12.6. Aletas Estribo 2 (Tramo 2). 1@?A?1? BC/83>?...QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia...
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12.6. Aletas Estribo 2 (Tramo 2).
Transcript of 12.6. Aletas Estribo 2 (Tramo 2). 1@?A?1? BC/83>?...QUANTUM LEAP INGENIERIA S.L.P. * 30008 Murcia...
PASO SUPERIOR ACCE3SO A LLOSETA DESDE Ma-13 Proyecto de Ejecución de Estructura.
12.6. Aletas Estribo 2 (Tramo 2).
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QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 AQUA - GENERAL CROSS SECTIONS (V 16.60)
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Aletas Estribo 2 (Tramo 2)
Secciones & Materiales
SO
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Default design code is EHE Instrucción de hormigòn estructural 2008 (Espagna) V 21.0
Materials
No. 1 HA 30 (EHE)
No. 2 B 500 (EHE)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 SOFiMSHC - STRUCTURAL ELEMENTS AND GEOMETRY (V 14.12)
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Aletas Estribo 2 (Tramo 2)
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Structural Elements
Structural Lines
Number SPt!a SPt!e Ref Type NoS Grp Hinges!a Hinges!e Title
2 1005 1006SPt!a,SPt!e structural point start / end NoS section numberRef reference line, reference axis Grp primary group number
Type element type
Structural Areas
Number Grp Mat MRf t[m] Kind locX dX[!] dY[!] dZ[!] dRot[°] Title
2 1 1 2 SURF AreaGrp primary group number locX direction of the local x axis
Mat material number dX,dY,dZ explicit components of the directionMRf reinforcement material number dRot additional rotation about beam axist thickness
Supporting Lines
Grp Number From To Inc Type Ref C!a C!e Unit Direction
0 1 1005 1007 2 !! S
1007 1008 1 !! S
1008 1009 1 !! S
1009 1010 1 !! S
1010 1011 1 !! S
1011 1012 1 !! S
1012 1013 1 !! S
1013 1014 1 !! S
1014 1015 1 !! S
1015 1016 1 !! S
1016 1017 1 !! S
1017 1018 1 !! S
1018 1019 1 !! S
1019 1020 1 !! S
1020 1021 1 !! S
1021 1022 1 !! S
1022 1023 1 !! S
1023 1024 1 !! S
1024 1025 1 !! S
1025 1026 1 !! S
1026 1027 1 !! S
1027 1028 1 !! S
1028 1029 1 !! S
1029 1030 1 !! S
1030 1031 1 !! S
1031 1032 1 !! S
1032 1033 1 !! S
1033 1034 1 !! S
1034 1035 1 !! S
1035 1036 1 !! S
1036 1037 1 !! S
1037 1038 1 !! S
1038 1039 1 !! S
1039 1040 1 !! S
1040 1041 1 !! S
1041 1042 1 !! S
1042 1043 1 !! S
1043 1044 1 !! S
1044 1045 1 !! S
1045 1046 1 !! S
1046 1047 1 !! S
1047 1048 1 !! S
1048 1049 1 !! S
1049 1050 1 !! S
1050 1051 1 !! S
1051 1052 1 !! S
1052 1053 1 !! S
1053 1054 1 !! S
1054 1055 1 !! S
1055 1056 1 !! S
1056 1057 1 !! S
1057 1058 1 !! S
1058 1059 1 !! S
1059 1060 1 !! S
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 SOFiMSHC - STRUCTURAL ELEMENTS AND GEOMETRY (V 14.12)
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Aletas Estribo 2 (Tramo 2)
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Supporting Lines
Grp Number From To Inc Type Ref C!a C!e Unit Direction
0 1 1060 1061 1 !! S
1061 1062 1 !! S
1062 1063 1 !! S
