quantum leap ingenieria s.l.p. * 30008 murcia sofistik
TRANSCRIPT
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 292016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ Quadrilateral Elements , Material designations
HA 30 (EHE)
m-2.00 0.00 2.00 4.00 6.00 8.00
0.00
2.00
4.00
6.00
M 1 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 302016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 73
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
M 1 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 312016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
-167.9 0.600
-90.0 -76.9-71.4 -60.1 -52.3
-40.0
-30.0
-30.0-20.0
-20.0
-10.0
-10.0
0.573 0.454
-0.392
-0.329-0.196
-0.169
-0.137
-0.134
-0.134
-0.0714
Membrane force n-yy in local y in Node , Loadcase 536 MAX-NYY QUAD (ELU) , from -167.9to 0.600 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
M 1 : 72
XYZ
-226.7 0.444 -103.8-96.4 -81.1 -70.6
-40.0
-40.0
-0.529
-0.445
0.425 0.337
-0.264
-0.229
-0.185
-0.181
-0.181
-0.0964
Membrane force n-yy in local y in Node , Loadcase 537 MIN-NYY QUAD (ELU) , from -226.7to 0.444 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 322016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
101.2
-2.72
90.4 83.3 73.0 61.5 43.2
30.0
30.020.0
16.8
10.0
10.04.42
2.91
2.83-2.62 2.31
2.27
2.222.06
1.72
1.56
1.54
1.29
1.29
-1.11
-1.09
0.975
-0.864-0.669
-0.607
-0.531
-0.430
0.395
-0.366
0.304
0.186
-0.148
-0.116
-0.0879
-0.0713
-0.0649
-0.0379
0.0290
0.0054
-0.2883E-3
Bending moment m-xx in local x in Node , Loadcase 540 MAX-MX QUAD (ELU) , from -2.72 to101.2 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 : 72
XYZ
54.6
-4.59
53.0 44.139.2 38.4 32.0 22.1
20.0
15.010.0
8.45
5.00
5.00
-3.99
-2.26
-2.09
-2.05
-1.96
-1.82
1.80
1.68
-1.66
1.56
-1.42
-1.33
1.27
1.21
-1.19
1.18
-1.13 0.939
0.713
0.694
-0.616
0.414
0.200
-0.165
-0.163
0.124
-0.110
-0.110
0.0558
0.0109
-0.0074
Bending moment m-xx in local x in Node , Loadcase 541 MIN-MX QUAD (ELU) , from -4.59 to54.6 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 332016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
718.0
-0.0169
507.1
400.0
363.7350.0 300.8
250.0
212.1
200.0
165.2
150.0
100.0
100.0
50.0
50.0
1.84
1.73
1.130.937
0.665
0.597
0.301
-0.0142
0.0
Bending moment m-yy in local y in Node , Loadcase 542 MAX-MY QUAD (ELU) , from 0 to718.0 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 : 72
XYZ
386.3
-0.421
271.2 220.0
200.0
191.0 156.4
140.0
107.9
100.0
82.9
80.0 60.0
40.0
40.0 20.0
20.0
0.917
0.850
0.5670.482
0.282-0.214 0.188
0.0581
0.0115
-0.4701E-3
Bending moment m-yy in local y in Node , Loadcase 543 MIN-MY QUAD (ELU) , from -0.421 to386.3 step 20.0 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 342016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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 : 72
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)
Page 352016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
4.04 3.05 2.90 2.64 2.39
2.14
2.10
1.81
1.60
1.51
1.36
1.29
1.23
1.18
1.08
1.01
1.00
1.00 0.794
0.590
0.575
0.535
0.525
0.518 0.456
0.278
0.177
0.106
0.0450 0.0157
0.0073 0.0025
0.0 0.0
Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 4.04 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 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 362016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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
