QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK ... · SOFiSTiK 2014-13 WINGRAF - GRAPHICS...

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QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13) Page 34 2016-05-05 AletasEstribo1(Tramo1) 1.2.3.2ELUFlexión SOFiSTiK AG - www.sofistik.de M 1 : 82 X Y Z Structure m -2.00 0.00 2.00 4.00 6.00 8.00 10.00 0.00 2.00 4.00 6.00 M 1 : 82 X Y Z Quadrilateral Elements , Direction of prescribed lower Principal reinforcements (1st layer) ( ) m -2.00 0.00 2.00 4.00 6.00 8.00 10.00 0.00 2.00 4.00 6.00 QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13) Page 35 2016-05-05 AletasEstribo1(Tramo1) 1.2.3.2ELUFlexión SOFiSTiK AG - www.sofistik.de M 1 : 82 X Y Z 5.64 3.96 3.92 3.27 2.81 2.67 2.15 2.14 2.04 2 .0 0 1.86 1.62 1.54 1.50 1.50 1.42 1.00 0.979 0.682 0.613 0.562 0.529 0.500 0.356 0.208 0.155 0.0999 0.0841 0.0631 0.0056 0.0030 0.8559E-3 Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case 1 , from 0 to 5.64 step 0.500 cm2/m m -2.00 0.00 2.00 4.00 6.00 8.00 10.00 0.00 2.00 4.00 6.00 M 1 : 82 X Y Z Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case 1 , Differences to 5.65, from 0 to 0 step 0.500 cm2/m m -2.00 0.00 2.00 4.00 6.00 8.00 10.00 0.00 2.00 4.00 6.00

Transcript of QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK ... · SOFiSTiK 2014-13 WINGRAF - GRAPHICS...

Page 1: QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK ... · SOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13) Page 34 2016-05-05 Aletas Estribo 1 (Tramo 1) 1.2.3.2

QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)

Page 342016-05-05

Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Flexión

SO

FiS

TiK

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M 1 : 82

XYZ Structure

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed lower Principal reinforcements (1st layer)

( )

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)

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1.2.3.2 ELU Flexión

SO

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M 1 : 82

XYZ

5.64 3.96 3.92 3.27 2.81

2.672.15

2.14

2.04

2.00

1.86

1.621.54

1.50

1.50

1.42

1.00

0.979

0.682 0.613

0.5620.529

0.50

0

0.356

0.208

0.155

0.0999

0.0841

0.0631

0.00560.0030

0.8559E-3

Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 5.64 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case

1 , Differences to 5.65, from 0 to 0 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Flexión

SO

FiS

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M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed lower Cross reinforcements (2nd layer) (

)

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

8.00

M 1 : 82

XYZ

28.2 19.6 18.5

16.0

15.2 13.3

10.0

8.57

8.00

6.00

6.00

4.89

4.00

3.982.81

2.12

2.00

2.00

1.04

0.507

0.474

0.368

0.310

0.225

0.127

0.0749

0.0281

0.0025

0.0021 0.0019

0.6302E-3

Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 28.2 step 2.00 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.2 ELU Flexión

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XYZ

8.20

Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, Differences to 20.0, from 0 to 8.20 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed upper Principal reinforcements (1st layer)

( )

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.2 ELU Flexión

SO

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M 1 : 82

XYZ

0.643

0.6120.508

0.4500.441 0.400

0.346

0.30

0

0.3000.275

0.25

0

0.215

0.190

0.179

0.150

0.145

0.138

0.114

0.108

0.100

0.0777

0.05000.0500

0.0357

0.0272

0.0194

0.0152

0.0112

0.0036

0.0030

0.0015 0.00120.0010 0.9083E-3

0.0

0.0

0.0

0.0

0.00.00.0

0.0

0.0 0.0

0.0

0.0

0.0

0.0

0.0 0.0

0.0

0.0

Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.643 step 0.0500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case

1 , Differences to 5.65, from 0 to 0 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.2 ELU Flexión

SO

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XYZ Quadrilateral Elements , Direction of prescribed upper Cross reinforcements (2nd layer) (

)

