Hoja1 Ejemplo # 1 Se tiene el siguiente portico de concreto armado, se pide determinar la rigidez lateral de dicho portico, considerando los siguientes datos: Vxx =0.30.55 E =15000*raiz(f'c) Col =0.60.3217370.651192842 fc =210kg/cm h1 =3.07mts ht =9mts

Iv415937.5415937.5415937.5Kv831.875792.2619047619693.2291666667 KL Ic5400005400005400005400009kg/cmTn/cm kc600600600600 K1.38645833332.70689484132.47581845241.1553819444 a 0.40941248850.57509142070.55315435130.3661623109 D245.6474930791345.0548524096331.8926107555219.6973865199kg/cm KL791.06008199231111.18219208191068.7957470522707.4927996033678.53082072953.6785308207 Ic5400005400005400005400009 kc600600600600 K a D KL791.06008199231111.18219208191068.7957470522707.4927996033678.53082072953.6785308207 Ic5400005400005400005400009 kc600600600600 K a D KL791.06008199231111.18219208191068.7957470522707.4927996033678.53082072953.6785308207 Ic5400005400005400005400003.07 kc1758.95765472311758.95765472311758.95765472311758.9576547231 K0.47293634260.9233519070.84452918320.3941136188 a 0.39343363830.48689037520.47267195960.3734633193 D692.0331097433856.4195525545831.4099615349656.9061642107 KL19152.800056689123702.381033183823010.2122777418180.62205694284046.015424554984.0460154246 x - x55.2560.3

0.6 Ejemplo # 2 EN funcion a los resultados obtenidos en 1, determine los desplazamientos laterales elasticos del portico analizado. Tn Fs10D4e20.2443764124 Q41010 Q327.517.5D4er =D4e - D3e Q2357.517.53.6785308207D3e17.5258998011 Q14510D3er =D3e - D2e7.53.6785308207D2e10.0500891201

D2er =D2e - D1e103.6785308207D1e0.5354209807

D1er =D1e 84.0460154246TnTn/cmcm Tn FsKlDer =De = Q410103.67853082072.718476611320.2443764124 Q327.517.53.67853082077.47581068117.5258998011 Q2357.53.67853082079.514668139510.0500891201 Q1451084.04601542460.53542098070.5354209807

hoja 2 Ejemplo # 1 Se tiene el siguiente portico de concreto armado, se pide determinar la rigidez lateral de dicho portico, considerando los siguientes datos: Vxx =0.30.55 E =15000*raiz(f'c) Col =0.30.6217370.651192842 fc =210kg/cm h1 =3.2mts ht =2.6mts

Iv415937.5415937.5415937.5Kv831.875792.2619047619693.2291666667 KL Ic1350001350001350001350002.6kg/cmTn/cm kc519.2307692308519.2307692308519.2307692308519.2307692308 K1.60212962963.12796737212.86094576721.3351080247 a 0.44477289670.60998191780.58855743390.4003192745 D230.9397732823316.7213804026305.5971291541207.858084816kg/cm KL8911.158977164512221.171486061611791.92549707928020.517263693740944.77322399940.944773224 Ic1350001350001350001350002.6 kc519.2307692308519.2307692308519.2307692308519.2307692308 K a D KL8911.158977164512221.171486061611791.92549707928020.517263693740944.77322399940.944773224 Ic1350001350001350001350002.6 kc519.2307692308519.2307692308519.2307692308519.2307692308 K a D KL8911.158977164512221.171486061611791.92549707928020.517263693740944.77322399940.944773224 Ic1350001350001350001350003.2 kc421.875421.875421.875421.875 K1.97185185193.84980599653.52116402121.6432098765 a 0.62234240950.743581240.728318160.588275161 D262.5507040283313.6983356146307.2592237662248.178583531 KL6687.98642645877990.87634656187826.85205723366321.883630576428827.598460830528.8275984608 x - x55.2560.6

0.3

portico Ejemplo # 10COLUMNA0.3 Se tiene el siguiente portico de concreto armado, se pide determinar la rigidez0.55VIGA lateral de dicho portico, considerando los siguientes datos:0.30.6 Vxx =0.30.55 E =15000*raiz(f'c) Col =0.60.3217370.651192842 fc =210kg/cm h1 =3.2mts ht =2.6mtsIv415937.5415937.5415937.5kv831.875792.2619047619693.2291666667KLIc1350001350001350001350002.6kg/cmTn/cmkc519.2519.2519.2519.2k1.60213.12802.86091.3351a0.44480.61000.58860.4003D230.94316.72305.5971291541207.858084816kg/cmKL8911122211179280214094540.945Ic1350001350001350001350002.6kc519.2519.2519.2519.2kaDKL8911122211179280214094540.945Ic1350001350001350001350002.6kc519.2519.2519.2519.2kaDKL8911122211179280214094540.945Ic1350001350001350001350003.2kc421.875421.875421.875421.875k1.9723.84983.52121.6432098765a0.62230.74360.72830.588275161D262.55313.70307.26248.18KL66887991782763222882828.828

55.256x-x

PLANO Se tiene el siguiente portico de concreto armado, se pide determinar la rigidez lateral de dicho portico, considerando los siguientes datos: VIGA 0.150.4 E =15000*raiz(f'c) COL.0.250.3217370.651192842 fc 210kg/cm h1 3.07mts ht 2.6mtsIv800008000080000800008000080000Kv408.163208.333347.8260869565190.9307875895279.7202797203290.9090909091Ic39062.52.8Kc139.5089285714K2.9257142857a0.5939675174D82.8637719589KL2756.9620516838Ic2.8KcKaDKLIc3.07KcKaDKL

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