mañana.xlsx
TRANSCRIPT
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A.FINOMALLAS %RETENIDO %RETENIDO
CADA ACUMULADO3/8" 0 0
3 312.2 15.2
N⁰10 5 20.214.2 34.415.5 49.94.5 54.44.4 58.814 72.8
8.5 81.3
8.5 89.8>100 10.2 100fondo 0 100SUMA 100
2.70
N⁰4N⁰8
N⁰16N⁰20N⁰30N⁰40N⁰50
N⁰80
N⁰100
MODULO DE FINURA
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A.FINOMALLAS %RETENIDO %RETENIDO
CADA ACUMULADO7 76 13
18 3124 5521 7619 95
>100 5 100fondo 0 100SUMA 100
2.77
N⁰4N⁰8N⁰16N⁰30N⁰50N⁰100
MODULO DE FINURA
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Pd ArP.e(gr/cm^3) 2.68 2.65A(%) 0.4 1.2W(%) 2 3.15PUS(kg/m^3) 1550 1580PUC(kg/m^3) 1660 1710TMN(") 3/4 -M.F - 2.7
solucion: PASO 0METODO ACI
f'cr= f'c+1.34(DS)f'cr= 247.614
PASO 1 (seleccion de asentamiento)ASENTAMIENTO = 3 A 4 "
PASO 3 (tabla N1:)
(tabla N1:) VOLUMEN UNITARIO DE AGUAtamaño maximo del agregado grueso
ASENTAMIENTO 3/8"concreto sin aire incorporado
1 a 2 2073 a 4 2286 a 7 243
concreto con aire incorporado1 a 2 1813 a 4 2026 a 7 216
INTERPOLAR : #VALUE! ASENTAMIENTO
23 A 4
4
RESPUESTA : H2O=
(tabla N2:)
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contenido de aire atrapado(%)TMN Agregado Grueso
3/8"1/2"3/4"1"
1 1/2"2"3"4"
RESPUESTA Aire atrapado=
PASO 4 (tabla N3:)(tabla N3:)
F'cr(kg/cm^2)
150200250300350400450
interpolacion:
PASO 5 (contenido de cemento)RESPUESTA
PASO 6 (TABLA N4)(tabla N4:)
TMN A.G.3/8"1/2"3/4"1"1 1/2"2"3"
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6"
INTERPOLAR 0.630
PASO 7AGUA H2O(A)=CEMENTO C=AIRE Aire Atrap=PIEDRA Pd=
a)volumen absoluto:
RESPUESTA ARENA
PASO 8 (Ajustes por humedad del Agregado)CEMENTO C= 368 kgARENA Ar= 787 kgPIEDRA Pd= 1067 kgAGUA H2O(A.efectiva)= 152 lt
PASO 9 (Calculo de las Proporciones)
(proporciones por peso)CEMENTO C= 1.00ARENA Ar= 2.14PIEDRA Pd= 2.90AGUA H2O= 0.41
RESPUESTA C:1
VOLUMENES APARENTES POR m3C= 0.2452 m^3Ar= 0.4978 m^3Pd= 0.6883 m^3
H2O= 17.5999 m^3
(proporciones por bolsa)
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RESPUESTA C: Ar: Pd1 2.03 2.81
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Cemento f'c= 210 (kg/cm^2)3.12 DS= 28.07
V= 9.36 %T=
Asentamiento 3 A 4 (")
METODO ACI METODO EUROPEOf'cr= f'c+2.33(DS)-35 F'cp=f'cr= 240.403 F'cp=
RESPUESTA RESISTENCIA f'cr= 242 Kg/cm^2ESCOGER ACI O EUROPEO
PASO 2 (seleccion de tamanio maximo nominal)TMN= 3/4 "
VOLUMEN UNITARIO DE AGUAtamaño maximo del agregado grueso
1/2" 3/4" 1" 1 1/2" 2" 3"concreto sin aire incorporado
199 190 179 166 154 130216 205 193 181 169 145228 216 202 190 178 160
