Analisis Estructural Matrices
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METRADO DE CARGAS EJE 1 -Tramo AB Cargas Permanentes Subtotal Peso Propio de Viga 0.25 0.6 2.4 0.36 0.68 Peso de Techo 0.8 0.3 0.24 Peso de Acabados 0.8 0.1 0.08 Peso de Tabiqueria Eq 0.8 0.15 0 Peso de Muro h=1,80 0.15 1.8 1.9 0.00 0.00 Carga Viva Sobrecarga S/C 0.8 0.13 0.1 0.1 METRADO DE CARGAS EJE 1 -Tramo BC Cargas Permanentes Subtotal Peso Propio de Viga 0.25 0.6 2.4 0.36 0.69 Peso de Losa maciza 1.5 0.15 2.4 0.54 Peso de Acabados 1.5 0.1 0.15 Peso de Muro h=2,50 0.15 2.5 1.9 0.00 0.36 Carga Viva Sobrecarga S/C 1.5 0.2 0.3 0.3 RESUMEN DE PESO WD WL WT 100%CM+50%CV Hcota WH 3º 5.74 1.05 6.27 11.00 68.915 2º 10.68 2.1 11.73 8.00 93.84 1º 12.26 2.1 13.31 5.00 66.55 31.31 229.31 V=ZUCSP/R 8.9443 ton ZUCS/R 0.2857
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Analisis Estructural Matrices
Transcript of Analisis Estructural Matrices
Hoja1METRADO DE CARGASEJE 1 -Tramo ABCargas PermanentesSubtotalPeso Propio de Viga0.250.62.40.360.68Peso de Techo0.80.30.24Peso de Acabados0.80.10.08WD=CMPeso de Tabiqueria Equiv0.80.150Peso de Muro h=1,800.151.81.90.000.00Carga VivaSobrecarga S/C0.80.1250.10.1WL=CVMETRADO DE CARGASEJE 1 -Tramo BCCargas PermanentesSubtotalPeso Propio de Viga0.250.62.40.360.69Peso de Losa maciza1.50.152.40.54Peso de Acabados1.50.10.15WD=CMPeso de Muro h=2,500.152.51.90.000.36Carga VivaSobrecarga S/C1.50.20.30.3WL=CVRESUMEN DE PESO WDWLWT100%CM+50%CVHcotaWHFsismica35.741.056.2711.0068.9152.69210.682.111.738.0093.843.66112.262.113.315.0066.552.6031.31229.3058.94VbasalV=ZUCSP/R8.9442857143tonZUCS/R0.2857142857
2TRAMOSE2.00E+06TON/M2I2.60E-03M4L32311.113466.67-2311.113466.67ke13466.676933.33-3466.673466.672311.11-3466.672311.11-3466.673466.673466.67-3466.676933.334X4A10000(AT)(ke)(A)Matriz Transformacion00104X2AT10001Matriz Transpuesta00002X4(AT)(ke)3466.66666666673466.6666666667-3466.66666666676933.333333333300002X4(AT)(ke)(A)6933.330Aporte Individual00KT6933.330+52002600=12133.332600002600520026005200
2 parte
q equiva=-3-1.5-31.54x1
Q concetrado002X1(AT)(q equiva)1.50suma(AT)(q equi)1.5+-2.67-1.1702.67=2.672X1
Finalmente Q total=-1.172.672X13 PARTE inversa de KT =0.0000923077-0.0000461539-0.00004615390.00021538462X2D=-0.00023123080.0006290772X14 PARTE (ke)(A)qe Fuerza=3466.666666666703466.66666666670XD-q equi-3466.666666666706933.333333333304X2-0.80160024662.1983997534-0.8016002466-q equi=0.69839975340.80160024663.8016002466-1.6032004933-3.1032004933
3 TRAMOSE2.00E+06TON/M2I2.60E-03M4L32311.113466.67-2311.113466.67ke3466.676933.33-3466.673466.672311.11-3466.672311.11-3466.673466.673466.67-3466.676933.334X4
A0000000001004X3
AT0001000000003X4(AT)(ke)3466.66666666673466.6666666667-3466.66666666676933.3333333333000000003X4
(AT)(ke)(A)6933.3333333333000000003X3KT153000000153036+400+000=436044500000544
2 parte
q equiva=11114x1Q concetrado0003x1(AT)(q equiva)100
suma(AT)(q equi)11242+1+2=53126Finalmente Q total=4563x13 PARTE inversa de KT-0.1967213115-0.1311475410.34426229510.2295081967-0.18032786890.09836065570.01639344260.3442622951-0.27868852463x3(D)=0.62295081970.6065573770.11475409843x1(ke)(A)4 PARTE qe Fuerza=3466.6666666667003466.666666666700xD-q equi-3466.6666666667006933.3333333333004x32159.56284153012158.56284153012159.5628415301-q equiva=2158.5628415301-2159.5628415301-2160.56284153014319.12568306014318.1256830601
