M. DE RIGIDEZ LATERAL EJE "1"EJERCICIO DE ANALISIS
ESTATICOAlumno:HERNANDEZ JANAMPA DANILOCurso :INGENIERIA
SISMICA
I.- HALLAR LOS DEZPLAZAMIENTOS DE CADA NIVEL ANLIZAR LOS EJES
"X".5.80 m5.80 m0.40.40.40.40.40.4
4.60 m
0.40.50.40.40.40.4
4.60 m
0.40.40.40.40.40.4
DATOSVP:0.40.6VS:0.40.4C:0.40.6e losa:17cmN
pisos:3undAltura:3.5muso:UNIVERSIDADfc:210kg/cm2fy:4200kg/cm2Pacbdos:100kg/m2P.losa280kg/m2P.tabiq.140kg/m2p.
concrt2400kg/m3p. S/C400kg/m2Nejes x3undN ejes y3und
3.50 m
3.50 mCUADRO: MODULO DE ELASTICIDAD E INERCIAE =15000(fc)^1/2
=2173706.51192842ton/m2Ivp=bxh3/12 =0.0072m43.50 mIvs=bxh3/12
=0.0021333333m4
5.80 m5.80 mII .-CALCULO DEL PESO DEL EDIFICIO.
DESCRIPCION CALCULOSNIVEL 1NIVEL 2NIVEL 3CARGA NUERTA:
daymer: daymer:Esta descripcion es solo referencial, en realidad
las formulas estan de acuerdo a la forma de columnas y vigas
LOSA[(4.4+4.4)x(6+6.4)]x28025401.625401.625401.6P.ACABADOS[(4.4+4.4)x(6+6.4)]x100907290729072P.VIGAS
PRINCIPALES[(6+6.4)x0.4x0.6]x3x240018604.818604.818604.8P. VIGAS
SECUNDA.[(4.4x0.4x0.4)]x6x24009676.89676.89676.8P. EN
COLUMNAS[(0.4x0.4)x3.37]x9x2400124321243212432CARGA VIVA:S/C
[(4.8x2+0.4)(6.4+6.8+0.4)x250]x50%230402304011520PESO
PARCIAL98227.20 kgf98227.20 kgf86707.20 kgfPESO TOTAL283161.60
kgfo:283.16 tn
III .-CALCULO DEL CORTANTE BASAL:PR1 =98.23TnPR2 =98.23TnPR3
=80.49Tn
DONDE:NIVELPi(Tn)hipihi%FiViZ =0.4380.4910.50
m845.160.450380039233.48tnf33.48tnfU =1.5298.237.00
m687.590.366413307227.24tnf60.71tnfC=2.52.5198.233.50
m343.800.183206653613.62tnf74.33tnfS=1.41876.54R=8F3 =33.48 tnfVb
=74.33TnVn3=33.48F2 =27.24 tnf
F1 =13.62 tnfVn2=60.71
Vn1=74.33
IV .- GRADOS DE LIBERTAD DE LA ESTRUCTURA :
N GDL =12
V.- MATRIZ DE RIGIDEZ DE LA
ESTRUCTURA.12345678910111217787.3194223255-3893.70.000.000.000.00-2271.30-2271.30-2271.300.000.000.002-3893.77787.3194223255-3893.72271.302271.302271.300.000.000.00-2271.30-2271.30-2271.3030.00-3893.73893.70.000.000.002271.302271.302271.302271.302271.302271.3040.002271.300.0021392.9853970.002649.850.000.000.000.000.0050.002271.300.0053973218753970.002649.90.000.000.000.0060.002271.300.000.005397213930.000.002649.85174787460.000.000.007-2271.300.002271.302649.850.000.0021393.053970.002649.90.000.08-2271.300.002271.300.002649.90.00539732186.56131685665396.78858133950.002649.85174787460.009-2271.300.002271.300.000.002649.85174787460.005396.788581339521392.98415417760.000.002649.8517478746100.00-2271.302271.300.000.000.002649.90.000.001609353970.00110.00-2271.302271.300.000.000.000.002649.85174787460.00539726886.85782110735396.7885813395120.00-2271.302271.300.000.000.000.00.002649.85174787460.005396.788581339516093.2806584283
VI .- CALCULO DE LA MATRIZ DE RIGIDEZ LATERAL:
7787.3194223255-3893.70.00[K11]
=-3893.77787.3194223255-3893.70.00-3893.73893.7
0.000.000.00-2271.30-2271.30-2271.300.000.000.00[K12]
=2271.302271.302271.300.000.000.00-2271.30-2271.30-2271.300.000.000.002271.302271.302271.302271.302271.302271.30
0.002271.300.000.002271.300.000.002271.300.00-2271.300.002271.30[K21]=-2271.300.002271.30-2271.300.002271.300.00-2271.302271.300.00-2271.302271.300.00-2271.302271.30
0.00-00.00-0.000.00-0.000.00-0.000.00-00-00.00-0.00.00-0.000.00-0.000.00-00-0.000.00-0.00000685850.00-0.000.00-0.000.00-0.000.0-00.00-0.00.00-0.00.00-0.00.00-00.0000349199-0.00000945380.00-0.0000046990.00-0.000.00-0.00000685850.00-0.00000945380.0000511521-0.000.00-0.00000947290.00-0.000.00-0.00.00-0.000-00.00-0.000.00-0.000.00-0.0000046990.00-00.0000437532-0.00001518820.00-0.000.00-0.00.00-0.00000947290.00-0.00001518820.0000687908
VI.I.- ENTONCES LA MATRIZ DE RIGIDEZ LATERAL SERA:
7246.8843626988-3876.1790345156467.7106520782[KL]=-3876.17903451566595.9618412697-3242.7371897336467.7106520782-3242.73718973362821.529930233
&G&G
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