concreto con aire incorporado175 168 160 150 142 122193 184 175 165 157 133205 197 184 174 166 154
DIRECTO : 184
190H2O205
184 Lt/m^3 184
VOLUMEN DE AGUA
DIRECTOO
INTERPOLAR
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contenido de aire atrapado(%)TMN Agregado Grueso Aire Atrapado
3/8" 3 (%)1/2" 2.5 (%)3/4" 2 (%)1" 1.5 (%)
1 1/2" 1 (%)2" 0.5 (%)3" 0.3 (%)4" 0.2 (%)
Aire atrapado= 2 (%)
Relacion A/C por Resistenciarelacion agua/cemento en peso
concreto sin aire concreto con aireincorporado incorporado
0.8 0.710.7 0.61
0.62 0.530.55 0.460.48 0.40.43 0.40.38 0.4
F'cr relacion a/c200 0.61 RSTA: A/C=242 A/C250 0.63
C= 368.00 BOLSAS= 9368.00 kg
peso del agregado grueso por unidad de volumen del concreto(B/BO)
Modulo de finura del agregado Fino2.4 2.6 2.8 3
0.50 0.48 0.46 0.440.59 0.57 0.55 0.530.66 0.64 0.62 0.600.71 0.69 0.67 0.65
0.76 0.74 0.72 0.70.78 0.76 0.74 0.720.81 0.79 0.77 0.75
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0.87 0.85 0.83 0.81
MODULO DE FINURA2.6 0.64 B/Bo= 0.632.7 b/bo 0.632.8 0.62
V W184 0.1840 184368 0.1179 368
2 0.0200 01046 0.3903 1046
Σ= 0.7122 1598
Ar= 0.2878 (m^3)Ar= 762.5 (kg)
Ar: Pd / H2O2.14 2.90 0.41 lt
VOLUMENES APARENTES POR pie3C= 8.66 pie^3Ar= 17.58 pie^3Pd= 24.31 pie^3
H2O= 17.60 pie^3
(proporciones por bolsa)
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/H2O C: Ar: Pd17.60 lt/bolsa 1 2.03 2.81
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V1= 10.27 % DS1=V2= 2.65 % DS2=V= 10.61 % DS=
METODO EUROPEO210210
VOLUMEN UNITARIO DE AGUA ASENTAMIENTOtamaño maximo del agregado grueso SECA
6" 1" A 2"concreto sin aire incorporado PLASTICA
113 3"-4"124 FLUIDA
.. >5"concreto con aire incorporado
107119
..
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0.62680.50
peso del agregado grueso por unidad de volumen del concreto(B/BO)
Modulo de finura del agregado Fino3
0.440.53 DIRECTO 0.600.600.65
0.720.75
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0.81
PIEDRARSTA: Pd= 1045.8 (kg)
1046
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/H2O17.60 lt/bolsa
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25.57 LLENAR DATOS6.86 NO SE CAMBIAN
26.47
Resistencia a los 28 dias f'(28)1.4
Resistencia a los 07 dias f'(07)f'(07)= 200f'(28)= 280
DATO DEL PROBLEMA
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(tabla N7:) Primero estimacion del Peso del concreto fresco
T.M.N.Agregado Peso del concreto Grueso Sin aire incluido
3/8" 22801/2" 23103/4" 23451" 2380
1 1/2" 24102" 24453" 24906" 2530
