Diseño de cimentacion

Muro Perimetral Voladizo

H= 6m
bo=0.5m
b1=1.4m
ht=0.5m
b=4.2m
Empuje Activo
Ka=tg245-152
Ka=0,589
Pa1=-2*15*0.589=-23.024 kPa
Pa2=19*3*0,589-2*15*0.589=10.549 kPa
Pa3=19*3+10*3*0.589-2*15*0.589=28.219kPa
Pw2=0 kPa
Pw3=10*3=30 kPa
Psc=10*0.589=5.89 kPa
Empuje Pasivo
Kp=tg245+152
Kp=1.698
Pp4=2*15*1.698=39.092 kPa
Ppc4=39.0922=19.546
Pp5=19*0.4*1.698+2*15*1.698=51.997kPaPpc5=51.9972=25.999
Pw5=0 kPa
Pw6=10*0.6=6 kPa

F1=5.5*0.5*24=66 kN
F2=4.2*0.5*24=50.4 kN
F3=2.3*3*19=131.1 kN
F3’= 2.3*2.5*20 = 115
F4=0.5*10.549*3-2.057=4.974 kN

F5=0.5*23.024*2.057=23.68 kN
F6=3*10.549=31.647 kN
F7=0.5*3*(28.219-10.549)=26.505 kN
F8=0.5*3*30=45 kN
F9=6*5.89=35.34 kN
F10=1.4*0.4*19=10.64 kN
F10'=1.4*0.1*20=2.8 kN
F11=0.4*19.546=7.818 kNF12=0.5*0.4*(25.999-19.546)=1.291 kN
F13=0.6*25.999=15.599kN
F14=0.5*0.6*31.093-25.999)=1.528 kN
F15=0.5*0.6*6=1.8 kN
F16=4.2*6=25.2 kN
F17=0.5*4.2*(30-6)=50.4 kN

Construcción de tablas de esfuerzos y momentos

N | FV | FH | BRAZO | M est. | M des. |
1 | 66.000 |   | 1.650 | 108.900 |   |
2 | 50.400 |   | 2.100 | 105.840 |   |
3 | 131.100 |   | 3.050 | 399.855 |   |
3' | 115.000 |   | 3.050 | 350.750 |  |
4 |   | 4.974 | 3.314 |   | 16.484 |
5 |   | -23.680 | 5.314 | 125.836 |   |
6 |   | 31.647 | 1.500 |   | 47.471 |
7 |   | 26.505 | 1.000 |   | 26.505 |
8 |   | 45.000 | 1.000 |   | 45.000 |
9 |   | 35.340 | 3.000 |   | 106.020 |
10 | 10.640 |   | 0.700 | 7.448 |   |
10' | 2.800 |   | 0.700 | 1.960 |   |
11 |   | -7.818 | 0.800 | 6.254 |   |
12 |   | -1.291 | 0.733 | 0.946 |  |
13 |   | -15.599 | 0.300 | 4.680 |   |
14 |   | -1.528 | 0.200 | 0.306 |   |
15 |   | -1.800 | 0.200 | 0.360 |   |
16 | -25.200 |   | 2.100 |   | 52.920 |
17 | -50.400 |   | 2.800 |   | 141.120 |
Total | 300.340 | 91.750 |   | 1113.135 | 435.519 |

Chequeo por Vuelco
M est. | 1113.135 |
M des. | 435.519 |

FSvuelco=ΣMfestabilizanteΣMfdesestabilizante≥2FSvuelco=1113.135435.519=2.56≥2 Cumple OK!
Chequeo por deslizamiento

FSdeslizamiento=ΣFh resistenteΣFh actuante>1.5
Se considera concreto liso δ=17°
Fh resistente=ΣFv*tanϕ+c*b
Fh resistente=ΣFv*tanδ+ca*b

FH resistentes | 143.47586 |
F actuantes | 91.750 |

Fh resistente=300.340*tan15+15*4.2=143.4759
Fh resistente=300.340*tan17+0.9*15*4.2=148.5232
De estos dos se toma el menor valor el cual es143.4759
Entonces:FSdeslizamiento=143.475991.750=1.56>1.5 Cumple OK!
Solicitaciones sobra la cimentación
ΣMo resultante= ΣMfestabilizante-ΣMfdesestabilizante
ΣMo resultante=1113.135-435.519=677.62
ΣFvertical=300.34
eo=ΣMo resultanteΣFvertical=677.62300.34=2.26m
Cae dentro del Tercio Central.
Cae dentro del Tercio Central.

Pre dimensionamiento y metrado
Pre dimensionamiento:VIGAS |
h (m) = | 0.5 |
b (m) = | 0.25 |
LOSA |
e (m) = | 0.2 |
Áreas efectivas |
24.835 | 4 | 99.34 |
24.795 | 4 | 99.18 |
| | 198.52 |

AREA (m2) | 200 |
h entrepiso (m) = | 3 |
Df (m) = | 1 | |

COLUMNAS |
TIPO | P (kg/m2) | Area (m2) | f`c (kg/cm2) | N | a (cm) | a (aprox.) |
C1 (cent.) | 1000 | 25 | 210 | 10 | 51.43 | 0.5 |
C2 (exc.) | 1000 | 12.5 | 210 | 10 |41.24 | 0.4 |
C3 (esq.) | 1000 | 6.25 | 210 | 10 | 29.16 | 0.3 |

Metrado de cargas

PISO 10
Losa maciza
q (t/m2) | Area (m2) | Total |
0.3 | 198.52 | 59.556 |

Columnas
n | lado (m) | h (m) | δ (t/m3) | Total |
3 | 0.5 | 3 | 2.4 | 5.4 |
8 | 0.4 | 3 | 2.4 | 9.216 |
4 | 0.3 | 3 | 2.4 | 2.592 |

Vigas
n | b (m) | h (m) | l (m) | δ (t/m3) | Total |
8 | 0.25 | 0.5 | 4.65| 2.4 | 11.16 |
8 | 0.25 | 0.5 | 4.55 | 2.4 | 10.92 |
4 | 0.25 | 0.5 | 4.6 | 2.4 | 5.52 |
2 | 0.25 | 0.5 | 4.5 | 2.4 | 2.7 |

Techo
q (t/m2) | Area (m2) | Total |
0.1 | 198.52 | 19.852 |

PISO 9 al 2
Losa maciza
q (t/m2) | Area (m2) | Total |
0.3 | 198.52 | 59.556 |

Columnas
n | lado (m) | h (m) | δ (t/m3) | Total |
3 | 0.5 | 3 | 2.4 | 5.4 |
8 | 0.4 | 3 | 2.4 |...