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

8.00

M 1 : 82

XYZ

0.129

0.122 0.111

0.105

0.102

0.0883

0.08520.07910.0551

0.0430

0.040

0

0.0358

0.0300

0.0290

0.0277

0.0227

0.0215

0.0200

0.0101

0.0100 0.0071

0.0064 0.00540.00530.0049 0.0044

0.0039

0.0030

0.0022

0.7280E-3

0.6024E-3

0.0

0.0

0.0

0.00.00.0

0.0

0.0 0.0

0.0

0.00.0

0.0

0.0

0.0

Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 0.129 step 0.0100 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Flexión

SO

FiS

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M 1 : 82

XYZ Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1

, Differences to 5.65, from 0 to 0 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)

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Aletas Estribo 1 (Tramo 1)

1.2.3.3 ELU Cortante.

SO

FiS

TiK

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M 1 : 82

XYZ Structure

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

-210.1 0.615-144.2 -125.0

-123.4

-111.2

-60.0

-60.0-40.0

-40.0

-0.662

0.519

-0.405

-0.332

-0.260

-0.203

-0.131

Membrane force n-yy in local y in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from -210.1to 0.615 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.3 ELU Cortante.

SO

FiS

TiK

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M 1 : 82

XYZ

307.9208.7

192.6

189.7187.5

184.8

181.0

162.5

160.0

153.6

124.2

122.7

120.0

102.6

92.989.9

60.0

48.8

40.040.0

40.0

38.2

38.0

35.4

32.4

27.4

23.0

20.0

20.0

17.1

12.8

8.65

6.31

4.71

2.87

0.3650.245

0.0484

Principal shear forces (absolute) in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from0.0484 to 307.9 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

307.9208.7

192.6

189.7187.5

184.8

181.0

162.5

153.6

124.2

122.7

102.6

92.989.9

48.8

38.2

38.0

35.4

32.4

28.4

27.4

23.0

17.1

12.8

8.65

6.31

4.71

2.87

1.04

0.3650.245

0.0484

Principal shear forces (absolute) in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from 235.0to 307.9 step 10.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.3 ELU Cortante.

SO

FiS

TiK

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ww

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M 1 : 82

XYZ

-283.6 0.615 -125.0-108.3 -82.4

-40.0

-14.8

-6.82

0.519

-0.490

-0.300

-0.246

-0.193

-0.150

-0.0973

Membrane force n-yy in local y in Node , Loadcase 546 MAX-VY QUAD (ELU) , from -283.6 to0.615 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

208.7

180.0

166.2

128.4

126.5

118.4

102.6

100.0

94.3

92.0

80.0

68.2

60.0 40.0

23.0

20.0

20.0

19.2

19.1

17.6

15.7

13.5

10.7

7.47

5.37

4.20

3.92

3.70

3.38

3.020.874

0.595

0.394

0.183

0.0113

Principal shear forces (absolute) in Node , Loadcase 546 MAX-VY QUAD (ELU) , from 0.0113to 208.7 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.3 ELU Cortante.

SO

FiS

TiK

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ww

.sof

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M 1 : 82

XYZ

208.7 166.2

128.4

126.5

118.4

102.694.3

92.0

68.2

23.0

19.2

19.1

17.6

15.7

13.5

10.7

7.47

5.37

4.20

3.92

3.70

3.38

3.020.874

0.595

0.394

0.183

0.0113

Principal shear forces (absolute) in Node , Loadcase 546 MAX-VY QUAD (ELU) , from 235.0to 208.7 step 1.00 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Sismo(Flexión)

SO

FiS

TiK

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M 1 : 82

XYZ Structure

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Average plate thickness in Element in m (Max=0.966)

0.3030.3150.3310.3480.3640.3810.3980.4140.4310.4470.4640.4800.4970.5140.5300.5470.5630.5800.5960.613

0.6460.6630.6790.6960.7120.7290.7460.7620.7790.7950.8120.8280.8450.8620.8780.8950.9110.9280.9440.966

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Sismo(Flexión)

SO

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XYZ Quadrilateral Elements , Material designations

HA 30 (EHE)

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , Local direction X ( )

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Sismo(Flexión)

SO

FiS

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M 1 : 84

XYZ Quadrilateral Elements , Local direction Y ( )

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

8.00

M 1 : 82

XYZ Structure

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Sismo(Flexión)

SO

FiS

TiK

AG

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ww

.sof

istik

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M 1 : 82

XYZ

-210.1 0.456-108.3 -92.6-82.4

-40.0

-0.490

0.385

-0.315

-0.246

-0.193

-0.150

-0.149

-0.0973

Membrane force n-yy in local y in Node , Loadcase 636 MAXE-NYY QUAD (SIS) , from -210.1to 0.456 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

