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Excel Para Marcos Por Metodo de Kani

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excel para marcos por metodo de Kani

Text of Excel Para Marcos Por Metodo de Kani

3Marcos dos niveles (carga = w)Metodo de KanniPoner valores en los cuadros de color1-900.0001--1300.0002-1336.7562--1403.9191-450.0003-1378.8853--1424.4051--650.000carga uniformemente distribuida2-668.3784-1387.1404--1429.1842--701.9593-689.4435-1388.9815--1429.7713--712.203w =1000 kg/mdistancias4-693.5706-1389.2286--1429.8154--714.5925-694.4907-1389.2537--1429.8195--714.885CDRigidez6-694.6148-1389.2568--1429.8196--714.90827-694.6279-1389.2579--1429.8197--714.9098-694.62810-1389.25710--1429.8208--714.9109-694.6299--714.91010-694.629C-0.333-0.333D10--714.910CD4.00 m11-0.167-30003000-0.167-1651.3051529.618

1651.305-1529.618w =1200 kg/mw =1200 kg/m1--125.0001--337.5001-900.0001--375.0002--105.6702--359.219B3E2G1-300.0002-869.1962--317.0103--99.5873--360.5741--337.5002-289.7323-801.7903--298.7624--99.6684--363.5382--359.2193-267.2634-788.9584--299.0045--99.7835--364.7413--360.5744-262.9865-786.7265--299.3506--99.7986--365.0594--363.5385.00 m5-262.2426-786.2576--299.3937--99.7997--365.1315--364.7412326-262.0867-786.1657--299.3968--99.7998--365.1456--365.0597-262.0558-786.1488--299.3969--99.7999--365.1487--365.131-914.5078-262.0499-786.1449--299.39610--99.79910--365.1498--365.1451218.7249-262.04810-786.14410--299.3969--365.14810-262.048-0.05610--365.149AFH-0.083-0.250-0.167E-0.111-0.250GEGB-36003600-16001600-0.250B6.00 m4.00 m-0.1672000-2327.1083787.353-2364.343670.1061-600.0002-579.464-0.1671--250.0001108.384-508.503-670.1053-534.5272--211.3404-525.9721--375.0003--199.1755-524.4842--317.0104--199.336Factores de DistribucionMomentos iniciales6-524.1713--298.7625--199.5667-524.1104--299.0046--199.5958-524.0985--299.3507--199.597Para Columnas9-524.0966--299.3938--199.59710-524.0967--299.3969--199.597fdk = -1/2 (k/k)Fdk = -3/2 (k/k)M B - E =-36008--299.39610--199.597M E - B =36009--299.396M C - D =-300010--299.396fdk B - A =-0.167Fdk A - B =-0.429M D - C =3000fdk B -E =-0.250Fdk F - E =-0.643M E - G =-1600584.288-209.107-304.957fdk B - C =-0.083Fdk H - G =-0.429M G - E =1600fdk C - B =-0.167fdk C - D =-0.333-0.429-0.643-0.429fdk D - C =-0.333AFHAFHfdk D - E =-0.167fdk E - D =-0.056fdk E - B =-0.1671-48.2141-72.3211-48.214fdk E - F =-0.1672-41.4702-62.2052-41.470VA =338.5344027901VF =-143.5220598801VH =-195.01234291fdk E - G =-0.1113-53.4903-80.2353-53.490fdk G - E =-0.2504-58.5304-87.7964-58.530fdk G - H =-0.2505-59.8315-89.7475-59.8316-60.1206-90.1806-60.120La suma de los cortantes debe dar cero7-60.1797-90.2687-60.1798-60.1908-90.2858-60.190VT =09-60.1929-90.2889-60.19210-60.19210-90.28810-60.192

Momentos Finales en los nudos

M A - B =584.288584.288M B - A =1108.3840.001M B - E =-2327.108M B - C =1218.724M C - B =1651.305-0.000M C - D =-1651.305M D - C =1529.6180.000M D - E =-1529.618M E - D =-914.5070.000M E - B =3787.353M E - F =-508.503M E - G =-2364.343M F - E =-209.107-209.107M G - E =670.1060.000M G - H =-670.105M H - G =-304.957-304.957

1Marco carga por sismo Poner valores en los cuadros de color

Carga por sismo1-1230.7691-1435.8972-1012.4922-1899.189distancias1-615.3853-894.7273-1993.4431-717.9492-506.2464-865.1264-2006.0352-949.595Rigidez3-447.3645-860.1055-2006.4733-996.7224000 kgBC4-432.5636-859.6236-2006.1304-1003.01825-430.0527-859.6617-2006.0025-1003.2366-429.8118-859.6918-2005.9746-1003.0657-429.8309-859.7009-2005.9707-1003.0018-429.84610-859.70110-2005.9708-1002.987C =1.54.00 m9-429.8509-1002.98510-429.851B-0.333-0.333C10-1002.985BC6.00 m1C =1-0.167-0.1673725.3734871.6411-4871.641-3725.373DA-5874.626Factor de correcion por columnaFactores de Distribucion-0.692

C =hpDDhPara Columnas

fdk = -1/2 (k/k)Fdk = -3/2 (Ck/C2k)1--5538.462VD =-2686.567hp =62--6710.0593--6875.057-4155.224fdk B - A =-0.167Fdk A - B =-0.4624--6883.232fdk B - C =-0.333Fdk D - C =-0.692-0.4625--6879.523fdk C - B =-0.3336--6878.013fdk C - D =-0.167A7--6877.668A8--6877.6159--6877.6111--3692.30810--6877.611VA =-1313.4332--4473.373MI = MEI + 2MDI +MD2 +Mc3--4583.371MDI = (DI + MD2 + Mc) fdk4--4588.821Mc = ((MP + ME)/3 + DMD) Fdk5--4586.3496--4585.342El cortante total debe dar igual a la carga dada en el nudo7--4585.112MP = Ph =240008--4585.076VT = -40009--4585.07410--4585.074

Momentos Finales en los nudos

M A - B =-4155.224-4155.224M B - A =-3725.373-0.000M B - C =3725.373M C - B =4871.6410.000M C - D =-4871.641M D - C =-5874.626-5874.626

Hoja1P 2P 43.00 m2.00 m3.00 m2.00 mP 1P 32.00 m3.00 m2.00 m3.00 mw =1000 kg/mw =1000 kg/mP 1 = 0 kgP 2 = 0 kgP 3 = 0 kgP 4 = 0 kgCiCDi2D2-2083.3332083.333-2083.3332083.3330.000

5.00 m121

w =2000 kg/mw =2000 kg/m

P 5 = 0 kgP 6 = 0 kgP 7 = 0 kgP 8 = 0 kg

BH3E3

BEH-4166.6674166.667-4166.6674166.6670.000

6.00 m5.00 m5.00 m232

AFG

5.00 m5.00 m

P 6P 83.00 m2.00 m3.00 m2.00 mAFG

P 5P 72.00 m3.00 m2.00 m3.00 m

Momentos iniciales

Cargas puntualescarga uniformemente distribuidaMomentosP 5 P 6 wM B - E =0.0000.000-4166.667-4166.667P 5 P 6 wM E - B =0.0000.0004166.6674166.667P 1 P 2 wM C - D =0.0000.000-2083.333-2083.333P 1 P 2 wM D - C =0.0000.0002083.3332083.333P 7 P 8 wM E - H =0.0000.000-4166.667-4166.667P 7 P 8 wM H - E =0.0000.0004166.6674166.667P 3 P 4 wM D - i =0.0000.000-2083.333-2083.333P 3 P 4 wM i - D =0.0000.0002083.3332083.333

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