ejercico 7
10
DISEÑO DE ZAPATA CONECTADA EJERCICIO 7 DATOS DE DISEÑO DE VIGA DE CIMENTACION C1 PD = 12 Tn PL = 95 Tn C2 PD = 36 Tn PL = 17 Tn S/C= 400 Kg/m2 P1 f´c = 175 Kg/cm2 fy = 4200 Kg/cm2 6.20 2.50 Kg/cm2 S/C=400Kg/m 2.4 Tn/m2 5.85 1.8 Tn/m2 Hf = 2.35 m Hf = 2.35 m VC Df = 2.2 m NPT = 0.15 m NTN = 0.00 m f'c col = 210 Kg/cm2 SOLUCION T = 2a 0.6 m VC 0.35 m t1 = 0.35 m t2 = 0.60 m S = a d 0.7 0.384846 Dimencionamiento de la Columna t1 = 0.35 m t2 = 0.50 m ESFUERZO NETO DEL SUELO 19.67 Tn/m2 2.1 Tn A. DIMENCIONAMIENTO DE LA ZAPATA EXTERIOR A zap = 6.53 m2 DONDE a x2a = 6.53 m2 S = a = 1.81 m2 S = a = 1.80 m T = 2a = 3.60 m VIGA DE CONECCION s t = g c = g s = sn =st - hf x gprom - S/C gprom = (gs +gc)/2 sn = gprom = Az =1.20 Ps /sn
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DISEÑO DE ZAPATA COMBINADA
Transcript of ejercico 7
Hoja1DISEO DE ZAPATA CONECTADA EJERCICIO 7
DATOS DE DISEO DE VIGA DE CIMENTACION
C1PD =12TnPL =95TnC2PD =36TnPL =17TnS/C=400Kg/m2 P1 P2fc =175Kg/cm2fy =4200Kg/cm26.20mNPT = 0.15 ms t =2.50Kg/cm2S/C=400Kg/m2NPT = 0 mg c =2.4Tn/m25.85g s =1.8Tn/m2Hf = 2.35 mHf =2.35mVCDf = 2.2 mDf =2.2mNPT =0.15mNTN =0.00mf'c col =210Kg/cm2SOLUCION
PREDIMENCIONAMIENTO DE COLUMNAStabla de valores f,n
AREA DE COLUMNA C1tipo de columnadescripcionfnf =1.25C1N > 4 pisos1.100.30n =0.3C2N < = 4 pisos1.100.25A col =f x Ps 2123.02cm2C2 - C3col extremos1.250.25nfcC4col esquina1.250.20
T = 2a0.6 mVC0.5 mS0.35 m0.35 mt1 =0.35mt2 =0.60mS = aT
d0.70.3848460.620
Dimencionamiento de la Columna
t1 =0.35mt2 =0.50m
ESFUERZO NETO DEL SUELO
sn =st - hf x gprom - S/Cgprom = (gs +gc)/2sn =19.67Tn/m2gprom = 2.1Tn
A.DIMENCIONAMIENTO DE LA ZAPATA EXTERIOR
Az =1.20 Ps /sn A zap =6.53m2
DONDE a x2a =6.53m2S = a =1.81m2S = a =1.80m T = 2a =3.60m
VIGA DE CONECCION
h = L/70.89mh =1.00m
b =Ps1/(31 X 6) >= h/2b =0.56h =1mb =0.60mOK
b =0.6mDIMENCIONAMIENTO DE LA ZAPATA DEFINITIVA MODELO ESTRUCTURALZAP EXTERIOR0.175 P1Para la Viga Carga Muerta 6.2 m
Wv =b x h x gcW v Wv =1.44Tn/m12S M2 = 0 1.80M1 = 0Rn = 126.50Tnsn =0.95.48mA zap =6.43m2S =1.80mRnT = Azap / S T =3.570mT =3.600mS x T =1.8 x 3.6 m2
B.DISEO DE LA VIGA DE CIMENTACION 0.175 PU1 Pu1 = 1,4*PD + 1,7*PL6.2 mPu1 =178.3TnPu2 =79.3TnW vu W vu = 2.16Tn/m12S M2 = 0 1.80M1 = 0Rnu =209.91TnW nu 0.9W nu = 116.62Tn/m5.48m
CALCULO DEL MAXIMO MOMENTO Rnu
X SV = 00.175 PU1W vu = 116.62Tn/m6.2 mX =1.56mOK
Distancia (x) Mmaxx-0.17512Mmax =-107.67Tn . m 1.80M1 = 0W nu = 116.62Tn/mDISEO POR FLEXION X ACERO SUPERIOR Mmax =(-)Mmax 107.67Tn . m f=0.90 (+)As = Mu / (0.90 x d fc)1.56w =0.1442631735r =0.006OKrmin =0.0033As =33.460941459cm2VIGA DE CIMENAs =18.36994510.6597773843/8
Numero de Varillas n =As / Afd=92.78h =1mconfirmar tipo de acero1confirmar tipo de acero1.5f =1 Af =5.07f =1 1/2 Af =11.4022.801164075b =0.6mn =2.10n =2.00
n =3varillasn =2varillasESPACIAMIENTO1" = 2.5cms = 13.93cmOKVIGA DE CIMEN3f =12f =1.5ACERO INFERIOR3/8As inf = (1/3 o 1/2)As Superior92.7775As inf = As Min As Superior =38.00cm 24f =1As inf = (1/2)As Superiorb =0.6mAs inf =12.67cm 2As Min = rmin x b dAs Min = 18.37cm 2 P1 P2Entonces se Trabaja conAs = 18.37cm 25.35m3 1" 5.35 m2 1" 2.70m2 1"Numero de Varillas n =As / Af4.28mconfirmar tipo de acero1f =1 Af =5.07n =3.63n =4varillas4 3/4"GRAV AESTRIBOS 1 @ 0.05, 10 @ 0.125, RESTO 0.30CDISEO POR CORTANTE V1u= Wnu*(t1+d)-Wvu(t1+d)-P1V2u= Wnu*S-Wvu*S-P1Vc = 0,53*f'c *b*dWnu =116.62Wnu =116.6239.03OKt1=0.35S=1.8039.03OKd =0.927775Wvu =2.16Wvu =2.16Pu1 =178.3Pu1 =178.30V1u =-32.05V1u =27.73V1u /0.85=-37.7010276471V1u /0.85=32.621DDISEO DE LA ZAPATA EXTERIORWnu =Rnu/T58.31MuMax = Wnu*l*l/265.60d1DIMENSIONAIENTO hzd2 DISEO POR CORTEd3 DISEO POR FLEXIONr0.075Mu