-210.1 0.456-108.3 -92.6-82.4

-40.0

-0.490

0.385

-0.315

-0.246

-0.193

-0.150

-0.149

-0.0973

Membrane force n-yy in local y in Node , Loadcase 637 MINE-NYY QUAD (SIS) , from -210.1to 0.456 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Aletas Estribo 1 (Tramo 1)

1.2.3.2 ELU Sismo(Flexión)

SO

FiS

TiK

AG

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ww

.sof

istik

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M 1 : 82

XYZ

106.0

-3.82

97.488.4 74.5 61.0

50.0

40.030.0

20.0

15.4

10.0

10.0

3.84

3.82

-3.01

2.82-2.54

2.50

2.23

-2.09

-2.01

-1.85

-1.851.42

-0.984

-0.922

0.899 0.852

0.759

0.579

0.289 -0.249

0.237

0.203

0.117

-0.112

0.0376

-0.0287

-0.0062

0.0058

-0.9856E-3

Bending moment m-xx in local x in Node , Loadcase 640 MAXE-MX QUAD (SIS) , from -3.82 to106.0 step 10.0 kNm/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

83.2

-4.62

76.069.5 58.0 47.5

45.0

40.0 35.0

30.0

20.015.0

12.1

10.0

10.05.00

5.00

-4.29-3.50

-3.21

3.07

-2.69-2.55

-2.46

-2.31

-2.15

1.91

1.65

-1.47

1.44

-1.28

-0.8020.485

-0.284

-0.256

0.233

0.156

-0.147

0.124

-0.113

-0.0851

-0.0809

-0.9860E-3

Bending moment m-xx in local x in Node , Loadcase 641 MINE-MX QUAD (SIS) , from -4.62 to83.2 step 5.00 kNm/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.2 ELU Sismo(Flexión)

SO

FiS

TiK

AG

- w

ww

.sof

istik

.de

M 1 : 82

XYZ

762.1

-0.0219

538.4 479.4 363.5 299.8

250.0

200.0

153.2

150.0

150.0100.0

50.0

50.0

1.76

1.72

1.16

0.959

0.679

0.3270.0466

-0.0010

Bending moment m-yy in local y in Node , Loadcase 642 MAXE-MY QUAD (SIS) , from 0 to762.1 step 50.0 kNm/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

595.6

-0.286

420.9 372.2 281.8 232.4

200.0

150.0

120.1

100.0

50.0

50.0

1.09

1.09

0.690

0.531

0.434

0.125-0.0953

-0.0371

-0.0158

-0.0011

Bending moment m-yy in local y in Node , Loadcase 643 MINE-MY QUAD (SIS) , from -0.286to 595.6 step 50.0 kNm/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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M 1 : 82

XYZ Structure

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed lower Principal reinforcements (1st layer)

( )

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.2 ELU Sismo(Flexión)

SO

FiS

TiK

AG

- w

ww

.sof

istik

.de

M 1 : 82

XYZ

5.64 3.96 3.92 3.27 2.81

2.672.15

2.14

2.04

2.00

1.86

1.621.54

1.50

1.50

1.42

1.00

0.979

0.682 0.613

0.5620.529

0.50

0

0.356

0.208

0.155

0.0999

0.0841

0.0631

0.00560.0030

0.8559E-3

Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 5.64 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case

1 , Differences to 5.65, from 0 to 0 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed lower Cross reinforcements (2nd layer) (

)

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

8.00

M 1 : 82

XYZ

28.2 19.6 18.5

16.0

15.2 13.3

10.0

8.57

8.00

6.00

6.00

4.89

4.00

3.982.81

2.12

2.00

2.00

1.04

0.507

0.474

0.368

0.310

0.225

0.127

0.0749

0.0281

0.0025

0.0021 0.0019

0.6302E-3

Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 28.2 step 2.00 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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XYZ

8.20

Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, Differences to 20.0, from 0 to 8.20 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed upper Principal reinforcements (1st layer)

( )

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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SO

