Hoja1

1.0 )PREDIMENSIONAMIENTO

1.1 )Losas aligeradasEspesor del Aligerado (cm)Espesor del Ladrillo (cm)Usado en Luces de1712menores a 4 m.2015entre 5 y 5.5 m.2520entre 6 y 6.5 m.3025entre 7 y 7.5 m.

Luz libre mayor (Ln) =5.70 mEspesor (e) =23.75 cme =25.00 cm

1.2 )Vigash = L / 12 @ L / 10h = L / 10 ( criterio prctico frente a sismos )b = 0.3 h @ 0.5 hDe acuerdo a los criterios anteriores:Viga Principal=Ln1Viga Secundaria=Ln2Ln1 =570.00 cmLn2 =390.00 cmVigas principales : h =57.00 cmh =60.00 cmb=25.00 cmVigas secundarias : h = 39.00 cmh =40.00 cmb=25.00 cm

1.3 )Columnas1ER METODOArea de columna = PSERVICIO/0.45f'c; para columnas interiores.Area de columna = PSERVICIO/0.35f'c; para columnas exteriores.

se supone un peso por piso de 1.00 Tn/m- Columna interior C4:Nmero de pisos =3pisosArea tributaria : X1=3.88 mY1=3.93 mAt=15.21 mPeso total ( ton ) = 45.63 Tn218.25Area de la columna = 482.84 cmSe escoge columna de seccin (Cd)25.00 cmx20.00 cm25.00 cm 20.00 cm =500.00 cm>482.84 cmOK

2ER METODOAc =K*At*nn =Numero de PisosArea Tributaria de la Columna ms crticaAt=x1*y1 m2X1=3.88 mX1Y1=3.93 mAt=15.21 m Y1Cuadro KTipo de ColumnaPisoLuzArea Trib. X Piso1 (Colum Central)2 (Colum ext. Port princ)3 (Colum ext. Port secund)4 (Colum en esquin)Antepenltimo4160.00130.00250.00220.004Antepenltimo6360.00110.0020.00160.0028Antepenltimo8640.00110.00170.00150.0023Segundo4160.00110.00140.00140.0021Segundo6360.00120.00140.00140.0015Segundo8640.00120.00140.00140.0015

00015.21 mK4160.0011

K =0.0011n (N de Pisos)3At =0.05 mAt =501.91 cmCd=25.00 cmx25.00 cm

1.4 )Muros de corte

2.0 )ANALISIS SISMICO

NIVELPiHiPi*HiF.DF.SCORTE BASAL417.03110.2173.723.5933.5930.000351.5517.7396.958.20911.8020.000251.5515.2268.075.54417.3460.000151.7012.7139.592.88720.2330.000978.322023.31%

3.0 )LOSA3.1 )DISEO DE LOSAS ALIGERADAS

a.-Cuantia MximaPmax =0.5*PbPmax =0.010625

U=1.5CM+1.8CVSe realizara el diseo de un aligerado del piso tpico que se encuentra entre los ejes 1 - 2 y A - ECarga DistritbuidaCMDescripcincarga (tn/m2)ancho (m)Tn/mPeso propio aligerado0.30.40.12Peso piso terminado0.10.40.04Wd0.16

CVDescripcincarga (tn/m2)ancho (m)Tn/mS/C Vivienda0.20.40.08Wi0.08

Cargas Puntuales (tn)CMDescripcincarga (tn/m)ancho (m)TnPeso Tabiques0.50.40.2Wd0.2

Tenemos : Cargas de Servicio (CM + CV)Wds0.24 Tn/mWis0.20 Tn

Tenemos : Cargas de Ultima (1.4CM + 1.7CV)Wdu0.36 Tn/mWiu0.30 Tn

CARGA MUERTA

CARGA VIVA

DESCRIPCINTRAMO OATRAMO ABTRAMO BCTRAMO CDTRAMO DEWds0.24 Tn/m0.24 Tn/m0.24 Tn/m0.24 Tn/m0.24 Tn/mWis0.20 Tn/m0.00.20 Tn/m0.00.0Wdu0.36 Tn/m0.36 Tn/m0.36 Tn/m0.36 Tn/m0.36 Tn/mWiu0.30 Tn0.00.30 Tn0.00.0Distancia L0.58 m2.98 m3.17 m3.15 m3.25 mDistancia "a"0.58 m0.00.85 m0.00.0Distancia "b"0.00 m0.02.32 m0.00.0

