The document provides design details for a foundation slab or footing. It includes load parameters, soil properties, required dimensions, reinforcement sizes and spacing. The footing was designed according to ACI 318-05 code. Reinforcement ratios and spacing were checked against code minimum requirements and found to comply. The depth was iteratively calculated to satisfy the shear capacity versus factored shear load condition. An optimum depth of 0.315m was found.

1. UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION - CERRO DE PASCO E - 060
PROYECTO :
Elaborado:
DISEÑO DE ZAPATA
DATOS:
σt= 1.25 Kg/cm2
S/C= 300.0 Kg/m2
Hf= 1.80 m
PD= 60.0 Tn
PL= 20.00 Tn
Sismo= 5.00 Tn
M max 1.000 Tn-M
F´c= 210.0 Kg/cm2
Fy= 4200.0 Kg/cm2
ɣm= 1.70 Tn/m3
Columna
t1= 40.00 cm
t2= 40.00 cm
αs= 40 solado = 20 cm
1.0 DIMENSIONAMIENTO DE LA ZAPATA
Esfuerzo Neto del terreno σn= σt - ɣmxHf - S/C σn = 9.14 Tn/m2
Area de la zapata P= PD+PL+S = 85.00 Tn Az = P/σn = 9.30 m2
T=Az^1/2 + (t1-t2)/2 = 3.05 m 3.10 m
Az ´= 9.61 m2
S=Az^1/2 - (t1-t2)/2 = 3.05 m 3.10 m
debe cumplir que lv1 = 1.40 lv1 = lv2
lv2 = 1.40 CONFORME
Reaccion Neta del Terreno
Pu= 1.4PD + 1.7PL = 118.00 Tn 12.28 tn/m2
PU=1.25*(PD+PL)+S = 105.00 TN
Dimensionamiento de la altura Hz de la zapata por punzonamiento
1.1 Condicion de Diseño Vu = 0.75xVc
βc= D mayor/D menor = 1.00 CONFORME
Vc=0.75x1.06x(f´c)^0.5xb0xd ^ b0=2x(d+t1)+2x(d+t2)
Vc=0.75x1.06x10(f´c)^0.5x(4d+2(t1+t2))xd
Vu=Pu-Wux(d+t1)x(d+t2) d= 0.31 m
Wnu = Pu/Az =
CALCULO DEL VALOR
USAR
lv1 = lv2
proyecto 01
DISEÑO DE ZAPATA AISLADA ACI 318-05
1Z -
max2h_hidalgo@hotmail.com
Max Huaman Hidalgo
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2. UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION - CERRO DE PASCO E - 060
PROYECTO :
ELABORADO POR : Huaman Hidalgo Max Allen max2h_hidalgo@hotmail.com
HZ MIN 0.30M
Hz = d+7.5+1.91 = 40.41 cm Hz= 50 cm d´= 40.59 cm
Verificacion de Cortante Vdu=(WuxS)x(Lv-d´) = 37.84 tn Vc > Vdu
Vc=0.75*0.53*(f´c)^0.5*10*b*d = 72.48 tn Conforme
2.0 DISEÑO POR FLEXION
Mu=(WuxS)x(lv^2)/2 = 37.30 tn-m As (cm2) a (cm)
27.01 2.05
As=(Mu*10^5)/(Ø*fý*(d-a/2) 24.94 1.89 As= 26.00 cm2
24.89 1.89
a=(As*fý)/(0.85*f´c*b) 24.89 1.89
Verificacion de As min As min=0.0018*b*d 22.65 cm2
As= 26.00 > 22.65 =As min Conforme
As en Direccion Transversal
Ast=AsxT/S 26.00 cm2
20 Ø Ø 1/2" @ 0.15
Propuestas para la Colocion del Acero
20 Ø Ø 1/2" @ 0.15
As EN LA DIRECCION S 3.10 m
As cantidad @ (m) CONDICION
Ø 3/8" 37 0.08 No Cumple
Ø 1/2" 20 0.15 cumple
Ø 5/8" 13 0.25 cumple
Ø 3/4" 9 0.36 cumple
Ø 1 " 5 0.72 cumple 3.10 m
Ast EN LA DIRECCION T
As cantidad @ (m) CONDICION
Ø 3/8" 37 0.08 No Cumple
Ø 1/2" 20 0.15 cumple
Ø 5/8" 13 0.25 cumple
Ø 3/4" 9 0.36 cumple
Ø 1 " 5 0.72 cumple
0.50 m
3.10 m
proyecto 01
