gráfica-esfuerzo-deformación

Tiempo Luz(cm) b(cm) h(cm)2.42 45 15.1 15

Punto Carga (kg) flecha (mm)

1 0 0 0.0002 100 0.04 1.3253 200 0.05 2.6494 300 0.06 3.9745 400 0.08 5.2986 500 0.09 6.6237 600 0.11 7.9478 700 0.13 9.2729 800 0.15 10.596

10 900 0.17 11.92111 1000 0.2 13.24512 1100 0.21 14.57013 1200 0.23 15.89414 1300 0.24 17.21915 1400 0.25 18.54316 1500 0.26 19.86817 1600 0.27 21.19218 1700 0.28 22.51719 1800 0.29 23.84120 1900 0.295 25.16621 2000 0.305 26.49022 2100 0.31 27.81523 2200 0.32 29.13924 2300 0.33 30.46425 2400 0.335 31.78826 2500 0.34 33.11327 2600 0.35 34.43728 2700 0.355 35.76229 2800 0.36 37.08630 2900 0.365 38.41131 3000 0.37 39.73532 3100 0.375 41.060

Esfuerzo (Kg/cm2).28 días

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.700.000

20.000

40.000

60.000

80.000

100.000

120.000

f(x) = − 3181.72961731344 x⁴ + 3874.00437136329 x³ − 1261.82683493763 x² + 219.763890063658 x − 5.65609952473062R² = 0.999436709061001

ESFUERZO VS DEFORMACIÓN - ENSAYO A LA FLEXION

Column EPolynomial (Column E)

DEFORMACIÓN UNITARIA (x 10 -̂3)

ESFU

ERZO

(Kg/

cm2)

ESF. max (10%)

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.700.000

20.000

40.000

60.000

80.000

100.000

120.000

f(x) = − 3181.72961731344 x⁴ + 3874.00437136329 x³ − 1261.82683493763 x² + 219.763890063658 x − 5.65609952473062R² = 0.999436709061001




ESFU

ERZO

(Kg/

cm2)

ESF. max = 580

ESF. max (40%)

ESF. max (10%)

ESF. max = 464

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.700.000

20.000

40.000

60.000

80.000

100.000

120.000

f(x) = − 3181.72961731344 x⁴ + 3874.00437136329 x³ − 1261.82683493763 x² + 219.763890063658 x − 5.65609952473062R² = 0.999436709061001




ESFU

ERZO

(Kg/

cm2)

Tiempo L(cm) d(cm) Area(cm2)2.4 min 30.48 15.24 182.415

Punto Carga

1 5000 0.8 27.4100266 2.6247 34.26252 10000 1.7 54.8201 5.5774 68.52513 15000 2.1 82.2301 6.8898 102.78764 20000 2.5 109.6401 8.2021 137.05015 25000 2.7 137.0501 8.8583 171.31276 30000 2.9 164.4602 9.5144 205.57527 35000 3.1 191.8702 10.1706 239.83778 40000 3.25 219.2802 10.6627 274.10039 45000 3.4 246.6902 11.1549 308.3628

10 50000 3.55 274.1003 11.6470 342.625311 55000 3.7 301.5103 12.1391 376.887912 60000 3.8 328.9203 12.4672 411.150413 65000 4 356.3303 13.1234 445.412914 70000 4.15 383.7404 13.6155 479.675515 73000 4.25 400.1864 13.9436 500.2330

Deformación Total (mm)

Esfuerzo (Kg/cm2)

Deformación Unitaria * 10^-3

Esfuerzo (Kg/cm2).28

DIAS

2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.00.0

100.0

200.0

300.0

400.0

500.0

600.0

f(x) = − 0.00744697691603957 x⁵ + 0.251850041824987 x⁴ − 2.97337332474328 x³ + 18.1292030580679 x² − 45.2842700128602 x + 70.8968322766501R² = 0.999573513380844

f(x) = − 0.0059575815328317 x⁵ + 0.201480033459992 x⁴ − 2.37869865979466 x³ + 14.5033624464547 x² − 36.2274160102897 x + 56.7174658213217R² = 0.999573513380844

ESF. VS DEFORM( SIN ADITIVO)

Fc- 14 diasPolynomial (Fc- 14 dias)fc-28 diasPolynomial (fc-28 dias)