1063 1064 1 !! S
1064 1065 1 !! S
1065 1066 1 !! S
1066 1067 1 !! S
1067 1068 1 !! S
1068 1069 1 !! S
1069 1070 1 !! S
1070 1071 1 !! S
1071 1072 1 !! S
1072 1073 1 !! S
1073 1074 1 !! S
1074 1075 1 !! S
1075 1076 1 !! S
1076 1077 1 !! S
1077 1078 1 !! S
1078 1079 1 !! S
1079 1080 1 !! S
1080 1081 1 !! S
1081 1082 1 !! S
1082 1083 1 !! S
1083 1084 1 !! S
1084 1085 1 !! S
1085 1086 1 !! S
1086 1087 1 !! S
1087 1088 1 !! S
1088 1089 1 !! S
1089 1090 1 !! S
1090 1091 1 !! S
1091 1092 1 !! S
1092 1093 1 !! S
1093 1006 !87 !! S
Total Length 8.000 [m] 100.00 percent activeGrp primary group number Ref direction of increase ("S": along the line)From,To start/end node C!a,C!e bedding constant at the beginning/endInc increment Unit unit of bedding
Type type of support
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 SOFiLOAD - LOAD DEFINITIONS (V 16.12)
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Aletas Estribo 2 (Tramo 2)
Hipotesis de Carga
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Actions
type part sup Title "!u "!f "!a #!0 #!1 #!2
G G perm PERM 1.35 1.00 1.00 1.00 1.00 1.00
G1 G perm Tierras 1.50 1.00 1.00 1.00 1.00 1.00
Q Q cond SCU 1.50 0.00 1.00 0.40 0.40 0.00
E E cond SIS 1.00 0.00 1.00 1.00 1.00 1.00
Load Case 1 (G ) Self_Weight
Factor forces and moments 1.000
Factor dead weight DL!ZZ !1.000
unfavourable safety factor 1.350
favourable safety factor 1.000
Combination coefficient "!0 1.000 (rare)
Combination coefficient "!1 1.000 (frequent)
Combination coefficient "!2 1.000 (permanent)
Load Case 2 (G1 ) EarthPr_ULS
Factor forces and moments 1.000
unfavourable safety factor 1.500
favourable safety factor 1.000
Combination coefficient "!0 1.000 (rare)
Combination coefficient "!1 1.000 (frequent)
Combination coefficient "!2 1.000 (permanent)
Loads
Kind Referenceto Projection Coordinates Type Loadvalue
W[m] X[m] Y[m] Z[m]
Area 0.000 0.000 0.000 PYY 24.75 [kN/m2]
8.000 0.000 0.000 3.30 [kN/m2]
8.000 0.000 0.500 0.00 [kN/m2]
0.000 0.000 3.750 0.00 [kN/m2]
gar 2 activated 100.00 percent
Load Case 3 (Q ) SCU
Factor forces and moments 1.000
unfavourable safety factor 1.500
favourable safety factor 0.000
Combination coefficient "!0 0.400 (rare)
Combination coefficient "!1 0.400 (frequent)
Combination coefficient "!2 0.000 (permanent)
Loads
Kind Referenceto Projection Coordinates Type Loadvalue
W[m] X[m] Y[m] Z[m]
Area 0.000 0.000 0.000 PYY 3.30 [kN/m2]
8.000 0.000 0.000 3.30 [kN/m2]
8.000 0.000 0.500 3.30 [kN/m2]
0.000 0.000 3.750 3.30 [kN/m2]
gar 2 activated 100.00 percent
Load Case 4 (E ) SISMO
Factor forces and moments 1.000
unfavourable safety factor 1.000
favourable safety factor 0.000
Combination coefficient "!0 1.000 (rare)
Combination coefficient "!1 1.000 (frequent)
Combination coefficient "!2 1.000 (permanent)
Loads
Kind Referenceto Projection Coordinates Type Loadvalue
W[m] X[m] Y[m] Z[m]
Area 0.000 0.000 3.750 PYY 3.45 [kN/m2]
8.000 0.000 0.500 0.46 [kN/m2]
8.000 0.000 0.000 0.00 [kN/m2]
0.000 0.000 0.000 0.00 [kN/m2]
gar 2 activated 100.00 percent