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Primero estimacion del Peso del concreto fresco
Peso del concreto Sin aire incluido Con aire incluido
2280 22002310 22302345 22752380 2290
2410 23502445 23952490 24052530 2435
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C1 ENSAYOS
PRUEBAS (X-Ẍ) (X-Ẍ)2
1 212 -37 1369
2 216 -33 1089
3 248 -1 1
4 215 -34 1156
5 263 14 196
6 225 -24 576
7 246 -3 9
8 238 -11 121
9 321 72 5184
10 295 46 2116
11 217 -32 1024
12 222 -27 729
13 239 -10 100
14 248 -1 1
15 254 5 25
16 264 15 225
17 245 -4 16
18 292 43 1849
19 268 19 361
20 264 15 225
21 226 -23 529
22 233 -16 256
23 246 -3 9
24 235 -14 196
25 236 -13 169
26 248 -1 1
27 254 5 25
28 263 14 196
29 292 43 1849
30 248 -1 1
31 246 -3 9
Σ 7719 Σ 19612
Ẍ 249 DS= 25.5682Ẍ 249 DS= 25.57
V1= 0.10269
V1= 10.27 %
X(Resistencia
s)
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TABLA N7GRADO DE COEFICIENTE DE
CONTROL VARIACION (V)EXCELENTE 10 a 12
BUENO 15REGULAR 18INFERIOR 20
MALO 25
V1= 15 %
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C1 ENSAYOS C2 ENSAYOS
PRUEBAS (X-Ẍ) (X-Ẍ)2 PRUEBAS X-Ẍ
1 219 -5 25 1 217 -62 236 12 144 2 238 153 221 -3 9 3 211 -124 218 -6 36 4 226 35 223 -1 1 5 224 16 235 11 121 6 228 57 219 -5 25 7 224 18 232 8 64 8 219 -49 225 1 1 9 233 10
10 232 8 64 10 225 211 215 -9 81 11 219 -412 224 0 0 12 226 313 219 -5 25 13 225 214 218 -6 36 14 214 -915 221 -3 9 15 223 0Σ 3357 Σ 641 Σ 3352 ΣẌ 223.8 DS= 6.7665 Ẍ 223.4666666667 DS=
Ẍ 224 DS1= 6.77 Ẍ 223 DS2=
V= 0.03022 V=V1= 0.03 V2=V= 3.02 % V=
CANTIDAD DE CILINDROS 5 E-1ENSAYOS EN CILINDRO (1)= 15 14ENSAYOS EN CILINDRO (2)= 15 14ENSAYOS EN CILINDRO (3)= 15 14ENSAYOS EN CILINDRO (4)= 15 14ENSAYOS EN CILINDRO (5)= 15 14TOTAL DE MUESTRAS = 75
70
DS= 6.61V2= 0.0265V2= 2.65 %
X(Resistencias)
X(Resistencias)
TOTAL DE MUESTRAS MENOS LA CANTIDAD DE CILINDROS
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% PORCENTAJE
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C3 ENSAYO C4
(X-Ẍ)2 PRUEBAS X-Ẍ (X-Ẍ)2 PRUEBAS
36 1 225 4 16 1225 2 226 5 25 2144 3 215 -6 36 3
9 4 215 -6 36 41 5 219 -2 4 5
25 6 216 -5 25 61 7 225 4 16 7
16 8 221 0 0 8100 9 228 7 49 9
4 10 223 2 4 1016 11 218 -3 9 119 12 222 1 1 124 13 226 5 25 13
81 14 212 -9 81 140 15 218 -3 9 15
671 Σ 3309 Σ 336 Σ6.9230 Ẍ 220.6 DS= 4.8990 Ẍ
6.92 Ẍ 221 DS3= 4.9 Ẍ
0.03103 V= 0.02220.03 V3= 0.023.10 % V= 2.22 %
X(Resistencias)
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% PORCENTAJE
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2" 6"
154 113169 124178 ..