M 1 : 72
XYZ
20.2 15.8 14.2 11.4 9.88
8.00
7.57 6.44
4.00
4.00
2.68 2.37
2.00
1.941.59
0.7680.385
0.2760.266
0.185
0.07850.0485
0.0124
0.0013
0.3620E-3
0.0
Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 20.2 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 372016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
0.0925
Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, Differences to 20.1, from 0 to 0.0925 step 0.0050 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 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 382016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
0.5630.511
0.489
0.442
0.40
0
0.383
0.3500.318
0.25
0
0.200
0.172
0.153
0.151
0.150
0.129
0.123
0.101
0.100
0.1000.0857
0.0820
0.0745
0.0704
0.0648
0.0502
0.0450
0.0283
0.0258
0.0154
0.0118
0.0098
0.0058
0.0027
0.00140.0014 0.00100.8399E-3
0.6985E-3
0.8932E-4
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
0.0
0.00.00.0
0.0
Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.563 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 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 392016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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
M 1 : 72
XYZ
0.1130.102
0.0978
0.0967
0.0884
0.0765
0.0726
0.0636
0.0400
0.0389
0.0344
0.0306
0.0259
0.0245
0.0201
0.0200
0.0171
0.0164
0.0149
0.0141
0.0134
0.0130
0.0100
0.0090
0.0062 0.0060
0.0057
0.00520.0048
0.0031
0.0024
0.0021
0.0020
0.0012
0.1397E-3
0.4196E-4
0.0
0.0
0.0 0.00.00.0 0.0 0.0
0.0
0.0 0.00.0
0.0
0.00.0
0.00.00.0
0.0
Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 0.113 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 402016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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)
Page 412016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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 : 72
XYZ
-167.9 0.600-11
0.0
-106.8
-103.8-96.4 -81.1 -70.6
-70.0
-50.0
-40.0
-40.0
-30.0
-30.0
-20.0
-20.0
-10.0
-10.0
0.573
-0.529
-0.445
-0.229
-0.185
-0.181
-0.181
0.0
Membrane force n-yy in local y in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from -167.9to 0.600 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 422016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
240.1 185.0
160.
0
158.3
148.2
145.1
145.1
144.2
125.5
80.6
70.5
60.0
40.0
32.8
31.630.9
28.8
21.1
20.0
20.0
15.9
12.8
12.0
7.44
7.21
5.53
3.94
1.79
0.215
0.172
0.117
Principal shear forces (absolute) in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from 0.117to 240.1 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 : 72
XYZ
240.1 185.0158.3
148.2
145.1
145.1
144.2
125.5
80.6
70.5
32.8
31.630.9
28.8
21.1
15.9
12.8
12.0
7.44
7.21
5.53
3.94
2.95
1.79
0.215
0.172
0.117
Principal shear forces (absolute) in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from 235.0to 240.1 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)
Page 432016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
-226.7 0.600 -103.8-71.4 -60.1 -52.3
-40.0-9.58
-7.02
0.573
-0.529
-0.329
-0.169
-0.137
-0.134
-0.134
0.0
Membrane force n-yy in local y in Node , Loadcase 546 MAX-VY QUAD (ELU) , from -226.7 to0.600 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 : 72
XYZ
158.3 103.8
100.