FiS

TiK

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ww

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M 1 : 82

XYZ

0.643

0.6120.508

0.4500.441 0.400

0.346

0.30

0

0.3000.275

0.25

0

0.215

0.190

0.179

0.150

0.145

0.138

0.114

0.108

0.100

0.0777

0.05000.0500

0.0357

0.0272

0.0194

0.0152

0.0112

0.0036

0.0030

0.0015 0.00120.0010 0.9083E-3

0.0

0.0

0.0

0.0

0.00.00.0

0.0

0.0 0.0

0.0

0.0

0.0

0.0

0.0 0.0

0.0

0.0

Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.643 step 0.0500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case

1 , Differences to 5.65, from 0 to 0 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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M 1 : 82

XYZ Quadrilateral Elements , Direction of prescribed upper Cross reinforcements (2nd layer) (

)

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

8.00

M 1 : 82

XYZ

0.129

0.122 0.111

0.105

0.102

0.0883

0.08520.07910.0551

0.0430

0.040

0

0.0358

0.0300

0.0290

0.0277

0.0227

0.0215

0.0200

0.0101

0.0100 0.0071

0.0064 0.00540.00530.0049 0.0044

0.0039

0.0030

0.0022

0.7280E-3

0.6024E-3

0.0

0.0

0.0

0.00.00.0

0.0

0.0 0.0

0.0

0.00.0

0.0

0.0

0.0

Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 0.129 step 0.0100 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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XYZ Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1

, Differences to 5.65, from 0 to 0 step 0.500 cm2/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.3 ELU Sismo (Cortante).

SO

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TiK

AG

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ww

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istik

.de

M 1 : 82

XYZ Structure

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

-210.1 0.456-108.3 -92.6-82.4

-40.0

-0.490

0.385

-0.315

-0.246

-0.193

-0.150

-0.149

-0.0973

Membrane force n-yy in local y in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from -210.1to 0.456 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.3 ELU Sismo (Cortante).

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TiK

AG

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ww

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M 1 : 82

XYZ

223.6

140.0

140.0

139.5

126.9126.5

120.0

120.0

100.0

95.1

80.0

79.3

60.0

60.0

42.0

40.0

40.0

31.7

31.1

30.1

28.4

28.3

21.9

20.7

20.0

20.07.15

4.95

3.09

2.34

0.659

0.515

0.2200.173

Principal shear forces (absolute) in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from0.0484 to 223.6 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

223.6

140.0

139.5

126.9126.5

120.0

118.5

95.1

79.3

42.031.7

31.1

30.1

28.4

28.3

21.9

20.7

7.15

5.24

4.95

3.09

2.34

0.659

0.515

0.2390.173

Principal shear forces (absolute) in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from235.0 to 223.6 step 1.00 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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1.2.3.3 ELU Sismo (Cortante).

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M 1 : 82

XYZ

-210.1 0.456-108.3 -92.6-82.4

-40.0

-0.490

0.385

-0.315

-0.246

-0.193

-0.150

-0.149

-0.0973

Membrane force n-yy in local y in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from -210.1to 0.456 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

M 1 : 82

XYZ

208.7

180.0

166.2

128.4

126.5

118.4

100.0

92.0

80.0

79.9 79.3

68.2

60.0 40.0

23.0

20.0

20.0

19.2

19.1

17.6

15.7

13.5

10.7

5.24

4.20

3.92

3.58

3.02

2.34

0.874

0.450

0.239

0.183

0.0113

Principal shear forces (absolute) in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from0.0113 to 208.7 step 20.0 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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208.7 166.2

128.4

126.5

118.4

92.0

79.9 79.3

68.2

23.0

19.2

19.1

17.6

15.7

13.5

10.7

5.24

4.20

3.92

3.58

3.02

2.34

0.874

0.450

0.239

0.183

0.0113

Principal shear forces (absolute) in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from 235.0to 208.7 step 1.00 kN/m

m-2.00 0.00 2.00 4.00 6.00 8.00 10.00

0.00

2.00

4.00

6.00

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Obra: Estructura: Elemento: Fecha: 04/05/2016

Versión Hoja Cálculo: V.001

1. DATOS RELATIVOS A LOS MATERIALES:

1.1 Datos del Terreno:

[kN/m3] : 20 Peso específico del terreno.

! [º] : 30 Ángulo de rozamiento interno

" ADM [kN/m2]: 200 Tensión admisible del terreno.

% Comp Min Zap: 75 Porcentaje mínimo comprimido en la zapata admisible para el diseño

de la cimentación

ka : 0.333 Coeficiente de empuje activo del relleno# : 0.577 Coeficiente de rozamiento hormigón-terreno en la zapata.