DEF. UNITA.(*10 -̂3)

ESFU

ERZO

(KG/

CM2)

ESF. MAX = 525

ESF. MAX (40%)

ESF. MAX(10%)

ESF. MAX = 420

2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.00.0

100.0

200.0

300.0

400.0

500.0

600.0

f(x) = − 0.00744697691603957 x⁵ + 0.251850041824987 x⁴ − 2.97337332474328 x³ + 18.1292030580679 x² − 45.2842700128602 x + 70.8968322766501R² = 0.999573513380844

f(x) = − 0.0059575815328317 x⁵ + 0.201480033459992 x⁴ − 2.37869865979466 x³ + 14.5033624464547 x² − 36.2274160102897 x + 56.7174658213217R² = 0.999573513380844




ESFU

ERZO

(KG/

CM2)

ESF. MAX = 525

ESF. MAX (40%)

ESF. MAX(10%)

ESF. MAX = 420

ESF. MAX(10%)

2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.00.0

100.0

200.0

300.0

400.0

500.0

600.0

f(x) = − 0.00744697691603957 x⁵ + 0.251850041824987 x⁴ − 2.97337332474328 x³ + 18.1292030580679 x² − 45.2842700128602 x + 70.8968322766501R² = 0.999573513380844

f(x) = − 0.0059575815328317 x⁵ + 0.201480033459992 x⁴ − 2.37869865979466 x³ + 14.5033624464547 x² − 36.2274160102897 x + 56.7174658213217R² = 0.999573513380844




ESFU

ERZO

(KG/

CM2)

ESF. MAX = 525

ESF. MAX (40%)

ESF. MAX(10%)

ESF. MAX = 420

CEMENTO 388.789 7.776AGUA 173.923 3.478A.G 857.615 17.152A.F 850.554 17.011ADITIVO 4.4 0.088FIBRA 20 0.400

CEMENTO 648AGUA 173.324

A.G 741.016A.F 713.513

ADITIVO 5,4

CEMENTO17%

AGUA8%

A.G37%

A.F37%

ADITIVO0%

FIBRA1%

% de materiales en obra* m3

648 0.011 7.128194.4 0.011 2.1384

741.016 0.011 8.151176713.513 0.011 7.848643

5.4 0.011 0.0594

0.187096774

CEMENTO17%

AGUA8%

A.G37%

A.F37%

ADITIVO0%

FIBRA1%

% de materiales en obra* m3

PROPIEDADCEMENTO (kg) 7.92

AGUA (lit) 2.381A.G. (kg) 7.58A.F. (kg) 7.3ADITIVO (ml) -P.U C° 14 dias (kg/m3) 2275Fc 28 dias (Kg/cm2) 525E (Kg/cm2) 49218.8

C° NORMAL

C° CON ADITIVO7.128

2.1448.157.84 https://www.youtube.com/watch?v=vVeK7gw4BRg53.92321580

64444.4

C° NORMAL C° CON ADITIVO0

1120022400336004480056000

525 580

49218.864444.4

cemento

C° NORMAL C° CON ADITIVO

CEMENTO 7.92 7.128

AGUA 2.381 2.144

A.G 7.58 8.15

A.F 7.3 7.84

0.5

2.5

4.5

6.5

8.5 7.927.128

2.381 2.144

7.58 8.157.3 7.84

CANTIDAD DE MATERIALES


500

510

520

530

540

550

560

570

580

590

525

580

RESISTENCIA A LA COMPRESION


500

510

520

530

540

550

560

570

580

590

525

580


https://www.youtube.com/watch?v=vVeK7gw4BRg


1120022400336004480056000

525 580

49218.864444.4

cemento


2.052.1

2.152.2

2.252.3

2.352.4

2.45

2.381

2.144

agua

C° NORMAL C° CON ADITIVO

CEMENTO 7.92 7.128

AGUA 2.381 2.144

A.G 7.58 8.15

A.F 7.3 7.84

0.5

2.5

4.5

6.5

8.5 7.927.128

2.381 2.144

7.58 8.157.3 7.84

CANTIDAD DE MATERIALES


500

510

520

530

540

550

560

570

580

590

525

580



500

510

520

530

540

550

560

570

580

590

525

580



2.052.1

2.152.2

2.252.3

2.352.4

2.45

2.381

2.144

agua

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