0
98.7
96.7
85.8
80.2 70.568.147.5
40.0
40.0
30.0
30.0
20.0
15.8
15.515.2
13.9
10.0
10.0
10.0
9.71
7.37
6.41
4.67
3.503.38
0.452
0.291
0.253
0.193
0.172
0.0077
Principal shear forces (absolute) in Node , Loadcase 546 MAX-VY QUAD (ELU) , from 0.0077to 158.3 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 442016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
158.3 103.8
98.8
96.7
85.8
80.2 70.568.147.5
15.8
15.515.2
13.9
9.71
7.37
6.41
4.67
3.503.38
2.87
0.452
0.291
0.253
0.193
0.172
0.0077
Principal shear forces (absolute) in Node , Loadcase 546 MAX-VY QUAD (ELU) , from 235.0to 158.3 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)
Page 452016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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 : 72
XYZ Average plate thickness in Element in m (Max=0.882)
0.3020.3050.3190.3340.3480.3630.3770.3920.4060.4210.4350.4500.4640.4790.4930.5080.5220.5370.5510.566
0.5950.6090.6240.6380.6530.6670.6820.6960.7110.7250.7400.7540.7690.7830.7980.8120.8270.8410.8560.882
m-2.00 0.00 2.00 4.00 6.00 8.00
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)
Page 462016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ Quadrilateral Elements , Material designations
HA 30 (EHE)
m-2.00 0.00 2.00 4.00 6.00 8.00
0.00
2.00
4.00
6.00
M 1 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 472016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 73
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
M 1 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 482016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
-167.9 0.444
-90.0 -76.9-71.4 -60.1 -52.3
-40.0
-30.0
-30.0-20.0
-20.0
0.425
-0.392
0.337
-0.329-0.196
-0.169
-0.137
-0.134
-0.134
-0.0714
Membrane force n-yy in local y in Node , Loadcase 636 MAXE-NYY QUAD (SIS) , from -167.9to 0.444 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
M 1 : 72
XYZ
-167.9 0.444
-90.0 -76.9-71.4 -60.1 -52.3
-40.0
-30.0
-30.0-20.0
-20.0
0.425
-0.392
0.337
-0.329-0.196
-0.169
-0.137
-0.134
-0.134
-0.0714
Membrane force n-yy in local y in Node , Loadcase 637 MINE-NYY QUAD (SIS) , from -167.9to 0.444 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 492016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
69.4
-2.72
67.949.9 49.4 41.2 28.3
25.0
20.015.0
10.8
10.0
5.003.27
-2.622.29
2.02
1.89
1.761.53
1.461.31
-1.13
1.11
-1.11
-1.09 1.05
-0.864
-0.822
0.819
-0.669
-0.627
-0.607
-0.366
0.315
0.266
-0.184
0.163
-0.0713
-0.0526
-0.0379
0.0266
0.0131
0.0036
-0.0019
-0.2883E-3
Bending moment m-xx in local x in Node , Loadcase 640 MAXE-MX QUAD (SIS) , from -2.72 to69.4 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
M 1 : 72
XYZ
54.6
-3.45
53.0 44.139.2 38.4 32.0 22.1
20.0
15.010.0
8.45
5.00
5.00
-2.89
1.80
1.68
1.56-1.51
-1.45
-1.42
1.41
-1.40
-1.27
1.27
1.21
-1.21
1.18
1.08
-1.04
0.939
-0.916
0.713
0.694
0.414
-0.380
0.200
-0.170
0.124
-0.0879
-0.0649
0.0558
-0.0507
0.0109
-0.0093
Bending moment m-xx in local x in Node , Loadcase 641 MINE-MX QUAD (SIS) , from -3.45 to54.6 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 502016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
494.1
-0.0090
348.0
300.
0
246.1 201.7
200.0
139.3 106.0
100.050.0
50.0
1.46
1.41
0.8780.740
0.508
0.278
-0.0061
0.0
Bending moment m-yy in local y in Node , Loadcase 642 MAXE-MY QUAD (SIS) , from 0 to494.1 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 : 72
XYZ
386.3
-0.281
271.2 220.0
200.0
191.0 156.4
140.0
107.9
100.0
82.9
80.0 60.0
40.0
40.0 20.0
20.0
0.917
0.850
0.5670.482
0.282
0.188-0.143
0.0581
0.0115
-0.0011
0.0
Bending moment m-yy in local y in Node , Loadcase 643 MINE-MY QUAD (SIS) , from -0.281to 386.3 step 20.0 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 512016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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 : 72
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)
Page 522016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
4.04 3.05 2.90 2.64 2.39
2.14
2.10
1.81
1.60
1.51
1.36
1.29
1.23
1.18
1.08
1.01
1.00
1.00 0.794
0.590
0.575
0.535
0.525
0.518 0.456
0.278
0.177
0.106
0.0450 0.0157
0.0073 0.0025
0.0 0.0
Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 4.04 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 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 532016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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