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 52016-05-05
Aletas Estribo 2 (Tramo 2)
(ELU)!LC 500
SO
FiS
TiK
AG
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.sof
istik
.de
Superposition according to EHE Instrucción de hormigòn estructural 2008
Combination rule Number 1
(ELU)
Superposition according to manual MAXIMA formula 2.1
Resulting loadcases type Ultimate Design combination
Loadcase selection and Actions
Act type "!u "!f "!a #!0 #!1 #!2
LC factor Type of load case Title
E E 1.00 0.00 1.00 1.00 1.00 1.00 SIS
4 1.00 Conditional LC SISMO
G G 1.35 1.00 1.00 1.00 1.00 1.00 PERM
1 1.00 permanent load grouped in actions Self_Weight
G1 G 1.50 1.00 1.00 1.00 1.00 1.00 Tierras
2 1.00 permanent load grouped in actions EarthPr_ULS
Q Q 1.50 0.00 1.00 0.40 0.40 0.00 SCU
3 1.00 Conditional LC SCU
Generated Load cases
Number Com Title
500 1 MAX!PX NODE (ELU)
501 1 MIN!PX NODE (ELU)
502 1 MAX!PY NODE (ELU)
503 1 MIN!PY NODE (ELU)
504 1 MAX!PZ NODE (ELU)
505 1 MIN!PZ NODE (ELU)
506 1 MAX!MX NODE (ELU)
507 1 MIN!MX NODE (ELU)
508 1 MAX!MY NODE (ELU)
509 1 MIN!MY NODE (ELU)
510 1 MAX!MZ NODE (ELU)
511 1 MIN!MZ NODE (ELU)
512 1 MAX!UX NODE (ELU)
513 1 MIN!UX NODE (ELU)
514 1 MAX!UY NODE (ELU)
515 1 MIN!UY NODE (ELU)
516 1 MAX!UZ NODE (ELU)
517 1 MIN!UZ NODE (ELU)
534 1 MAX!NXX QUAD (ELU)
535 1 MIN!NXX QUAD (ELU)
536 1 MAX!NYY QUAD (ELU)
537 1 MIN!NYY QUAD (ELU)
538 1 MAX!NXY QUAD (ELU)
539 1 MIN!NXY QUAD (ELU)
534 1 MAX!NXX QUAK (ELU)
535 1 MIN!NXX QUAK (ELU)
536 1 MAX!NYY QUAK (ELU)
537 1 MIN!NYY QUAK (ELU)
538 1 MAX!NXY QUAK (ELU)
539 1 MIN!NXY QUAK (ELU)
540 1 MAX!MX QUAD (ELU)
541 1 MIN!MX QUAD (ELU)
542 1 MAX!MY QUAD (ELU)
543 1 MIN!MY QUAD (ELU)
544 1 MAX!MXY QUAD (ELU)
545 1 MIN!MXY QUAD (ELU)
540 1 MAX!MX QUAK (ELU)
541 1 MIN!MX QUAK (ELU)
542 1 MAX!MY QUAK (ELU)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 62016-05-05
Aletas Estribo 2 (Tramo 2)
(ELU)!LC 500
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Generated Load cases
Number Com Title
543 1 MIN!MY QUAK (ELU)
544 1 MAX!MXY QUAK (ELU)
545 1 MIN!MXY QUAK (ELU)
546 1 MAX!VY QUAD (ELU)
547 1 MIN!VY QUAD (ELU)
546 1 MAX!VY QUAK (ELU)
547 1 MIN!VY QUAK (ELU)
560 1 MAX!PX BOUN (ELU)
561 1 MIN!PX BOUN (ELU)
562 1 MAX!PY BOUN (ELU)
563 1 MIN!PY BOUN (ELU)
564 1 MAX!PZ BOUN (ELU)
565 1 MIN!PZ BOUN (ELU)
566 1 MAX!M BOUN (ELU)
567 1 MIN!M BOUN (ELU)
567 1 MAX!PX BOUN (ELU)
568 1 MIN!PX BOUN (ELU)
569 1 MAX!PY BOUN (ELU)
570 1 MIN!PY BOUN (ELU)
571 1 MAX!PZ BOUN (ELU)
572 1 MIN!PZ BOUN (ELU)
573 1 MAX!M BOUN (ELU)
574 1 MIN!M BOUN (ELU)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 72016-05-05
Aletas Estribo 2 (Tramo 2)
(SIS)!LC 600
SO
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TiK
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istik
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Superposition according to EHE Instrucción de hormigòn estructural 2008
Combination rule Number 2
(SIS)
Superposition according to manual MAXIMA formula 2.3
Resulting loadcases type Ultimate Earthquake combin.
