.00 cm1fy
=Resistencia de fluencia del acero4200.0
Windows User: fy = 4200 Kg/cm2. Existe un acero con mayor esfuerzo
a a fluencia poco comercial por su poca ductilidad, es el fy=5100
Kg/cm2.Kg/cm2b =Factor de Whitney0.853 =Factor de reduccin0.904b
=Dimetro de acero long. asumido1/25s =Dimetro del estribo3/86d =h -
r - s - b/2 (Peralte efect.)44.41
Windows User: Distancia del centroide del refuerzo en traccin a la
fibra en compresin ms alejada.cm25.00 cm3)rea de acero mnimoCant.As
(cm)Verif.=2.68 cm min =0.002431/23.80 cmOk!As min =3.70 cm0.00
cm=3.70 cmTotal3.80 cm
4)rea de acero mximaCant.As (cm)Verif.63/417.10 cmOk!As max =17.70 cm0.00 cmTotal17.10 cm
5)Momentos de diseo
Tramos:6 (Ton-m)6.9907.6107.7907.4707.6906.6006.530
(Ton-m)4.5606.3506.2906.6606.4606.5706.180
6)Clculo de Acero (As)
As (cm)4.3664.7754.8944.6824.8284.1104.065
As (cm)3.7013.9483.9094.1504.0194.0913.837
As min =3.70 cm3 1/2+ 0 0As max =17.70 cm6 3/4+ 0 0
ACERO POSITIVOApoyoM (Ton-m)a (cm)As+(cm) calculado As+ (cm) diseoDistribucinOk!As principalAs bastn (cm)As+(cm) colocadoCant.As Cant.14.5602.632.7993.70125/8No va31/23.959Ok31/226.3503.723.9483.94825/8No va35/83.959Ok31/236.2903.683.9093.90925/8No va33/43.959Ok31/246.6603.914.1504.15025/80.19111/25.225Ok
56.4603.784.0194.01925/80.06111/25.225Ok
66.5703.854.0914.09125/80.13211/25.225OkOk76.1803.613.8373.83725/8No va31/23.959Ok3Ok
ACERO NEGATIVOApoyoM (Ton-m)a (cm)As-(cm) calculado As-(cm) diseoDistribucinOk!As principalAs bastn (cm)As-(cm) colocadoCant.As Cant.16.9904.114.3664.36625/80.40711/25.225Ok
27.6104.494.7754.77525/80.81611/25.225Ok
37.7904.614.8944.89425/80.93511/25.225Ok
47.4704.414.6824.68225/80.72311/25.225Ok
57.6904.544.8284.82825/80.86911/25.225Ok
66.6003.874.1104.11025/80.15211/25.225OkOk76.5303.834.0654.06525/80.10611/25.225OkOk
7)Distribucin de Acero (As principal y As bastn)7.1 As principal 2 5/82 5/82 5/82 5/82 5/82 5/82 5/80 00 00 00 00 00 00 0
2 5/82 5/82 5/82 5/82 5/82 5/82 5/80 00 00 00 00 00 00 0
7.2 As bastn 1 1/21 1/21 1/21 1/21 1/21 1/21 1/20 00 00 00 00 00 00 0
3 1/23 5/83 3/41 1/21 1/21 1/23 1/23 1/23 1/23 1/20 00 00 03 0
8)Verificacin del cumplimiento de la norma E-060
Disposicin de la Norma E-060 - Refuerzo Longitudinal (Para condiciones sismo-resistentes)
OkOkOkOkOkOk
OkOkOkOkOkOk
As-(cm)5.23 /35.23 /35.23 /35.23 /35.23 /35.23 /35.23 /3
As+(cm)3.963.963.963.963.963.963.96Falta AsOkOkOkOkOkOkOk
Los momentos que se presentan a continuacin son extraidos del diagrama de momentos (ENVOL) del software Etabs V.9.0.2, los mismos que son tomados a cara del apoyo. Deben tener refuerzo continuo, a todo lo largo de la viga, constituido por 2 barras como mnimo, tanto en la cara superior como en la inferior, con un rea de acero no menor a 1/4 de la mxima requerida en los nudos, ni menor del rea mnima exigida por flexin. La resistencia a momento positivo en la cara del nudo (extremo inferior del tramo) no ser menor que 1/3 de la resistencia a momento negativo en la misma cara del nudo (extremo superior). La cuanta del refuerzo en traccin 0.025.