M 1 : 72
XYZ
20.2 15.8 14.2 11.4 9.88
8.00
7.57 6.44
4.00
4.00
2.68 2.37
2.00
1.941.59
0.7680.385
0.2760.266
0.185
0.07850.0485
0.0124
0.0013
0.3620E-3
0.0
Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 20.2 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 542016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
0.0925
Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, Differences to 20.1, from 0 to 0.0925 step 0.0050 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 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 552016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
0.5630.511
0.489
0.442
0.40
0
0.383
0.3500.318
0.25
0
0.200
0.172
0.153
0.151
0.150
0.129
0.123
0.101
0.100
0.1000.0857
0.0820
0.0745
0.0704
0.0648
0.0502
0.0450
0.0283
0.0258
0.0154
0.0118
0.0098
0.0058
0.0027
0.00140.0014 0.00100.8399E-3
0.6985E-3
0.8932E-4
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
0.0
0.00.00.0
0.0
Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.563 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 : 72
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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 562016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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
M 1 : 72
XYZ
0.1130.102
0.0978
0.0967
0.0884
0.0765
0.0726
0.0636
0.0400
0.0389
0.0344
0.0306
0.0259
0.0245
0.0201
0.0200
0.0171
0.0164
0.0149
0.0141
0.0134
0.0130
0.0100
0.0090
0.0062 0.0060
0.0057
0.00520.0048
0.0031
0.0024
0.0021
0.0020
0.0012
0.1397E-3
0.4196E-4
0.0
0.0
0.0 0.00.00.0 0.0 0.0
0.0
0.0 0.00.0
0.0
0.00.0
0.00.00.0
0.0
Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 0.113 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 572016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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)
Page 582016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
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 : 72
XYZ
-167.9 0.444 -76.9-71.4 -60.1 -52.3
-40.0
-30.0
-30.0-20.0
-20.0
0.425
-0.392
0.337
-0.329
-0.169
-0.137
-0.134
-0.134
Membrane force n-yy in local y in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from -167.9to 0.444 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 592016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
168.0 119.6
110.0
106.0
102.8
98.8
96.7
92.3
79.9
78.8
68.9
53.6
50.0
50.0
47.5
40.0
40.0
30.0
30.0
26.9
25.224.4
22.3
20.0
20.0
17.812.8
12.0
10.0
5.96
5.92
4.75
4.01
3.81
2.24
0.758
0.280
0.256
0.152 0.102
Principal shear forces (absolute) in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from0.102 to 168.0 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
M 1 : 72
XYZ
168.0 119.6
106.0
102.8
98.8
96.7
92.3
79.9
78.8
68.9
53.6
47.5
26.9
25.224.4
22.3
17.812.8
12.0
5.96
5.92
4.75
4.01
3.81
2.95
2.24
0.758
0.280
0.256
0.152 0.102
Principal shear forces (absolute) in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from235.0 to 168.0 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)
Page 602016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
-167.9 0.444 -76.9-71.4 -60.1 -52.3
-40.0
-30.0
-30.0-20.0
-20.0
0.425
-0.392
0.337
-0.329
-0.169
-0.137
-0.134
-0.134
Membrane force n-yy in local y in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from -167.9to 0.444 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
M 1 : 72
XYZ
158.3 103.8
100.
0
98.7
96.7
85.8
80.2 68.1 53.640.5
40.0
40.0
30.0
30.0
20.0
15.8
15.515.2
13.9
10.0
10.0
9.71
7.37
6.41
3.81
3.503.38
2.24
0.658
0.291
0.182
0.156 0.102
0.0052
Principal shear forces (absolute) in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from0.0052 to 158.3 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
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
Page 612016-05-05
Aletas Estribo 2 (Tramo 1)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 72
XYZ
158.3 103.8
98.8
96.7
85.8
80.2 68.1 53.640.5
15.8
15.515.2
13.9
9.71
7.37
6.41
3.81
3.503.38
2.24
0.658
0.291
0.182
0.156 0.102
0.0052
Principal shear forces (absolute) in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from 235.0to 158.3 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
!"#$ #%!&'($' "))&*#$ " ++$#&," -&#-& ./01*
!2345673 85 &956:6;<= 85 &>72:67:2/?