RegidezK=I/LExtremo articulado y otro empotrado

K=3/4*I/LLos dos extremos articuladosFactor de DistribuconFD = Ki/ki

DESCRIPCINTRAMO OATRAMO ABTRAMO BCTRAMO CDTRAMO DEDistancia0.58 m2.98 m3.17 m3.15 m3.25 m13.13 mRegidez0.00 I/L1.00 I/L1.00 I/L1.00 I/L0.75 I/L0.00 I0.34 I0.32 I0.32 I0.23 I1.20 I

MOMENTOSTramo AO (Carga repartida) = Wdu x L2/ 2 =0.06 Tn-m0.23 Tn-mTramo AO (Carga concentrada) = Wiu xL2/2 =0.17 Tn-mTramo AB = BA = Wdu x L2/ 12 =0.27 Tn-mTramo BC = CB = Wdu x L2/ 12 =0.30 Tn-mTramo BC (Carga concentrada) = Wiu x a*b2/L2 =0.22 Tn-m0.52 Tn-mTramo CB (Carga concentrada) = Wiu x a2*b/L2 =0.08 Tn-m0.38 Tn-mTramo CD = DC = Wdu x L2/ 12 =0.30 Tn-mTramo DE = ED = Wdu x L2/ 12 =0.48 Tn-m

FD0.001.000.520.480.500.500.580.421.00-0.2350.266-0.2660.521-0.3820.298-0.2980.475-0.4750.1330.133-0.2380.000-0.165-0.200-0.188-0.1490.0350.0250.4750.1160.117-0.0830.0580.0430.03999-0.034-0.024600.020-0.010-0.01003-0.00498-0.0050.0030.002410.0030.00211

MOMENTO ULTIMO-0.23 Tn-m0.23 Tn-m-0.37 Tn-m0.37 Tn-m-0.26 Tn-m0.26 Tn-m-0.24 Tn-m0.24 Tn-m0.00 Tn-mReaccion Simple0.2090.5360.5360.5710.5710.5670.5670.5850.585Reaccion Puntual0.3000.2200.080Reaccion de Momento0.203-0.2030.198-0.1980.158-0.1580.074-0.074Reaccion Final0.51 Tn0.74 Tn0.33 Tn0.99 Tn0.45 Tn0.72 Tn0.41 Tn0.66 Tn0.51 TnX0 = 1.41 m2.05 m1.26 m2.01 m1.83 m

Mmx0.06 Tn-m0.52 Tn-m0.03 Tn-m0.47 Tn-m0.36 Tn-m-0.19 Tn-m

3.2 )DISEO POR FLEXINVigueta de seccin transversal T,

h =L/24L=3.35 mh =0.14 m

CLCULO DE ACEROUsando la Formula del libro Concreto Armado I, del autor Ing. Gianfranco Ottazzi.

DATOSBase positiva (b+) =40.00 cmPb = 0.85*1*f'c/Fy(6000/(6000-+fy))Base negativa (b-) =10.00 cmAltura (h) =17.00 cmRecubrimiento ( r) =3.00 cmPeralte efectivo (d) =14.00 cmfy =4200.0 Kg/cmf'c =210.0 Kg/cm =0.901 =0.85Pmin =0.00330.0027602622Pb = 0.02125Cuantia BalanceadaPmx =0.0159375REFUERZO NEGATIVONODOABCDEMu (kg-cm)23,455.2037,052.9425,571.2324,042.660.00a1.62232.66871.77931.66570.0000W2.67873.09792.75052.69891.2950As (Calculado)0.47 cm0.77 cm0.52 cm0.48 cm0.00 cmVarilla1 3/8"1 1/2"1 3/8"1 3/8"1 3/8"As (Colocado)0.71 cm1.27 cm0.71 cm0.71 cm0.71 cm1234p0.00510.00910.00510.00510.00513/8"0.711.422.132.84Verific si P > PminOKOKOKOKOK1/2"1.272.543.815.08Verific si Pmx > POKOKOKOKOK5/8"1.983.965.947.923/4"2.855.78.5511.4DESCRIPCINTRAMO OATRAMO ABTRAMO BCTRAMO CDTRAMO DE1/2" + 5/8"3.256.59.7513Mu (kg-cm)5,816.8052,486.822,991.5947,332.4736,270.01a0.09510.88280.04880.79350.6039W1.50632.27071.41732.21032.0690As (Calculado)0.11 cm1.02 cm0.06 cm0.92 cm0.70 cmVarilla1 3/8"1 1/2"1 3/8"1 1/2"1 3/8"As (Colocado)0.71 cm2.13 cm0.71 cm2.13 cm1.42 cmp0.00130.00380.00130.00380.0025Verific si P > PminAcero MinimoOKAcero MinimoOKAcero MinimoVerific si Pmx > POKOKOKOKOK