Combinacin de AsCOMBINACIONES DE ACEROS COMERCIALES
ACEROS COMERCIALES1. Recomendaciones para la distribucin de varillasBARRADIAMETRO PesoAreaNpulgcmKg/mcm2# 33/8"0.950.5590.71# 41/2"1.270.9931.29# 55/8"1.591.5521.98# 63/4"1.912.2352.85# 77/8"2.223.0423.88# 81"2.543.9735.1# 91 1/8"2.865.0286.45# 101 1/4"3.186.2078.19# 111 3/8"3.497.5119.58# 121 1/2"3.818.93811.4
2. Combinaciones
CombinacionesAs (cm2)Estribos (pulg)b min (cm)CombinacionesAs (cm2)Estribos (pulg)b min (cm)23/81.4253/814.3521+ 23/415.8353/826.423/811/2+ 13/81.9793/814.6721+ 35/816.0723/829.911/233/82.1383/817.8433/4+ 61/216.1513/843.5621/22.5343/814.9953/4+ 15/816.2303/833.7211/2+ 23/82.6923/818.1643/4+ 41/216.4683/840.3943/82.8503/821.3433/4+ 45/816.4683/837.2121/2+ 13/83.2463/818.4811+ 43/416.4683/830.2315/8+ 11/23.2463/815.3053/4+ 21/216.7853/837.2131/23.8003/818.8011+ 65/816.9433/837.2121/2+ 23/83.9593/821.9763/417.1013/834.0425/83.9593/815.6231+ 15/817.1813/826.7313/4+ 11/24.1173/815.6243/4+ 35/817.3393/837.5331/2+ 13/84.5133/822.2943/4+ 51/217.7353/844.2015/8+ 21/24.5133/819.1153/4+ 31/218.0513/841.0213/4+ 15/84.8303/815.9421+ 45/818.0513/834.0441/25.0673/822.6131+ 13/418.0513/827.0525/8+ 11/25.2253/819.4353/4+ 25/818.2103/837.8531/2+ 23/85.2253/825.7863/4+ 11/218.3683/837.8513/4+ 21/25.3843/819.4333/4+ 55/818.4473/841.3423/45.7003/816.2621+ 33/418.6853/830.8615/8+ 31/25.7803/822.9243/4+ 61/219.0023/848.0135/85.9383/819.7531+ 25/819.1603/830.8651/26.3343/826.4253/4+ 41/219.3183/844.8325/8+ 21/26.4923/823.2443/4+ 45/819.3183/841.6613/4+ 31/26.6513/823.2411+ 53/419.3183/834.6713/4+ 25/86.8093/820.0763/4+ 21/219.6353/841.6623/4+ 11/26.9673/820.0721+ 55/820.0313/838.1615/8+ 41/27.0463/826.7353/4+ 35/820.1893/841.9711+ 15/87.0463/816.5753/4+ 51/220.5853/848.6435/8+ 11/27.2053/823.5663/4+ 31/220.9023/845.4761/27.6013/830.2331+ 23/420.9023/831.5023/4+ 15/87.6803/820.3831+ 35/821.1393/834.9925/8+ 31/27.7593/827.0543/4+ 55/821.2983/845.7845/87.9173/823.8821+ 43/421.5353/835.3113/4+ 41/27.9173/827.0553/4+ 61/221.8523/852.4511+ 13/47.9173/816.8921+ 65/822.0103/842.2923/4+ 21/28.2343/823.8863/4+ 41/222.1683/849.2835/8+ 21/28.4723/827.3753/4+ 45/822.1683/846.1033/48.5513/820.7011+ 63/422.1683/839.1213/4+ 35/88.7883/824.1941+ 15/822.2483/831.8125/8+ 41/29.0263/830.8631+ 45/823.1193/839.1211+ 25/89.0263/820.7041+ 13/423.1193/832.1345/8+ 11/29.1843/827.6963/4+ 51/223.4353/853.0913/4+ 51/29.1843/830.8631+ 33/423.7523/835.9423/4+ 31/29.5013/827.6953/4+ 55/824.1483/850.2323/4+ 25/89.6593/824.5141+ 25/824.2273/835.9435/8+ 31/29.7383/831.1821+ 