142 107157 119166 ..
suave moderada(%) 3/8" 4.5 6(%) 1/2" 4 5.5(%) 3/4" 3.5 5(%) 1" 3 4.5(%) 1 1/2" 2.5 4.5(%) 2" 2 4(%) 3" 1.5 3.5(%) 6" 1 3
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30.440.530.600.650.700.720.750.81
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ENSAYOS C5 ENSAYOS
X-Ẍ (X-Ẍ)2 PRUEBAS X-Ẍ (X-Ẍ)2
222 0 0 1 218 -4 16245 23 529 2 227 5 25218 -4 16 3 219 -3 9216 -6 36 4 217 -5 25218 -4 16 5 214 -8 64223 1 1 6 224 2 4217 -5 25 7 232 10 100223 1 1 8 232 10 100219 -3 9 9 218 -4 16231 9 81 10 229 7 49217 -5 25 11 221 -1 1219 -3 9 12 226 4 16228 6 36 13 215 -7 49215 -7 49 14 213 -9 81226 4 16 15 225 3 9
3337 Σ 849 Σ 3330 Σ 564222.4666666667 DS= 7.7874 Ẍ 222 DS= 6.3471
222 DS4= 7.79 Ẍ 222 DS4= 6.35
V= 0.0351 V= 0.0286V4= 0.03 V4= 0.02V= 3.51 % V= 2.86
X(Resistencias)
X(Resistencias)
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severa7.5
76.5
65.5
54.5
4
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%
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C1 ENSAYOS C2
PRUEBAS (X-Ẍ) (X-Ẍ)2 PRUEBAS
1 222 -1 1 1
2 238 15 225 2
3 211 -12 144 3
4 215 -8 64 4
5 218 -5 25 5
6 233 10 100 6
7 219 -4 16 7
8 232 9 81 8
9 225 2 4 9
10 232 9 81 10
11 215 -8 64 11
12 222 -1 1 12
13 219 -4 16 13
14 218 -5 25 14
15 221 -2 4 15
Σ 3340 Σ 851 Σ
Ẍ 222.6666667 DS= 7.7965 ẌẌ 223 DS1= 7.8 Ẍ
V= 0.03498
V1= 0.03
V= 3.50 %
CANTIDAD DE CILINDROS 5 E-1
ENSAYOS EN CILINDRO (1)= 15 14
ENSAYOS EN CILINDRO (2)= 15 14
ENSAYOS EN CILINDRO (3)= 15 14
ENSAYOS EN CILINDRO (4)= 15 14
ENSAYOS EN CILINDRO (5)= 0 -1
TOTAL DE MUESTRAS = 60
55
DS= 6.93
V2= 0.0257
V2= 2.57 %
X(Resistencia
s)
TOTAL DE MUESTRAS MENOS LA CANTIDAD DE CILINDROS
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ENSAYOS C3 ENSAYO
X-Ẍ (X-Ẍ)2 PRUEBAS
217 -6 36 1 225
236 13 169 2 227
215 -8 64 3 221
218 -5 25 4 226
224 1 1 5 214
228 5 25 6 216
225 2 4 7 217
219 -4 16 8 221
233 10 100 9 225
225 2 4 10 223
218 -5 25 11 217
221 -2 4 12 219
225 2 4 13 228
214 -9 81 14 210
223 0 0 15 218
3341 Σ 558 Σ 3307
222.7333333 DS= 6.3133 Ẍ 220.4666667223 DS2= 6.31 Ẍ 220
V= 0.02830
V2= 0.02
V= 2.83 %
x
X(Resistencia
s)
X(Resistencia
s)
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C4 ENSAYOS
X-Ẍ (X-Ẍ)2 PRUEBAS X-Ẍ
5 25 1 219 -4
7 49 2 246 23
1 1 3 217 -6
6 36 4 216 -7
-6 36 5 219 -4
-4 16 6 223 0
-3 9 7 219 -4
1 1 8 223 0
5 25 9 218 -5
3 9 10 231 8
-3 9 11 221 -2
-1 1 12 226 3
8 64 13 226 3
-10 100 14 215 -8
-2 4 15 226 3
Σ 385 Σ 3345 Σ
DS= 5.2440 Ẍ 223 DS=DS3= 5.24 Ẍ 223 DS4=
V= 0.0238 V=
V3= 0.02 V4=
V= 2.38 % V=
X(Resistencia
