DISEO DE TRABES

ANALISIS DE CARGA PARA TRABEEMPRESA:CONTRUCTORA KRIS .SA.DE.CVFECHA:OBRA:CASA HABITACION- OBRA NUEVAHOJA NCarga transmitida1,025.01UBICACIN:LAGO DE LA MUERTE M1 L4 COL SELENE CP 13420N CLAVE:por losa de entrepisoPROPIETARIO:UNIDAD:Carga transmitida1,025.01CONCEPTO:M2por losa de azoteaMuro de tabique459.20total2,509.23

B =20.00NVc =3606.24W =2,509.23D =30.00Separacin Mxima =15.00Momento de Inercia de la seccin total Ig =71458.33R =5.00D/2 =15n =10H =35.00AvFy/(3.5B) =22.89Factor de deformacin a largo plazo *lp =1.2Factor de conversion de cargas Reales =1.44N Cortante =0.85Deformacin Permisible =1.79F'c < Kg/cm2> =200Estribos cerrados diam =2V =5394.83375F'y < Kg/cm2> =4200Fy =2530Ec < Kg/cm2> =212,132Longitud =4.30N flexin =0.9 DISEO MOMENTOoDD UsadaArea de acero requerida As Cantidad y nmero de varillasArea de acero Adoptada Momento de ServicioMomento de inercia de la seccin total Ig Momento de agrietamiento de la secc. total de Concreto Mcr < kg-cm>C Momento de Inercia Crtico (seccin agrietada) Icr Momento de Inercia Efectivo Deformacin Instantnea *inst.Deformacin a largo plazo *LPN 1" 0.00M max =5799.45MI =0.000.00000.00000.00000.00N 3/4" 0.000.0071458.331154.940.0011129.360.00N 5/8" 0.00N 1/2" 0.00N 3/8" 0.00TOTAL0.00N 1" 0.00MC =5799.450.20340.00970.00975.81N 3/4" 0.005799.4571458.331154.9411.8636653.1236928.011.431.71N 5/8" 0.00N 1/2" 56.33SECCION PROPUESTAN 3/8" 21.43D prop =29.60TOTAL7.76N 1" 0.00b prop =20.00MD =0.000.00000.00000.00000.00N 3/4" 0.000.0071458.331154.940.0011129.360.00N 5/8" 0.00N 1/2" 0.00N 3/8" 0.00TOTAL0.00CORTANTESEPARACION TEORICASEPARACION MAXIMASEPARACION ADOPTADACOMENTARIOS

V IZQ =5394.8311.42315.005DAR CONTRAFLECHA DE 1.5 CMSV DER =6592.476.8415.005colocar 20 estribos "cerrados" a cada 5 cms, el resto a cada 15 cms, en ambos lados