53/424.3853/839.7533/4+ 11/29.8173/824.5163/4+ 61/224.7023/856.9055/89.8973/828.0031+ 55/825.0983/843.2445/8+ 21/210.4513/831.5041+ 23/425.9693/836.5813/4+ 61/210.4513/834.6741+ 35/826.2063/840.0733/4+ 15/810.5303/824.8331+ 43/426.6023/840.3923/4+ 41/210.7683/831.5031+ 65/827.0773/847.3713/4+ 45/810.7683/828.3221+ 63/427.2363/844.2011+ 23/410.7683/821.3451+ 15/827.3153/836.8935/8+ 41/211.0053/834.9941+ 45/828.1863/844.2011+ 35/811.0053/824.8351+ 13/428.1863/837.2133/4+ 21/211.0843/828.3241+ 33/428.8193/841.0243/411.4013/825.1551+ 25/829.2943/841.0223/4+ 35/811.6383/828.6431+ 53/429.4523/844.8345/8+ 31/211.7183/835.3141+ 55/830.1653/848.3265/811.8763/832.1351+ 23/431.0363/841.6623/4+ 51/212.0343/835.3151+ 35/831.2733/845.1521+ 15/812.1133/821.6541+ 43/431.6693/845.4733/4+ 31/212.3513/832.1341+ 65/832.1443/852.4533/4+ 25/812.5093/828.9631+ 63/432.3033/849.2843/4+ 11/212.6683/828.9661+ 15/832.3823/841.9713/4+ 55/812.7473/832.4551+ 45/833.2533/849.2845/8+ 41/212.9843/839.1261+ 13/433.2533/842.2911+ 45/812.9843/828.9651+ 33/433.8863/846.1021+ 13/412.9843/821.9761+ 25/834.3613/846.1023/4+ 61/213.3013/839.1241+ 53/434.5193/849.9143/4+ 15/813.3803/829.2751+ 55/835.2323/853.4033/4+ 41/213.6183/835.9461+ 23/436.1033/846.7423/4+ 45/813.6183/832.7761+ 35/836.3403/850.2311+ 33/413.6183/825.7851+ 43/436.7363/850.5543/4+ 21/213.9343/832.7751+ 65/837.2113/857.5321+ 25/814.0933/825.7841+ 63/437.3703/854.3653/414.2513/829.5961+ 45/838.3203/854.3633/4+ 35/814.4893/833.0861+ 33/438.9533/851.1833/4+ 51/214.8853/839.7551+ 53/439.5873/854.9911+ 55/814.9643/833.0861+ 55/840.2993/858.4843/4+ 31/215.2013/836.5861+ 43/441.8033/855.6343/4+ 25/815.3603/833.4061+ 65/842.2783/862.6153/4+ 11/215.5183/833.4051+ 63/442.4373/859.4423/4+ 55/815.5973/836.8961+ 53/444.6543/860.0761+ 63/447.5043/864.52
&F
1) Considerar un nmero de varillas de refuerzo en relacin al ancho de la viga. As para anchos menores o iguales a 30 cm. considerar 2 barras y para anchos comprendidos entre 30 y 45 cm. por lo menos 3.2) No usar simultneamente barras muy diferentes dentro del diseo de un mismo elemento.3) Escoger dimetros de barras de acuerdo a las caractersticas del elemento o de la estructura que se proyecta. Esta recomendacin trata de evitar por ejemplo que se coloque una barra de 3/4" en una vigueta de aligerado o que se coloque una barra de 3/8 como bastn de una viga importante en peralte y luz. Ser preferible acostumbrarse a armar las losas macizas o aligeradas, considerando refuerzos de 3/8" y 1/2", pudindose disponer de 5/8" en casos necesarios.