DISEÑO DE ZAPATA ACI 318-05
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3. UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION - CERRO DE PASCO E - 060
d (m) Vc (tn) Vu (tn) CONDICION
0.050 10 116 NO
0.055 12 115 NO
0.060 13 115 NO
0.065 14 115 NO
0.070 15 115 NO
0.075 16 115 NO
0.080 18 115 NO
0.085 19 115 NO
0.090 20 115 NO
0.095 22 115 NO
0.100 23 115 NO
0.105 24 115 NO
0.110 26 115 NO
0.115 27 115 NO
0.120 29 115 NO
0.125 30 115 NO
0.130 32 115 NO
0.135 33 114 NO
0.140 35 114 NO
0.145 36 114 NO
0.150 38 114 NO
0.155 40 114 NO
0.160 41 114 NO
0.165 43 114 NO
0.170 45 114 NO
0.175 46 114 NO
0.180 48 114 NO
0.185 50 114 NO
0.190 52 114 NO
0.195 53 114 NO
0.200 55 114 NO
0.205 57 114 NO
0.210 59 113 NO
0.215 61 113 NO
0.220 63 113 NO
0.225 65 113 NO
0.230 67 113 NO
0.235 69 113 NO
0.240 71 113 NO
0.245 73 113 NO
0.250 75 113 NO
0.255 77 113 NO
0.260 79 113 NO
0.265 81 113 NO
0.270 83 112 NO
0.275 86 112 NO
0.280 88 112 NO
0.285 90 112 NO
0.290 92 112 NO
0.295 94 112 NO
0.300 97 112 NO
0.305 99 112 NO
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4. UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION - CERRO DE PASCO E - 060
0.310 101 112 NO
0.315 104 112 CONFORME
0.320 106 112 CONFORME
0.325 109 112 CONFORME
0.330 111 111 CONFORME
0.335 113 111 CONFORME
0.340 116 111 CONFORME
0.345 118 111 CONFORME
0.350 121 111 CONFORME
0.355 124 111 CONFORME
0.360 126 111 CONFORME
0.365 129 111 CONFORME
0.370 131 111 CONFORME
0.375 134 111 CONFORME
0.380 137 111 CONFORME
0.385 139 110 CONFORME
0.390 142 110 CONFORME
0.395 145 110 CONFORME
0.400 147 110 CONFORME
0.405 150 110 CONFORME
0.410 153 110 CONFORME
0.415 156 110 CONFORME
0.420 159 110 CONFORME
0.425 162 110 CONFORME
0.430 164 110 CONFORME
0.435 167 109 CONFORME
0.440 170 109 CONFORME
0.445 173 109 CONFORME
0.450 176 109 CONFORME
0.455 179 109 CONFORME
0.460 182 109 CONFORME
0.465 185 109 CONFORME
0.470 188 109 CONFORME
0.475 192 109 CONFORME
0.480 195 108 CONFORME
0.485 198 108 CONFORME
0.490 201 108 CONFORME
0.495 204 108 CONFORME
0.500 207 108 CONFORME
0.505 211 108 CONFORME
0.510 214 108 CONFORME
0.515 217 108 CONFORME
0.520 220 108 CONFORME
0.525 224 107 CONFORME
0.530 227 107 CONFORME
0.535 231 107 CONFORME
0.540 234 107 CONFORME
0.545 237 107 CONFORME
0.550 241 107 CONFORME
0.555 244 107 CONFORME
0.560 248 107 CONFORME
0.565 251 107 CONFORME
0.570 255 106 CONFORME
0.575 258 106 CONFORME
0.580 262 106 CONFORME
0.585 266 106 CONFORME
0.590 269 106 CONFORME
0.595 273 106 CONFORME
0.600 276 106 CONFORME
0.605 280 106 CONFORME
0.610 284 105 CONFORME
0.615 288 105 CONFORME
0.620 291 105 CONFORME
0.625 295 105 CONFORME
0.630 299 105 CONFORME
0.635 303 105 CONFORME
0.640 307 105 CONFORME
0.645 311 105 CONFORME
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