TECNOLOGIA DEL CONCRETODISEO DE MEZCLAS DE CONCRETO Y SU IMPORTANCIA EN EL COMPORTAMIENTO DE LAS ESTRUCTURAS

DISEO DE MEZCLAS DE CONCRETO

MTODO ACI 211

INTRODUCCIN El concreto esta conformado por una pasta de cemento y agua, en la cual se encuentran embebidas partculas de agregado, el cual ocupa aproximadamente entre el 65% al 80% del volumen de la unidad cbica de concreto.Las diversas propiedades del concreto, dependen de las caractersticas fsicas, qumicas, y mecnicas de sus constitutivos. No solo influyen en el acabado y calidad final del concreto; sino tambin sobre la trabajabilidad, consistencia plstica, as como en la durabilidad, resistencia, propiedades elsticas y trmicas, cambios de volumen y peso unitario del concreto endurecido.

OBJETIVOS 1. Aprender a disear una mezcla de prueba de concreto por el Mtodo ACI. 2. Evaluacin de las propiedades del concreto fresco.3. Evaluacin de las caractersticas mecnicas del concreto.4. Interpretar adecuadamente cada parmetro para poder aplicarlo en la construccin.

ENSAYO DE LABORATORIO PARA RESISTENCIA A LA COMPRESION Despus de desmoldar la muestra de diseo y tenerlo 7 das de curado en agua se ensayaron dos Especimenes de concreto, cuyos resultados fueron los siguientes: La carga promedio es: 32500 + 32000 = 32250 Kg 2 Para lo cual el esfuerzo es: 32250.000 = 176.79 Kg/cm2 182.415 Esfuerzo a los 28 das :236 Kg/cm2

CONCLUSIONES Y RECOMENDACIONES

1. La resistencia de la mezcla de concreto diseada dio una resistencia a los 7 das de 1 176.79 kg/cm2, lo cual significara una resistencia de 236 kg/cm2 a los 28 das.2. El diseo de mezcla por el mtodo ACI en comparacin con los otros mtodos vara en la proporcin de los agregados.3. Para obtener la cantidad de agregado fino es preferible hacerlo por el mtodo de volmenes que por el mtodo de pesos (tabla V)

4. Para la determinacin del slump se recomienda que se debe pisar bien el cono metlico, para que la mezcla este bien compactada y el slump salga adecuadamente. 5. Los especimenes deben estar bien nivelados en ambos lados, caso contrario al llevar a cabo el ensayo de compresin van ha fallar por el desnivel. 6. El peso unitario del concreto fresco es: 2342.230. kg / m3 7. El aire atrapado del concreto que fue calculado con la utilizacin del autoclave es de 0.6% por lo cual se debe de realizar el ajuste respectivo.

Grfico2

0

8.2230218391

16.4460436782

24.6690655174

32.8920873565

41.1151091956

49.3381310347

57.5611528739

65.784174713

74.0071965521

82.2302183912

90.4532402304

98.6762620695

106.8992839086

115.1223057477

123.3453275869

131.568349426

139.7913712651

148.0143931042

156.2374149434

164.4604367825

172.6834586216

178.165473181

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

Hoja1

MUESTRA 1Peso Natural277.62.1586314152289.52.1365313653

284.3g277.6520669289.5522676

Lado a (cm)Lado b (cm)lado c (cm)

a15.100b15.130c15.092Vol. Aparente

a25.110b25.114c25.110133.707cm3

a35.112b35.118c35.128

a45.128b45.082c45.138Dens. Apar.

prom.5.113prom.5.111prom.5.1172.126g/cm3

MUESTRA 1MUESTRA 2MUESTRA 3

MUESTRA 2Peso NaturalMVaMVaMVa

281.7g283133.707282132.921286131.346

2.11656831732.12156092722.1774549663

Lado a (cm)Lado b (cm)lado c (cm)

a15.056b15.132c15.066Vol. Aparente

a25.072b25.128c25.090132.921cm3

a35.102b35.136c35.094

a45.112b45.134c45.120Dens. Apar.

prom.5.086prom.5.133prom.5.0932.119g/cm3

MUESTRA 3Peso Natural

280.7g

Lado a (cm)Lado b (cm)lado c (cm)

a15.054b15.160c15.042Vol. Aparente

a25.058b25.138c25.064131.346cm3

a35.088b35.120c35.044

a45.092b45.094c45.046Dens. Apar.