1.2 Datos de los Materiales para el Cálculo:

fck [MPa] : 30 Resistencia característica del hormigón del muro

fyk [N/mm2] : 500.00 Límite elástico del acero pasivo

c : 1.50 Coeficiente parcial de seguridad para el hormigón.

s : 1.15 Coeficiente parcial de seguridad para el acero.

$H [kN/m3] : 25.00 Peso específico del hormigón

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

1.3 Coeficientes de Mayoración de Acciones:

$G : 1.35 Coeficiente de Mayoración para Acciones Permanentes.

$G*: 1.50 Coeficiente de Mayoración para el Empuje del Terreno

$Q : 1.50 Coeficiente de Mayoración para sobrecargas.

1.4 Otros Datos:

PP Muro : NO Considerar peso propio del alzado del muro en el cálculo.

Comp Deslizamiento: SI Se realiza la comprobación de deslizamiento

Página 1 de 8

Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

2. DEFINICIÓN GEOMÉTRICA DEL MURO Y LA CIMENTACIÓN

HM [m] : 6.38 Altura Total del Muro.

BS [m] : 0.30 Canto del muro en coronación.

BI [m] : 0.85 Canto del muro en arranque

HZ [m] : 0.80 Canto de la zapata

LP [m] : 1.00 Longitud de la puntera de la zapata.

LT [m] : 2.50 Longitud del talón de la zapata.

L ZAP [m] : 4.35 Longitud total de la zapata (dir. paralela al eje del tablero)

Hmuro+Hzap [m] : 7.18 Altura de muro + canto de la zapata

BM [m] : 8.50 Ancho total del muro

BZ [m] : 8.50 Ancho total de la zapata (dir. ortogonal al eje del muro)

3. CÁLCULO DE ACCCIONES DEL TERRENO EN LA CIMENTACIÓN DEL MURO:

3.1 Peso Propio del Muro:

Peso Propio Exc PP - PUNT, ZAP M PUNT, ZAPATA M CDG, ZAPATA

[kN] [m] [kN·m] [kN·m]Muro 0.00 1.150 0.000 0.000

372.54 1.483 552.600 -257.673

TOTAL (Muros) 372.539 552.600 -257.673

Peso Propio Exc, puntera M PUNT, ZAPATA M CDG, ZAPATA

[kN] [m] [kN·m] [kN·m]

Zapata 739.500 2.175 1608.413 0.000

TOTAL (Muros + Zapata) 1112.039 2161.012 -257.673

ALZADO DE MURO

Elemento

CIMENTACIÓN DE MURO

Elemento

Página 2 de 8

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Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

3.2 Acciones Verticales del Terreno Respecto a la Base de la Zapata:

Acc Vert. Exc TALÓN-CDG,ZAP M ACC, VERT [CDG ZAPATA] M PUNTERA [ZAPATA]

[kN] [m] [kNm] [kNm]

Tierras 2709.375 0.925 2506.172 8399.063

TOTAL 2709.375 2506.172 8399.063

3.3 Acciones Horizontales del Terreno (Canto Zapata) Respecto a la Base de la Zapata:

Acc Horiz CDG EMP, HORIZONT M ACC, HORIZONT M TOT (H+V), CDG

[kN] [m] [kNm] [kNm]

Tierras -307.144 0.392 -120.440 2385.732

TOTAL -307.144 -120.440 2385.732

4. ACCIONES EN EL ARRANQUE DEL MURO:

Elemento

RESULTANTES DE ESFUERZOS, EXCENTRICIDADES Y MOMENTOS EN LA BASE DE LA ZAPATA

Elemento

RESULTANTES DE ESFUERZOS HORIZONTALES (CANTO ZAPATA) EN BASE ZAPATA

Rz +

My +Rx +

4.1 Acciones en el Arranque del Muro. Envolvente de ELS:

Rx Rz My

[kN] [kN] [kN·m]

Rx min 1085.200 733.000 2317.280 [1]

Rx max 1257.000 733.000 2854.710 [2]

Rz min 1085.200 733.000 2317.280 [3]

Rz max 1085.200 733.000 2317.280 [4]

My min 1257.000 733.000 2854.710 [5]

My max 1085.200 733.000 2317.280 [6]