4.30

DISEO DE LOSAS

EMPRESA:FECHA:OBRA:HOJA NUBICACIN:N CLAVEPROPIETARIO:UNIDAD

Losa de entrepiso de concreto reforzado con mosaicoMOSAICO2000espesor 10 cmsMosaico (2000 kg/m3)MEZCLA CEMENTO ARENA2000Caso 1Caso 4Caso 7Mezcla cem- arena (2000 kg/m3)CONCRETO REFORZADO2400ADGConcreto Reforzado (2400 kg/m3)YESO1500Yeso (1500 kg/m3)TEJA2500Caso 2Caso 5Caso 8peso en Kg/m3EspesorBEHMosaico 2,000.000.025=50.00kg/m2Mezcla cem- arena 2,000.000.025=50.00kg/m2Caso 3Caso 6Caso 9Concreto Reforzado 2,400.000.100=240.00kg/m2CFIYeso 1,500.000.025=37.50kg/m2Factor sobrecargacarga factorizadaDISEO DE LOSAS total carga muerta377.50kg/m21.4528.5Descripcin :carga viva, casa hab.250.00kg/m21.7425Longitud Sentido Corto A =4.20Carga Muerta =377.50Carga Muerta Factorizada =528.50suma953.5Longitud Sentido Largo B =4.30Carga Viva =250.00Carga Viva Factorizada =425.00Caso =1A/B =1.00Carga de diseo =953.50Separacion mxima permisible =30.00N flexin =0.90F'c =200.005d =35.00Franja de diseo b =100.00F'y =4200.00Separacin mxima =30.00Losa de azotea de concreto reforzado Peralte d =7.00Varilla No. =3N Cortante =0.85espesor 10 cmsRecubrimiento r =3.00Area de la varilla =0.7126TEJA (2500 kg/m3)SENTIDOCOEFICIENTESANCHO TRIBUTARIOMOMENTOSoDD UsadaArea de acero requerida As Area de acero adoptada As Separacin Requerida S req. Separacin Adoptada S adop. Concreto Reforzado (2400 kg/m3)FLEXION :LOSA APOYADA EN LOS DOS SENTIDOSYeso (1500 kg/m3)SENTIDO CORTOCA CV =0.0361.00peso en Kg/m3EspesorACA CM =0.0361.006060.071680.00340.00342.392.373030CA NEG =0.0001.0000.000000.00000.00332.332.373130TEJA2,500.000.040=100.00kg/m2SENTIDO LARGOCB CV =0.0361.00Concreto Reforzado 2,400.000.100=240.00kg/m2BCB CM =0.0631.008990.108870.00520.00523.633.552020Yeso 1,500.000.025=37.50kg/m2CB NEG =0.0001.0000.000000.00000.00332.332.373130Factor sobrecargacarga factorizadaCORTANTEtotal carga muerta377.50kg/m21.4528.5SENTIDO CORTOcarga viva, casa hab.150.00kg/m21.7255AWA =0.5001.00Cortante actuante VA =1001N Vc =4207ok!suma783.5SENTIDO LARGOBWB =0.5001.00Cortante actuante VB =1025.0125N Vc =4207ok!

COEFICIENTES PARA MOMENTOSCoeficientes para momentos negativos en losasCoeficientes para momentos positivos en losas por carga muertaCoeficientes para momentos positivos en losas por carga vivaRelacin de carga W en las direcciones A y B para cortante en losas y carga sobre los apoyosValores Para CA Neg.Valores Para CA Carga Muerta.Valores Para CA Carga Viva.WA12345678912345678912345678912345678910.0000.0450.0000.0500.0750.0710.0000.0330.06110.0360.0180.0180.0270.0270.0330.0270.0200.02310.0360.0270.0270.0320.0320.0350.0320.0280.03010.5000.5000.1700.5000.8300.1100.2900.3300.6700.950.0000.0500.0000.0550.0790.0750.0000.0380.0650.950.0400.0200.0210.0300.0280.0360.0310.0220.0240.950.0400.0300.0310.0350.0340.0380.0360.0310.0320.950.5500.5500.2000.5500.8600.7500.3300.3800.7100.900.0000.0550.0000.0600.0800.0790.0000.0430.0680.900.0450.0220.0250.0330.0290.0390.0350.0250.0260.900.0450.0340.0350.0390.0370.0420.0400.0350.0360.900.6000.6000.2300.6000.8800.7900.3800.4300.7500.850.0000.0600.0000.0660.0820.0830.0000.0490.0720.850.0500.0240.0290.0360.0310.0420.0400.0290.0280.850.0500.0370.0400.0430.0410.0460.0450.0400.0390.850.6600.6600.2800.6600.9000.8300.4300.4900.7900.800.0000.0650.0000.0710.0830.0860.0000.0550.0750.800.0560.0260.0340.0390.0320.0450.0450.0320.0290.800.0560.0410.0450.0480.0440.0510.0510.0440.0420.800.7100.7100.3300.7100.9200.8600.4900.5500.8300.750.0000.0690.0000.0760.0850.0880.0000.0610.0780.750.0610.0280.0400.0430.0330.0480.0510.0360.0310.750.0610.0450.0510.0520.0470.0550.0560.0490.0460.750.7600.7600.3900.7600.9400.8800.5600.6100.8600.700.0000.0740.0000.0810.0860.0910.0000.0680.0810.700.0680.0300.0460.0460.0350.0510.0580.0400.0330.700.0680.0490.0570.0570.0510.0600.0630.0540.0500.700.8100.8100.4500.8100.9500.9100.6200.6800.8900.650.0000.0770.0000.0850.0870.0930.0000.0740.0830.650.0740.0320.0540.0500.0360.0540.0650.0440.0340.650.0740.0530.0640.0620.0550.0640.0700.0590.0540.650.8500.8500.5300.8500.9600.9300.6900.7400.9200.600.0000.0810.0000.0890.0880.0950.0000.0800.0850.600.0810.0340.0620.0530.0370.0560.0730.0480.0360.600.0810.0580.0710.0670.0590.0680.0770.0650.0590.600.8900.8900.6100.8900.9700.9500.7600.8000.9400.550.0000.0840.0000.0920.0890.0960.0000.0850.0860.550.0880.0350.0710.0560.0380.0580.0810.0520.0370.550.0880.0620.0800.0720.0630.0730.0850.0700.0630.550.9200.9200.6900.9200.9800.9600.8100.8500.9500.500.0000.0860.0000.0940.0900.0070.0000.0890.0880.500.0950.0370.0800.0590.0390.0610.0890.0560.0380.500.0950.0060.0880.0770.0670.0780.0920.0760.0670.500.9400.9400.7600.9400.9900.9700.8600.8900.970

