1-Viga Simp - ResistenciaNOTA: LAS CELDAS EN AMARILLO SON LOS DATOS QUE SE INTRODUCEN O MODIFICANRCDF-2004NTC-04:NORMAS TECNICAS COMPLEMENTARIAS PARA DISEO Y CONSTRUCCION DE ESTRUCTURAS DE CONCRETOVIGA SIMPLEMENTE ARMADA, SIN ACERO DE COMPRESIONAqu se introducen las dimensiones, el acero y elementos mecanicos, para comprobar si pasa la seccionAcero Propuesto:4 VAR # 6 + 1 VAR #4As Total =17.10cm2b =35cmh =50cmr =5.00cmd = h - r =45.00cmM =26.95Ton-mV =7.7TonElemento Resiste Fuerzas Sismicas? Si =1, No = 21Constantes:f 'c =250kg / cm2Concreto Clase1f *c = 0.8 f 'c =200kg / cm2(1.12 NTC-04, Pagina 103)f '' c = 0.85 f *c170kg / cm2(NTC-04, Pagina 105)fy =4200kg / cm2Estribosfys=4200kg / cm20.850.85FLEXION, REFUERZO LONGITUDINALFactor de Reduccion FlexionCuantias de acero mnima y mximaFR =0.90(2.2 NTC-04, Pagina 106)0.0026352314=0.3%pb = p Balanceada(de la formula 2.3 NTC-04, Pagina 106)pb =0.0202380952=2.0%Si el Elemento NO va a resistir Fuerzas Sismicas, entonces:pmax = 0.9pbSi el Elemento SI va a resistir Fuerzas Sismicas, entonces:pmax = 0.75pbpmax =0.0151785714=1.5%Cuantia de Acero Actual0.0108571429=1.1%O.K.0.2682352941(2.6 NTC-04, Pagina 107)Se revisarn las secciones de acuerdo a los momentos y cortantes ultimos arrojados por el analisis:27.9844517647ton-m25.19ton-m(2.4 NTC-04, Pagina 107)Secciones sin acero compresionM / Mr =1.07NO PASACORTANTE, REFUERZO TRANSVERSALFactor de Reducccion Cortante = FR =0.8VCR = Cortante Que Tomara el Concretoa)Si r < 0.015(2.19 NTC-04, Pagina 109)b)Si r >= 0.015(2.20 NTC-04, Pagina 109)r =0.0108571429< 0.015, usaremos la formula a9.37TonVcr>VEl concreto resiste el cortanteCortante que tomaran los estribosVs = V - VCR=N/ATonUsar1var#3A =0.713Para Estribos a 90 GradosSeparacion Estribos, no debe ser mayor que las siguientes expresionesS =FR*Av*fy*d / VsN/Acm(2.23 NTC-04, Pagina 111)S = d/2 =22.5cmS=22.50cmUsar Estribos del #[email protected]
&L&A&CPgina &P de &NNo borrar esta celda
2-Viga Simp - Acero RequeridoSeccion A-ARCDF-2004NTC-04:NORMAS TECNICAS COMPLEMENTARIAS PARA DISEO Y CONSTRUCCION DE ESTRUCTURAS DE CONCRETOVIGA SIMPLEMENTE ARMADA, SIN ACERO DE COMPRESIONAqu se calcula el area de acero necesarioL =14mb =35cmW =1.1Ton/mh =50cmW =1100Kg/mr =5.00cmV =7.7TonM = WL2 / 8 =26950Kg-md = h - r =45.00cmConstantes:f 'c =250kg / cm2Concreto Clase1f *c = 0.8 f 'c =200kg / cm2(1.12 NTC-04, Pagina 103)f '' c = 0.85 f *c170kg / cm2(NTC-04, Pagina 105)fy =4200kg / cm2Estribosfys=4200kg / cm20.850.85Elemento Resiste Fuerzas Sismicas? SI =1, NO = 21Factor de Reduccion FlexionFR =0.90SOLUCIONpb = p Balanceada(de la formula 2.3 NTC-04, Pagina 106)pb =0.0202380952Si el Elemento NO va a resistir Fuerzas Sismicas, entonces:pmax = 0.9pbSi el Elemento SI va a resistir Fuerzas Sismicas, entonces:pmax = 0.75pbpmax =0.0151785714=1.5%0.0026352314=0.3%De la ecuacion anterior, resolvemos para obtener el valor de q, la cual al ser una ecuacion cuadratica, nos dara dos valoresEl Momento Nominal lo igualamos con el Momento Actuanteq1 =1.709186302q2 =0.290813698p =0.0117710306=1.2%As = pbd =18.5393732447cm2CORTANTE, REFUERZO TRANSVERSALFactor de Reducccion Cortante = FR =0.8VCR = Cortante Que Tomara el Concretoa)Si r < 0.015(2.19 NTC-04, Pagina 109)b)Si r >= 0.015(2.20 NTC-04, Pagina 109)r =0.0117710306< 0.015, usaremos la formula a9.86TonVcr>VEl concreto resiste el cortanteCortante que tomaran los estribosVs = V - VCR=N/ATonUsar2var#3A =1.425Para Estribos a 90 GradosSeparacion Estribos, no debe ser mayor que las siguientes expresionesS =FR*Av*fy*d / VsN/Acm(2.23 NTC-04, Pagina 111)S = d/2 =22.5cmS=22.50cmUsar Estribos del #[email protected]
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3-Sap2000
4-Libro Gonzalez Cuevas
Hoja1TAMAOS DE VARILLASBarrasNo. Barra pulgada cmArea PlgArea cm m1 var2 var3 var4 var5 var6 var7 var8 var1/420.2500.6350.04910.31670.006350.3166929150.633385830.9500787451.266771661.5834645751.900157492.2168504052.533543323/830.3750.9530.11040.71260.0095250.71255905881.42511811752.13767717622.8502362353.56279529374.27535435254.98791341135.700472471/240.5001.2700.19641.26680.01271.266771662.533543323.800314985.067086646.33385837.600629968.8674016210.134173285/850.6251.5880.30681.97930.0158751.97933071873.95866143755.93799215627.9173228759.896653593811.875984312513.855315031315.834645753/460.7501.9050.44182.85020.019052.8502362355.700472478.55070870511.4009449414.25118117517.1014174119.95165364522.801889887/870.8752.2230.60133.87950.0222253.87948820877.758976417511.638464626315.51795283519.397441043723.276929252527.156417461331.03590567181.0002.5400.78545.06710.02545.0670866410.1341732815.2012599220.2683465625.335433230.4025198435.4696064840.536693121 1/891.1252.8580.99406.41300.0285756.413031528812.826063057519.239094586325.65212611532.065157643738.478189172544.891220701251.304252231 1/4101.2503.1751.22727.91730.031757.91732287515.8346457523.75196862531.669291539.58661437547.5039372555.42126012563.3385831 3/8111.3753.4931.48499.58000.0349259.579960678819.159921357528.739882036238.31984271547.899803393757.479764072567.059724751376.639685431 3/4141.7504.4452.405315.51800.0444515.51795283531.0359056746.55385850562.0718113477.58976417593.10771701108.625669845124.143622682 1/4182.2505.7153.976125.65210.0571525.65212611551.3042522376.956378345102.60850446128.260630575153.91275669179.564882805205.21700892RECUBRIMIENTOSVigas4cmColumnas4cmLosas2cm2.0390448929Cimientos7.5cmCota de cimentar1.5m6.536714239
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