ENVOLVENTE DE REACCIONES (ELS) EN COORDENADAS LOCALES

Envolvente

Página 3 de 8

Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

4.2 Acciones en el Arranque del Muro. Envolvente de ELU:

Rx Rz My

[kN] [kN] [kN·m]

Rx min 1085.200 733.000 2317.280 [1]

Rx max 1885.500 989.600 4282.070 [2]

Rz min 1627.800 989.600 3475.920 [3]

Rz max 1085.200 733.000 2317.280 [4]

My min 1885.500 989.600 4282.070 [5]

My max 1085.200 733.000 2317.280 [6]

5. COMPROBACIONES GEOTÉCNICAS:

5.1 Comprobación de Tensiones en el Terreno:

Ancho Zapata (y) [m]: 8.50 Ancho de la zapata en la dirección longitudinal.

Longitud Zapata (z) [m]: 4.35 Ancho de la zapata en la dirección transversal.

N,k My,k

[kN] [kNm]

[1] Rx min 4554.414 -1607.131

[2] Rx max 4554.414 -2282.001

[3] Rz min 4554.414 -1607.131

ENVOLVENTE DE REACCIONES (ELU) EN COORDENADAS LOCALES

Envolvente

ENVOLVENTES ELS EN C.D.G. CIMENTACIÓN.

Envolvente

[4] Rz max 4554.414 -1607.131

[5] My min 4554.414 -2282.001

[6] My max 4554.414 -1607.131

,adm !MAX !MIN !MED

[kN/m2] [kN/m2] [kN/m2] [kN/m2]

[1] 200.000 183.128 63.223 123.175

[2] 200.000 208.303 38.048 123.175

[3] 200.000 183.128 63.223 123.175

[4] 200.000 183.128 63.223 123.175

[5] 200.000 208.303 38.048 123.175

[6] 200.000 183.128 63.223 123.175

!MAX [kN/m2]: 208.303

!MED [kN/m2]: 123.175

!MIN [kN/m2]: 38.048

5.2 Comprobación de la Seguridad frente al Deslizamiento:

Ve Vd" d

< 250 kN/m2 "O.K."

< 200 kN/m2 "O.K."

100 % Zapata Comprimida "O.K."

COMPROBACIÓN DE TENSIONES EN CIMENTACIÓN

Hip

Hip Envolvente

Página 4 de 8

Page 17: QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK ... · SOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13) Page 34 2016-05-05 Aletas Estribo 1 (Tramo 1) 1.2.3.2

Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

[kN] [kN]

[1] Rx min 2629.500 1392.344 1.889

[2] Rx max 2629.500 1564.144 1.681

[3] Rz min 2629.500 1392.344 1.889

[4] Rz max 2629.500 1392.344 1.889

[5] My min 2629.500 1564.144 1.681

[6] My max 2629.500 1392.344 1.889

"!d MIN : 1.68 > 1.50 "O.K."

" dHip Envolvente

Página 5 de 8

Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

5.2 Comprobación de la Seguridad frente al Vuelco:

Me Mv

[kN] [kN]

[1] Rx min 11604.600 3305.880 3.510

[2] Rx max 11604.600 3980.750 2.915

[3] Rz min 11604.600 3305.880 3.510

[4] Rz max 11604.600 3305.880 3.510

[5] My min 11604.600 3980.750 2.915

[6] My max 11604.600 3305.880 3.510

"!V, MIN : 2.92 > 1.80 "O.K."

5. COMPROBACIONES ESTRUCTURALES:

5.1 Dimensionamiento de la Armadura de la Cimentación:

Canto Inf Muro [m]: 0.85 Canto del muro en la sección de arranque

Dist PUNT,EJE MURO [m]: 1.425 Distancia de la puntera al eje del muro en arranque

Dist TALON,EJE MURO [m]: 2.925 Distancia del talón al eje del muro en arranque

ESFUERZOS DIMENSIONAMIENTO ARMADURA CIMENTACIÓN (ELU)

Hip Envolvente " v

N,d My,d

[kN] [kNm]

[1] Rx min 6298.315 -504.450

[2] Rx max 6554.915 -3301.930

[5] Rz min 6554.915 -2289.620

[6] Rz max 6298.315 -504.450

[7] My min 6554.915 -3301.930

[8] My max 6298.315 -504.450

!máx !min EJE, MURO

[kN/m2] [kN/m2] [kN/m2]