Valores Para CB Neg.Valores Para CA Carga Muerta.Valores Para CB Carga Viva.WB12345678912345678912345678912345678910.0000.0450.0760.0500.0000.0000.0710.0610.03310.0630.0180.0270.0270.0180.0270.0330.0230.02010.0360.0270.0320.0320.0270.0320.0350.0300.02810.5000.5000.8300.5000.1700.2900.7100.6700.3300.950.0000.0410.0720.0450.0000.0000.0670.0560.0290.950.0330.0160.0250.0240.0150.0240.0310.0210.0170.950.0330.0250.0290.0290.0240.0290.0320.0270.0250.950.4500.4500.8000.4500.1400.2500.6700.6200.2900.900.0000.0370.0700.0400.0000.0000.0620.0520.0250.900.0290.0140.0240.0220.0130.0210.0280.0190.0150.900.0290.0220.0270.0260.0210.0250.0290.0240.0220.900.4000.4000.7700.4000.1200.2100.6200.5700.2500.850.0000.0310.0650.0340.0000.0000.0570.0460.0210.850.0260.0120.0220.0190.0110.0170.0250.0170.0130.850.0260.0190.0240.0230.0190.0220.0260.0220.0200.850.3400.3400.7200.3400.1000.1700.5700.5100.2100.800.0000.0270.0610.0290.0000.0000.0510.0410.0170.800.0230.0110.0200.0160.0090.0150.0220.0150.0100.800.0230.0170.0220.0200.0160.0190.0230.0190.0170.800.2900.2900.6700.2900.0800.1400.5100.4500.1700.750.0000.0220.0560.0240.0000.0000.0440.0360.0140.750.0190.0090.0180.0130.0070.0120.0200.0130.0070.750.0190.0140.0190.0160.0130.0160.0200.0160.0130.750.2400.2400.6100.2400.0600.1200.4400.3900.1400.700.0000.0170.0500.0190.0000.0000.0380.0290.0110.700.0160.0070.0160.0110.0050.0090.0170.0110.0060.700.0160.0120.0160.0140.0110.0130.0170.0140.0110.700.1900.1900.5500.1900.0500.0900.3800.3200.1100.650.0000.0140.0430.0150.0000.0000.0310.0240.0080.650.0130.0060.0140.0090.0040.0070.0140.0090.0050.650.0130.0100.0140.0110.0090.0100.0140.0110.0090.650.1500.1500.4700.1500.0400.0700.3100.2600.0800.600.0000.0100.0350.0110.0000.0000.0240.0180.0060.600.0100.0040.0110.0070.0030.0060.0120.0070.0040.600.0100.0070.0110.0090.0070.0080.0110.0090.0070.600.1100.1100.3900.1100.0300.0500.2400.2000.0600.550.0000.0070.0280.0080.0000.0000.0190.0140.0050.550.0080.0030.0090.0050.0020.0040.0090.0050.0030.550.0080.0060.0090.0070.0050.0060.0090.0070.0060.550.0800.0800.3100.0800.0200.0400.1900.1500.0500.500.0000.0060.0220.0060.0000.0000.0140.0100.0030.500.0060.0020.0070.0040.0010.0030.0070.0040.0020.500.0060.0040.0070.0050.0040.0050.0070.0050.0040.500.0600.0600.2400.0600.0100.0300.1400.1100.030