1@?A?@? );B5=7/6;<=?
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 2 (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 2 (Tramo 1).
2. DEFINICIÓN GEOMÉTRICA DEL MURO Y LA CIMENTACIÓN
HM [m] : 5.38 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] : 2.25 Longitud del talón de la zapata.
L ZAP [m] : 4.10 Longitud total de la zapata (dir. paralela al eje del tablero)
Hmuro+Hzap [m] : 6.18 Altura de muro + canto de la zapata
BM [m] : 8.00 Ancho total del muro
BZ [m] : 8.00 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
295.63 1.483 438.510 -167.521
TOTAL (Muros) 295.625 438.510 -167.521
Peso Propio Exc, puntera M PUNT, ZAPATA M CDG, ZAPATA
[kN] [m] [kN·m] [kN·m]
Zapata 656.000 2.050 1344.800 0.000
TOTAL (Muros + Zapata) 951.625 1783.310 -167.521
ALZADO DE MURO
Elemento
CIMENTACIÓN DE MURO
Elemento
Página 2 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 2 (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 1935.000 0.925 1789.875 5756.625
TOTAL 1935.000 1789.875 5756.625
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 -246.409 0.391 -96.288 1693.587
TOTAL -246.409 -96.288 1693.587
4. ACCIONES EN EL ARRANQUE DEL MURO:
RESULTANTES DE ESFUERZOS, EXCENTRICIDADES Y MOMENTOS EN LA BASE DE LA ZAPATA
Elemento
RESULTANTES DE ESFUERZOS HORIZONTALES (CANTO ZAPATA) EN BASE ZAPATA
Elemento
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 2 (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]: 8.00 Ancho de la zapata en la dirección longitudinal.
Longitud Zapata (z) [m]: 4.10 Ancho de la zapata en la dirección transversal.
N,k My,k
[kN] [kNm]
[1] Rx min 3619.625 -2117.499
[2] Rx max 3619.625 -2792.369
[3] Rz min 3619.625 -2117.499
ENVOLVENTE DE REACCIONES (ELU) EN COORDENADAS LOCALES
Envolvente
ENVOLVENTES ELS EN C.D.G. CIMENTACIÓN.
Envolvente
[4] Rz max 3619.625 -2117.499
[5] My min 3619.625 -2792.369
[6] My max 3619.625 -2117.499
,adm #MAX #MIN #MED
[kN/m2] [kN/m2] [kN/m2] [kN/m2]
[1] 200.000 204.829 15.879 110.354
[2] 200.000 235.920 0.000 117.960
[3] 200.000 204.829 15.879 110.354
[4] 200.000 204.829 15.879 110.354
[5] 200.000 235.920 0.000 117.960
[6] 200.000 204.829 15.879 110.354
#MAX [kN/m2]: 235.920
#MED [kN/m2]: 117.960
#MIN [kN/m2]: 0.000
5.2 Comprobación de la Seguridad frente al Deslizamiento:
Ve Vd
Hip
< 250 kN/m2 "O.K."
< 200 kN/m2 "O.K."
93.55 % Zapata Comprimida "O.K."
Hip Envolvente " d
COMPROBACIÓN DE TENSIONES EN CIMENTACIÓN
Página 4 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 2 (Tramo 1).
[kN] [kN]
[1] Rx min 2089.797 1331.609 1.569
[2] Rx max 2089.797 1503.409 1.390
[3] Rz min 2089.797 1331.609 1.569
[4] Rz max 2089.797 1331.609 1.569
[5] My min 2089.797 1503.409 1.390
[6] My max 2089.797 1331.609 1.569
"#d MIN : 1.39 Modificar Zapata
Hip Envolvente " d
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 2 (Tramo 1).