prom.5.073prom.5.128prom.5.0492.137g/cm3

Hoja2

5000.075000.05

10000.510000.5

15000.815001

20001.320001.4

25001.625001.7

30001.930002

35002.1535002.3

40002.540002.55

45002.745002.77

50002.9550002.95

55003.255003.2

60003.4560003.4

65003.7565003.6

70003.9570003.8

75004.275003.95

80004.580004.15

85004.785004.35

90004.990004.55

95005.295004.8

100005.4100005

105005.6105005.15

110005.9110005.5

115006.1115005.7

120006.4120006

125006.7122506.3

130007.1

135008

5000.095000.05

10000.3610000.22

15000.8715000.35

20001.320000.47

25001.525000.71

30002.0130000.79

35002.0635000.86

40002.1140000.96

45002.1545001.5

50002.1850002.35

55002.2255003.97

60002.25

65002.29

70002.32

75002.37

80002.4

85002.43

90002.51

Hoja2

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

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0

Hoja3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

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0

PROBETA AIPROBETA AII

Area182.415Altura304.8Area182.415Altura304.8

CARGACarga (Kg)Deform.AREAT = P/AEu = Et/LCARGACarga (Kg)Deform.AREAT = P/AEu = Et/L

N(kg)(mm)(cm*cm)(kg/cm*cm)(mm)N(kg)(mm)(cm*cm)(kg/cm*cm)(mm)

P000.00182.4150.0000.00000P000.00182.4150.0000.00000

P115000.34182.4158.2230.00112P115000.34182.4158.2230.00112

P230001.05182.41516.4460.00344P230001.05182.41516.4460.00344

P345001.75182.41524.6690.00574P345001.75182.41524.6690.00574

P460002.33182.41532.8920.00764P460002.33182.41532.8920.00764

P575002.77182.41541.1150.00909P575002.77182.41541.1150.00909

P690003.10182.41549.3380.01017P690003.10182.41549.3380.01017

P7105003.35182.41557.5610.01099P7105003.35182.41557.5610.01099

P8120003.58182.41565.7840.01175P8120003.58182.41565.7840.01175

P9135003.77182.41574.0070.01237P9135003.77182.41574.0070.01237

P10150003.97182.41582.2300.01302P10150003.97182.41582.2300.01302

P11165004.10182.41590.4530.01345P11165004.10182.41590.4530.01345

P12180004.23182.41598.6760.01388P12180004.23182.41598.6760.01388

P13195004.36182.415106.8990.01430P13195004.36182.415106.8990.01430

P14210004.47182.415115.1220.01467P14210004.47182.415115.1220.01467

P15225004.55182.415123.3450.01493P15225004.55182.415123.3450.01493

P16240004.65182.415131.5680.01526P16240004.65182.415131.5680.01526

P17255004.73182.415139.7910.01552P17255004.73182.415139.7910.01552

P18270004.80182.415148.0140.01575P18270004.80182.415148.0140.01575

P19285004.89182.415156.2370.01604P19285004.89182.415156.2370.01604

P20300004.97182.415164.4600.01631P20300004.97182.415164.4600.01631

P21315005.06182.415172.6830.01660P21315005.06182.415172.6830.01660

Protura325005.23182.415178.1650.01716Protura325005.23182.415178.1650.01716

xyxy

0.00200.0020

0.0171587927178.1654731810.0171587927178.165473181

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

Grfico1

8.22302183910

16.4460436782178.165473181

24.6690655174

32.8920873565

41.1151091956

49.3381310347

57.5611528739

65.784174713

74.0071965521

82.2302183912

90.4532402304

98.6762620695

106.8992839086

115.1223057477

123.3453275869

131.568349426

139.7913712651

148.0143931042

156.2374149434

164.4604367825

172.6834586216

178.165473181

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

Hoja1

MUESTRA 1Peso Natural277.62.1586314152289.52.1365313653

284.3g277.6520669289.5522676

Lado a (cm)Lado b (cm)lado c (cm)

a15.100b15.130c15.092Vol. Aparente

a25.110b25.114c25.110133.707cm3

a35.112b35.118c35.128

a45.128b45.082c45.138Dens. Apar.