[1] 189.158 151.522 176.829

[2] 300.454 54.105 219.754

[5] 262.691 91.868 206.732

[6] 189.158 151.522 176.829

[7] 300.454 54.105 219.754

[8] 189.158 151.522 176.829

(ELU)

Hip Envolvente

TENSIONES EN LA ZAPATA (MAYORADAS -ELU-)

Página 6 de 8

Page 18: QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia SOFiSTiK ... · SOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13) Page 34 2016-05-05 Aletas Estribo 1 (Tramo 1) 1.2.3.2

Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

- Dimensionamiento de la armadura de la puntera:

Lp [m] : 1.00 Longitud de la puntera

Hz [m]: 0.80 Canto de la zapata

Lp / Hz: 1.25 Relación luz/canto en la puntera de la zapata

Procedimiento Cálculo Armadura: Lp / Hz < 2

R T,PUNT Xd Td

[kN/m] [m] [kN/m]

[1] 260.77 0.508 176.625

[2] 370.65 0.537 265.307

[5] 334.46 0.528 235.602

[6] 260.77 0.508 176.625

[7] 370.65 0.537 265.307

[8] 260.77 0.508 176.625

Td max [kN/m] : 265.307 Tracción máxima en la armadura.

As[cm2/m] : 6.633 Armadura necesaria por cálculo en la puntera (cara inferior zapata)As min [cm2/m] : 14.720 Cuantía mecánica mínima.

Método Bielas y Tirantes.

DIMENSIONAMIENTO DE LA ARMADURA DE LA PUNTERA

Armadura Cara Inferior Zapata: 14.72 cm2 / m

- Dimensionamiento de la armadura del talón:

Lt [m] : 2.500 Longitud del talón.

Hz [m]: 0.80 Canto de la zapata

Lt / Hz: 3.13 Relación luz/canto en el talón de la zapata

Procedimiento Cálculo Armadura: Lt / Hz > 2

Vd TIERRAS+SCU [kNm/m] : 478.13 Esfuerzo cortante generado por el peso propio de las tierras

en la sección de arranque del talón (ELU).

Vd PP ZAPATA [kNm/m] : 67.50 Esfuerzo cortante generado por el peso propio de la zapata (ELU).

Md TIERRAS+SCU [kNm/m] : 800.86 Momento flector generado por el peso propio de las tierras

respecto al eje del muro (ELU).

Md PP ZAPATA [kNm/m] : 88.09 Momento generado por el peso propio de la zapata (ELU).

Teoría de Flexión.

Página 7 de 8

Obra: Estructura: Elemento: Fecha: 04/05/2016

DIMENSIONAMIENTO Y COMPROBACIÓN DE ZAPATAS CORRIDAS DE MUROS

Acceso a Lloseta desde Ma-13Paso Superior sobre Ma-13. Aletas Estribo 1 (Tramo 1).

R T,TALÓN Xd M REACC, CIMENT Md Vd

[kN/m] [m] [kN·m/m] [kNm/m] [kN]

480.213 1.212 -582.223 306.724 135.187

400.518 0.955 -382.545 506.402 203.302

436.702 1.062 -463.984 424.963 172.375

480.213 1.212 -582.223 306.724 135.187

400.518 0.955 -382.545 506.402 203.302

480.213 1.212 -582.223 306.724 135.187

Md [kN·m/m]: 506.402 Momento máximo para el dimensionamiento de la armadura

U0 [kN]: 12750.00

Mlim [kNm]: 6455

As [cm2/m] : 15.964 Armadura necesaria por cálculo en el talón (cara superior zapata)As min [cm2/m] : 14.720 Cuantía mecánica mínima.

Vd max [kN/m] : 203.30 Esfuerzo cortante máximo en la zapata (eje muro).

Vd max [kN/m] : 138.25 Esfuerzo cortante máximo en el talón de la zapata a un canto útil del

arranque del muro.

Vcu [kN/m]: 253.197 Esfuerzo cortante resistente máximo en el hormigón sin

armadura de cortante.

Armadura Cara Superior Zapata: 15.96 cm2 / m

Momento Reacción Terreno Cimentación Esfuerzos Dimensionamiento Armadura

DIMENSIONAMIENTO DE LA ARMADURA DEL TALÓN

Vcu > Vd "O.K."

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