5.2 Comprobación de la Seguridad frente al Vuelco:
Me Mv
[kN] [kN]
[1] Rx min 8584.460 3281.728 2.616
[2] Rx max 8584.460 3956.598 2.170
[3] Rz min 8584.460 3281.728 2.616
[4] Rz max 8584.460 3281.728 2.616
[5] My min 8584.460 3956.598 2.170
[6] My max 8584.460 3281.728 2.616
"#V, MIN : 2.17 > 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]: 2.675 Distancia del talón al eje del muro en arranque
Hip Envolvente " v
ESFUERZOS DIMENSIONAMIENTO ARMADURA CIMENTACIÓN (ELU)
N,d My,d
[kN] [kNm]
[1] Rx min 4920.194 -1329.337
[2] Rx max 5176.794 -4094.742
[5] Rz min 5176.794 -3082.432
[6] Rz max 4920.194 -1329.337
[7] My min 5176.794 -4094.742
[8] My max 4920.194 -1329.337
#máx #min EJE, MURO
[kN/m2] [kN/m2] [kN/m2]
[1] 209.316 90.696 168.088
[2] 342.647 0.000 223.556
[5] 295.356 20.302 199.758
[6] 209.316 90.696 168.088
[7] 342.647 0.000 223.556
[8] 209.316 90.696 168.088
TENSIONES EN LA ZAPATA (MAYORADAS -ELU-)
(ELU)
Hip Envolvente
Página 6 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 2 (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] 268.90 0.526 188.569
[2] 403.42 0.550 295.817
[5] 352.77 0.546 256.748
[6] 268.90 0.526 188.569
[7] 403.42 0.550 295.817
[8] 268.90 0.526 188.569
Td max [kN/m] : 295.817 Tracción máxima en la armadura.
As[cm2/m] : 7.395 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] : 2.250 Longitud del talón.
Hz [m]: 0.80 Canto de la zapata
Lt / Hz: 2.81 Relación luz/canto en el talón de la zapata
Procedimiento Cálculo Armadura: Lt / Hz > 2
Vd TIERRAS+SCU [kNm/m] : 362.81 Esfuerzo cortante generado por el peso propio de las tierras
en la sección de arranque del talón (ELU).
Vd PP ZAPATA [kNm/m] : 60.75 Esfuerzo cortante generado por el peso propio de la zapata (ELU).
Md TIERRAS+SCU [kNm/m] : 562.36 Momento flector generado por el peso propio de las tierras
respecto al eje del muro (ELU).
Md PP ZAPATA [kNm/m] : 69.19 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 2 (Tramo 1).
R T,TALÓN Xd M REACC, CIMENT Md Vd
[kN/m] [m] [kN·m/m] [kNm/m] [kN]
346.124 0.992 -343.240 288.307 132.430
262.909 0.784 -206.126 425.421 202.424
294.331 0.761 -224.112 407.435 175.995
346.124 0.992 -343.240 288.307 132.430
262.909 0.784 -206.126 425.421 202.424
346.124 0.992 -343.240 288.307 132.430
Md [kN·m/m]: 425.421 Momento máximo para el dimensionamiento de la armadura
U0 [kN]: 12750.00
Mlim [kNm]: 6455
As [cm2/m] : 13.350 Armadura necesaria por cálculo en el talón (cara superior zapata)As min [cm2/m] : 14.720 Cuantía mecánica mínima.
Vd max [kN/m] : 202.42 Esfuerzo cortante máximo en la zapata (eje muro).
Vd max [kN/m] : 130.45 Esfuerzo cortante máximo en el talón de la zapata a un canto útil del
arranque del muro.
Vcu [kN/m]: 246.440 Esfuerzo cortante resistente máximo en el hormigón sin
armadura de cortante.
Momento Reacción Terreno Cimentación Esfuerzos Dimensionamiento Armadura
Armadura Cara Superior Zapata: 14.72 cm2 / m
DIMENSIONAMIENTO DE LA ARMADURA DEL TALÓN
Vcu > Vd "O.K."
Página 8 de 8