3.3 )DISEO POR CORTE

Vc VuEn el caso de aligerados se permite un 10% de incremento en la resistencia

Vc = 0.85*1.1*0.53*(fc)*bw*d,bw = 10 cmVu =0.99 Tn Vc = 1.01 Tn Vc VuNo cumple

Vc = 0.85*1.1*0.53*(fc)*bw*d,bw = 25 cm Vc = 2.51 Tn Vc VuSi cumple

3.4 )DEFLEXIONESh L/21h =0.15 m3.5 )CORTE Y DOBLADO DE REFUERZOL/5 o L/4 para momentos negativos.L/6 o L/7 para momentos positivos.

4.0 )VIGAS

U=1.5CM+1.8CVSe realizara el diseo la Viga en eje 2 y A - ECarga DistritbuidaCMDescripcincargaLargo (m)ancho (m)Tn/mPeso propio Viga2.4 Tn/m3.8750.252.325Peso propio aligerado0.30 Tn/m3.6251.0875Peso Tabiques0.50 Tn/m3.6251.8125Peso piso terminado0.10 Tn/m3.8750.3875Wd5.6125

CVDescripcincarga (tn/m2)Largo (m)ancho (m)Tn/mS/C Vivienda0.20 Tn/m3.8750.775Wi0.775

Cargas Puntuales (tn)CMDescripcincarga (tn/m)carga (tn/m)ancho (m)TnPeso Tabiques0.53.8751.9375Wd1.9375

Tenemos : Cargas de Servicio (CM + CV)Wds6.39 Tn/mWis1.94 Tn

Tenemos : Cargas de Ultima (1.4CM + 1.7CV)Wdu9.18 Tn/mWiu2.91 Tn

DESCRIPCINTRAMO ABTRAMO BCTRAMO CDTRAMO DEWds6.39 Tn/m6.39 Tn/m6.39 Tn/m6.39 Tn/mWis0.01.94 Tn/m0.00.0Wdu9.18 Tn/m9.18 Tn/m9.18 Tn/m9.18 Tn/mWiu0.02.91 Tn0.00.0Distancia L3.11 m3.17 m3.15 m3.38 mDistancia "a"0.00.85 m0.00.0Distancia "b"0.02.32 m0.00.0

RegidezK=I/LExtremo articulado y otro empotrado

K=3/4*I/LLos dos extremos articuladosFactor de DistribuconFD = Ki/ki

DESCRIPCINTRAMO ABTRAMO BCTRAMO CDTRAMO DEDistancia3.11 m3.17 m3.15 m3.38 m12.81 mRegidez0.75 I/L1.00 I/L1.00 I/L0.75 I/L0.24 I0.32 I0.32 I0.22 I

MOMENTOSTramo AB = BA = Wdu x L2/ 8 =11.09 Tn-mTramo BC = CB = Wdu x L2/ 12 =7.68 Tn-mTramo BC (Carga concentrada) = Wiu x a*b2/L2 =2.13 Tn-m9.81 Tn-mTramo CB (Carga concentrada) = Wiu x a2*b/L2 =0.78 Tn-m8.46 Tn-mTramo CD = DC = Wdu x L2/ 12 =7.59 Tn-mTramo DE = ED = Wdu x L2/ 12 =13.10 Tn-m