prom.5.113prom.5.111prom.5.1172.126g/cm3

MUESTRA 1MUESTRA 2MUESTRA 3

MUESTRA 2Peso NaturalMVaMVaMVa

281.7g283133.707282132.921286131.346

2.11656831732.12156092722.1774549663

Lado a (cm)Lado b (cm)lado c (cm)

a15.056b15.132c15.066Vol. Aparente

a25.072b25.128c25.090132.921cm3

a35.102b35.136c35.094

a45.112b45.134c45.120Dens. Apar.

prom.5.086prom.5.133prom.5.0932.119g/cm3

MUESTRA 3Peso Natural

280.7g

Lado a (cm)Lado b (cm)lado c (cm)

a15.054b15.160c15.042Vol. Aparente

a25.058b25.138c25.064131.346cm3

a35.088b35.120c35.044

a45.092b45.094c45.046Dens. Apar.

prom.5.073prom.5.128prom.5.0492.137g/cm3

Hoja2

5000.075000.05

10000.510000.5

15000.815001

20001.320001.4

25001.625001.7

30001.930002

35002.1535002.3

40002.540002.55

45002.745002.77

50002.9550002.95

55003.255003.2

60003.4560003.4

65003.7565003.6

70003.9570003.8

75004.275003.95

80004.580004.15

85004.785004.35

90004.990004.55

95005.295004.8

100005.4100005

105005.6105005.15

110005.9110005.5

115006.1115005.7

120006.4120006

125006.7122506.3

130007.1

135008

5000.095000.05

10000.3610000.22

15000.8715000.35

20001.320000.47

25001.525000.71

30002.0130000.79

35002.0635000.86

40002.1140000.96

45002.1545001.5

50002.1850002.35

55002.2255003.97

60002.25

65002.29

70002.32

75002.37

80002.4

85002.43

90002.51

Hoja2

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

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Hoja3

0

0

0

0

0

0

0

0

0

0

0

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PROBETA AIPROBETA AII

Area182.415Altura304.8Area182.415Altura304.8

CARGACarga (Kg)Deform.AREAT = P/AEu = Et/LCARGACarga (Kg)Deform.AREAT = P/AEu = Et/L

N(kg)(mm)(cm*cm)(kg/cm*cm)(mm)N(kg)(mm)(cm*cm)(kg/cm*cm)(mm)

P000.00182.4150.0000.00000P000.00182.4150.0000.00000

P115000.34182.4158.2230.00112P115000.34182.4158.2230.00112

P230001.05182.41516.4460.00344P230001.05182.41516.4460.00344

P345001.75182.41524.6690.00574P345001.75182.41524.6690.00574

P460002.33182.41532.8920.00764P460002.33182.41532.8920.00764

P575002.77182.41541.1150.00909P575002.77182.41541.1150.00909

P690003.10182.41549.3380.01017P690003.10182.41549.3380.01017

P7105003.35182.41557.5610.01099P7105003.35182.41557.5610.01099

P8120003.58182.41565.7840.01175P8120003.58182.41565.7840.01175

P9135003.77182.41574.0070.01237P9135003.77182.41574.0070.01237

P10150003.97182.41582.2300.01302P10150003.97182.41582.2300.01302

P11165004.10182.41590.4530.01345P11165004.10182.41590.4530.01345

P12180004.23182.41598.6760.01388P12180004.23182.41598.6760.01388

P13195004.36182.415106.8990.01430P13195004.36182.415106.8990.01430

P14210004.47182.415115.1220.01467P14210004.47182.415115.1220.01467

P15225004.55182.415123.3450.01493P15225004.55182.415123.3450.01493

P16240004.65182.415131.5680.01526P16240004.65182.415131.5680.01526

P17255004.73182.415139.7910.01552P17255004.73182.415139.7910.01552

P18270004.80182.415148.0140.01575P18270004.80182.415148.0140.01575

P19285004.89182.415156.2370.01604P19285004.89182.415156.2370.01604

P20300004.97182.415164.4600.01631P20300004.97182.415164.4600.01631

P21315005.06182.415172.6830.01660P21315005.06182.415172.6830.01660

Protura325005.23182.415178.1650.01716Protura325005.23182.415178.1650.01716

xyxy

0.00200.0020

0.0171587927178.1654731810.0171587927178.165473181

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA

DEFORMACIN UNITARIA

ESFUERZO (Kg/cm2)

GRFICO DE ESFUEZO VS DEFORMACIN UNITARIA