s)
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(X-Ẍ)2
16
529
36
49
16
0
16
0
25
64
4
9
9
64
9
846
7.77367.77
0.0348
0.03
3.48 %
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FC= 210 V=
TABLAN8 VALOR DE T TABLA N9#MUESTRA 1 A 10
>30 1.282 59.36
F'cp= F'c/(1-t*v) 10F'cp= 238.635062F'cp= 238.64 Y=
F'cp=F'cp=
RSTA F'cp= 242
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9.36
9 A 10 TABLA N9 99 A 100100 % 90 %107 5 102
Y 9.36 Y115 10 117
113.97600 Y= 115.08000
239.3496 F'cp= 241.668239 F'cp= 242
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DESCRIPCIONPESO ESPECIFICO
PESO SECO DE LOS MATERIALES
A.FINOMALLAS %RETENIDO
CADA
312.214.2
4.514
8.510.2
mf= 1.86
C1 ENSAYOS
PRUEBAS
1 295
2 287
3 256
4 344
5 282
6 263
7 352
8 298
9 302
10 310
11 314
12 308
13 292
14 279
15 291
16 303
17 325
N⁰4N⁰8N⁰16N⁰30N⁰50N⁰100N⁰200
X(Resistenc
ias)
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18 264
19 278
20 356
Σ 5999
Ẍ 299.95Ẍ 300
C1 ENSAYOS
PRUEBAS
1 295
2 287
3 256
4 344
5 282
6 263
7 352
8 298
9 302
10 310
11 314
12 308
13 292
14 279
15 291
Σ 4473
Ẍ 298.2Ẍ 298
C1
X(Resistenc
ias)
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PRUEBAS
1
2
3
4
5
6
7
8
9
10
Σ
ẌẌ
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A.FINO A.GRUESO2.65 gr/cm^3 2650 kg/m^3 2.68
PESO SECO DE LOS MATERIALES 965.1 kg 843 kg 1068
A.GRUESO%RETENIDO MALLAS %RETENIDO%RETENIDOACUMULADO CADA ACUMULADO
1 1/2" 0 03 1" 6 6
15.2 3/4" 5 1129.4 1/2" 15 2633.9 3/8" 42 6847.9 1/4" 28 9656.4 4 10066.6 0 100
0 1000 1000 1000 100
mg= 6.79
(X-Ẍ) (X-Ẍ)2
-5 25
-13 169
-44 1936
44 1936
-18 324
-37 1369
52 2704
-2 4
2 4
10 100
14 196
8 64
-8 64
-21 441
-9 81
3 9
25 625
N⁰4N⁰8N⁰16N⁰30N⁰50N⁰100
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-36 1296
-22 484
56 3136
Σ 14967
DS= 28.0666DS1= 28.07
V= 0.09357
V1= 0.09
V= 9.357
(X-Ẍ) (X-Ẍ)2
-3 9
-11 121
-42 1764
46 2116
-16 256
-35 1225
54 2916
0 0
4 16
12 144
16 256
10 100
-6 36
-19 361
-7 49
Σ 9369
DS= 22.2060DS1= 22.21
V= 0.07453
V1= 0.07
V= 7.45
ENSAYOS
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(X-Ẍ) (X-Ẍ)2
295 -4 16
287 -12 144
256 -43 1849
344 45 2025
282 -17 289
263 -36 1296
352 53 2809
298 -1 1
302 3 9
310 11 121
2989 Σ 8559
298.9 DS= 21.2244299 DS1= 21.22
V= 0.07097
V1= 0.07
V= 7.10
X(Resistenc
ias)
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gr/cm^3 2680 kg/m^3kg 1141 kg
Vol.Ab.A.FINO= 0.3642 m^3Vol.Ab.A.GRUESO= 0.3985 m^3Vol.Ab.AGREGADOS 0.7627 m^3
rf= 0.4775rg= 0.5225
mc= 4.43
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