FD1.000.430.570.500.500.590.411.0011.093-11.0939.810-8.4627.587-7.58713.102-13.1025.546-6.551-11.093-1.847-2.417-3.7930.6090.42613.1022.3272.342-5.5461.1712.4033.14335-0.689-0.481761.572-0.783-0.78832-0.39168-0.3940.1700.221980.2320.16216

MOMENTO ULTIMO0.00 Tn-m-10.37 Tn-m10.37 Tn-m-5.35 Tn-m5.35 Tn-m-6.66 Tn-m6.66 Tn-m0.00 Tn-mReaccion Simple14.26714.26714.54214.54214.45114.45115.50615.506Reaccion Puntual2.1270.779Reaccion de Momento3.334-3.3344.957-4.9573.811-3.8111.970-1.970Reaccion Final17.60 Tn10.93 Tn21.63 Tn10.36 Tn18.26 Tn10.64 Tn17.48 Tn13.54 TnX0 = 1.19 m1.13 m1.99 m1.1601.90 m

Mmx-4.44 Tn-m-3.85 Tn-m11.2 Tn-m12.83 Tn-m10 Tn-m-5.24 Tn-m

4.1 )DISEO POR FLEXINh =L/24L=3.35 mh =0.14 m

CLCULO DE ACEROUsando la Formula del libro Concreto Armado I, del autor Ing. Gianfranco Ottazzi.

DATOSBase positiva (b) =25.00 cmPb = 0.85*1*f'c/Fy(6000/(6000-+fy))Altura (h) =40.00 cmRecubrimiento ( r) =4.00 cmPeralte efectivo (d) =36.00 cmfy =4200.0 Kg/cmf'c =210.0 Kg/cm =0.901 =0.85Pmin =0.00330.0027602622Pb = 0.02125Cuantia BalanceadaPmx =0.0159375

REFUERZO NEGATIVONODOABCDEMu (kg-cm)443,707.591,036,734.23534,695.82665,755.43524,094.35a4.820112.77515.90387.53715.7755W2.79223.71832.96293.18542.9438As (Calculado)3.49 cm9.26 cm4.28 cm5.46 cm4.19 cmNro123Varilla2 5/8"4 3/4"2 1/2" y 2 5/8"2 1/2" y 2 5/8"2 5/8"3/8"0.711.422.13As (Colocado)1.27 cm1.27 cm1.27 cm1.27 cm1.27 cm1/2"1.272.543.81p0.00390.01030.00480.00610.00475/8"1.983.965.94Verific si P > PminOKOKOKOKOK3/4"2.855.78.55Verific si Pmx > POKOKOKOKOK1/2" + 5/8"3.256.59.75

DESCRIPCINTRAMO ABTRAMO BCTRAMO CDTRAMO DEMu (kg-cm)385,273.471,120,102.071,282,663998,501524,094.35a4.143614.124117.028412.18195.7755W2.67353.82424.02013.66832.9438As (Calculado)3.00 cm10.24 cm12.35 cm8.83 cm4.19 cmVarilla2 5/8"1 1/2" + 4 3/4"5 3/4"1 1/2" + 4 3/4"1 1/2" + 2 5/8"As (Colocado)1.27 cm3.81 cm1.27 cm3.81 cm2.54 cmp0.00330.01140.01370.00980.0047Verific si P > PminOKOKOKOKOKVerific si Pmx > POKOKOKOKOK

4.2 )DISEO POR CORTE

Vc VuEn el caso de aligerados se permite un 10% de incremento en la resistencia

Vc = 0.85*1.1*0.53*(fc)*bw*d,bw = 10 cmVu =21.63 Tn Vc = 6.46 Tn Vc VuNo cumple

Vc = 0.85*1.1*0.53*(fc)*bw*d,bw = 25 cm Vc = 6.46 Tn Vc VuSi cumple

4.3 )DEFLEXIONESh L/21h =0.15 m4.4 )CORTE Y DOBLADO DE REFUERZOL/5 o L/4 para momentos negativos.L/6 o L/7 para momentos positivos.