Diseño De Cimentación De Casa Habitación

CASA HABITACIÓN

CARGAS UNITARIAS

AZOTEA:

ESTIMACION DEL PERALTE DE LA LOSA
SUPONER UNA LOSA DE h=20cm
Vtotal= 0.7520.2=0.1125m3
Vcaseton = 0.620.15=0.054m3
Vconc. = 0.0585m3
Wcon. =(0.0585)(2400)= 140.4 kg
Wcaseton= (0.054)(20)= 1.08
Wtotal= 141.48kg
W=WtotalA=141.48(0.75)2=251.52Kg
REVISION DELPERALTE DE LA LOSA
dmin=P250(0.032 4fsWs
P= 2.25(a+b)=2.25(6.25+7)=2,981.25cm
dmin=2981.25250(0.032 40.64200490]=12.88<h=20cm ∴ok

| | ESPESOR | PESO VOLUMETRICO | W | |
LOSA RETICULAR | h= 20 |   |   | 251.52 | |
APLANADO DE YESO | e= 1.5cm | 0.015 | 1500 | 22.5 | |
PLACA DE POLIESTIRENO | t=15cm | 0.15 | 20 | 3 | |
ENTORTADO | e= 2cm | 0.02 | 2100 | 42 | |IMPERMEABILIZACION E INSTALACIONES |   |   |   | 35 | |
SOBRECARGA REGLAMENTARIA |   |   |   | 40 | |
| | | CM= | 394.02 KG/M2 | |
| | | CVMAX= | 100 KG/M2 | |
| | | CT= | 494.02KG/M2= | 495KG/M2 |
| | | 494.02*1.4= | 693KG/M2 | |
ENTREPISO:

| | ESPESOR | PESO VOLUMETRICO | W | |
LOSA RETICULAR | h=20 |   |   | 251.52 | |
APLANADO DE YESO | e=20cm | 0.02 | 1500 | 22.5 ||
FIRME DE MORTERO | e=5cm | 0.05 | 2100 | 105 | |
PISO DE MARMOL |   |   |   | 40.8 | |
MUROS DIVISORIOS |   |   |   | 120 | |
IMPERMEABILIZACION E INSTALACIONES |   |   |   | 30 | |
SOBRECARGA REGLAMENTARIA |   |   |   | 40 | |
| | | CM= | 617.32 KG/M2 | |
| | | CVMAX= | 250 | |
| | | CT= | 867.32 KG/M20= | 870KG/M2 |
| | | 870*1.4= | 1218 | |

W MUROS|   |
(0.02)(2100)= 42 | MORTERO |
(0.15)(2200)= 330 | BLOCK |
372 (2.70)=1004.4 KG/M |   |

BAJADA DE CARGAS

Wmuro= | 1005 |   |   |
Wazotea= | 693 |   |   |
  |   |   |   |
PLANTA ALTA |   |   |
MURO | LONGITUD | AREA | W TOTAL |
1 A-C | 4.95 | 3.8036 | 1537.504 |
2 A-C | 4.95 | 6.4526 | 1908.364 |
4 A-C | 4.95 | 4.269 | 1602.66 |
5 A-B | 3.5 | 3.8789 | 1773.0222 |7 A-B | 3.5 | 2.6814 | 1535.9172 |
A 1-7 | 13.3 | 6.566 | 1347.12316 |
B 2-7 | 11.46 | 9.5514 | 1582.58466 |
C 2-7 | 11.46 | 2.8048 | 1174.60963 |
D 3-7 | 10.09 | 9.9581 | 1688.94086 |
| | | |
| | | |
| | | |
| | | |
Wmuro= | 1005 |   |   |
Wentrepiso= | 1218 |   |   |
PLANTA BAJA |   |   |
MURO | LONGITUD | AREA | W TOTAL |
1 A-D | 8 | 5.7988 |1887.8673 |
2 A-C | 4.95 | 2.6814 | 1664.78691 |
3 C-D | 3.05 | 3.9715 | 2590.99574 |
4 B-C | 1.45 | 0.3719 | 1317.396 |
5 A-D | 8 | 10.5758 | 2615.16555 |
6 A-C | 4.95 | 10.077 | 3484.55273 |
7 A-D | 4.95 | 4.5308 | 2119.85139 |
A 1-7 | 13.3 | 10.2489 | 1943.58347 |
B 2-7 | 11.46 | 7.4588 | 1797.74157 |
C 1-7 | 13.3 | 22.2931 | 3046.57863 |
D 1-7 | 13.3 | 13.6982 | 2259.46674 |MURO | W TOTAL |
1 A-D | 3425.3713 |
2 A-C | 3573.15091 |
3 C-D | 2590.99574 |
4 B-C | 2920.056 |
5 A-D | 4388.18775 |
6 A-C | 3484.55273 |
7 A-D | 3655.76859 |
A 1-7 | 3290.70663 |
B 2-7 | 3380.32623 |
C 1-7 | 4221.18827 |
D 1-7 | 3948.4076 |

DISEÑO DE ZAPATAS CORRIDAS BAJO MURO

DATOS:
MURO DE BLOCK DE 15CM
P=4390= 4.390 TON/M
D= 70CM
CAPACIDAD DE CARGA DEL SUELO=10 TON/M
NIVEL FREATICO= 10M
F´c=200 KG/CM2
Fy= 4200KG/CM2

OBTENCION DEL ANCHO B DE LA ZAPATA
CARGAS FACTORIZADAS
Wf/b= BDYC
B(0.7) (2.4 TON/M3)
(P/B)U= 1.4(4.390)= 6.146 TON/M
(Wf/b)U]= 1.4(1.68B)2.35B
B= 0.6146+0.235B
B=0.80m

SECCION CRÍTICA POR CORTANTE
qc= 6.146/0.80= 7.68 ton/m

OBTENCION DE PERALTE POR FLEXIÓN PARA p=0.0024
q= 0.0024 (4200/136) =0.074KU=FRf*cq(1-0.5q)
=(0.9)(160)(0.074)(1-0.5*0.074)
KU=10.26
d=MuKub MU=qcL2/2
Mu= (7.68)(0.3625)/2= 1.39 ton-m
d= 1.39x105(10.26)(100)=11.64cm
∴ SE TOMARA d= 20cm
REVISION DE LA SECCION POR CORTANTE
2FRbdf*c
2(0.8)(100)(20) 160= 40,477kg
VU=(7.68)(((0.80-0.15)/2)-0.20)= 0.96 ton
VU=0.96ton<40.477ton
∴ SE ACEPTA EL PERALTE POR CORTANTE
DISEÑO POR FLEXIÓN

AREA DE ACERO
AS=...