DISEODISEO DE ZAPATA DE CIMENTACIONNOTACION

N Cortante (Factor de reduccin ) =0.85Carga Aplicada P =15,822.54Capacidad de carga de terreno qadm. =1.50F'c =250.00F'y =4200.00Largo de la columna C1 =30.00Ancho de la columna C2 =30.00Factor de Conversion a cargas de servicio FC =1.50Ancho Propuesto de la Zapata B =100.00DIMENSIONES DE LA ZAPATAF = (P/FC) /A =>CARGA SOPORTADA POR LA ZAPATAArea requerida de la Zapata Az =7032.24peso de las trabes1011.36Largo Calculado A req. =70.32peso de la columna1,626.24kgLargo adoptado A =100.00carga transmitida por trabes13,184.94kgDISEO DE LA ZAPATATotal15,822.54kgPERALTE NECESARIO :-FLEXION :d = Mu/0.331B = Fn C^2 / 2(0.331)Mu kg/m2 =969.13d =5.41- CORTANTE :- Peralte Necesario actuando como Viga :- Peralte Necesario actuando como Losa :d = A Fn(B-C2) / (2A Fn + N F'c B)X = (0.27+4 C1/C2) < 1.1d =6.67X =1.10A = -Fn -4 X N F'cPERALTE CALCULADO PROPUESTO :A =-60.72d propuesto =6.67B = (C1+C2)( -Fn -2 X N F'cd adoptado =10.00B =-1868.97ACERO DE REFUERZO :C =-Fn (AB-C1C2)W =0.04690C =14398.51Ro =0.0027919141AS req =2.79d = A d^2 + B d + C = 0 searacion propuesta =25.52d = 6.38de varillaseparacion adoptada =varilla diam 3/8" a cada 20 cms. Ambos sentidos

ABC1C2

CALCULO Y ANALISIS

CAPACIDAD DE CARGA DE COLUMNAS SUJETAS A FLEXOCOMPRESION BIAXIAL

Numero de Varillas1 1/4"24196.13P =544,000.00Kg1" 0.00f'c =281.00b =91.403/4" 0.00fy =4,220.00h =91.405/8" 0.00As =196.13Ag =8,353.961/2" 0.00Mux =248,900.00Kg-m3/8" 0.00Muy =103,700.00Kg-mAsTOTAL196.13fac. de reduccion de resistencia =0.7091.4Ro minima =0.0100As minima =83.54cm2Ro adoptada = As/ bh =0.0235ok!!91.40

Revisin de Esbeltez

K =1.00Lu =3.66mr =27.42cm34-12(M1b/M2b) =46.00No considerar efectos de esbeltezKlu/r =13.35

Calculo y Anlisis1.- Determinacin de las resistencias nominales a carga-momento requeridas para columnas con estribos Pn = Pu/ Fact red. =777,142.86KgMnx = Mux / Fact red. =355,571.43Kg-mMny = Muy / Fact red. =148,142.86Kg-m2.- Calculo de la Resistencia por el mtodo de Bresler de carga recprocaVerificar Pn > 0.1 f'c Ag0.1 f'c Ag =234.75SI SE PUEDE USAR ESTE METODOCalculo de Po, Pox y PoyPo = 0.85 f'c An + As fy =2,776.17Conociendo la cantidad de acero real y las resistencias nominales carga-momento requeridas (Pn, Mnx, Mny) se puede determinar Pox y Poyey = Mnx / Pn =45.75cmey / h =0.50con estos datos ir a la figura 11.19 con ey/h y Rog (cant. Acero)de la grafica se obtiene : Fac Red Pox / Ag =0.081Ton/cm2Por lo tanto Pox = 966.67Ton/cm2ex = Mny / Pn =19.06cmex / h =0.21con estos datos ir a la figura 11.19 con ey/h y Rog (cant. Acero)de la grafica se obtiene : Fac Red Poy / Ag =0.144Ton/cm2Por lo tanto Poy = 1,718.53Ton/cm2Pn < 1 / (1/Pox)+(1/Poy)-(1/Po) =796.08La seccin propuesta si es apta para resistir las acciones aplicadas