Loadcase selection and Actions
Act type "!u "!f "!a #!0 #!1 #!2
LC factor Type of load case Title
E E 1.00 0.00 1.00 1.00 1.00 1.00 SIS
4 1.00 Conditional LC SISMO
G G 1.35 1.00 1.00 1.00 1.00 1.00 PERM
1 1.00 permanent load grouped in actions Self_Weight
G1 G 1.50 1.00 1.00 1.00 1.00 1.00 Tierras
2 1.00 permanent load grouped in actions EarthPr_ULS
Q Q 1.50 0.00 1.00 0.40 0.40 0.00 SCU
3 1.00 Conditional LC SCU
Generated Load cases
Number Com Title
600 2 MAXE!PX NODE (SIS)
601 2 MINE!PX NODE (SIS)
602 2 MAXE!PY NODE (SIS)
603 2 MINE!PY NODE (SIS)
604 2 MAXE!PZ NODE (SIS)
605 2 MINE!PZ NODE (SIS)
606 2 MAXE!MX NODE (SIS)
607 2 MINE!MX NODE (SIS)
608 2 MAXE!MY NODE (SIS)
609 2 MINE!MY NODE (SIS)
610 2 MAXE!MZ NODE (SIS)
611 2 MINE!MZ NODE (SIS)
612 2 MAXE!UX NODE (SIS)
613 2 MINE!UX NODE (SIS)
614 2 MAXE!UY NODE (SIS)
615 2 MINE!UY NODE (SIS)
616 2 MAXE!UZ NODE (SIS)
617 2 MINE!UZ NODE (SIS)
634 2 MAXE!NXX QUAD (SIS)
635 2 MINE!NXX QUAD (SIS)
636 2 MAXE!NYY QUAD (SIS)
637 2 MINE!NYY QUAD (SIS)
638 2 MAXE!NXY QUAD (SIS)
639 2 MINE!NXY QUAD (SIS)
634 2 MAXE!NXX QUAK (SIS)
635 2 MINE!NXX QUAK (SIS)
636 2 MAXE!NYY QUAK (SIS)
637 2 MINE!NYY QUAK (SIS)
638 2 MAXE!NXY QUAK (SIS)
639 2 MINE!NXY QUAK (SIS)
640 2 MAXE!MX QUAD (SIS)
641 2 MINE!MX QUAD (SIS)
642 2 MAXE!MY QUAD (SIS)
643 2 MINE!MY QUAD (SIS)
644 2 MAXE!MXY QUAD (SIS)
645 2 MINE!MXY QUAD (SIS)
640 2 MAXE!MX QUAK (SIS)
641 2 MINE!MX QUAK (SIS)
642 2 MAXE!MY QUAK (SIS)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 82016-05-05
Aletas Estribo 2 (Tramo 2)
(SIS)!LC 600
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Generated Load cases
Number Com Title
643 2 MINE!MY QUAK (SIS)
644 2 MAXE!MXY QUAK (SIS)
645 2 MINE!MXY QUAK (SIS)
646 2 MAXE!VY QUAD (SIS)
647 2 MINE!VY QUAD (SIS)
646 2 MAXE!VY QUAK (SIS)
647 2 MINE!VY QUAK (SIS)
660 2 MAXE!PX BOUN (SIS)
661 2 MINE!PX BOUN (SIS)
662 2 MAXE!PY BOUN (SIS)
663 2 MINE!PY BOUN (SIS)
664 2 MAXE!PZ BOUN (SIS)
665 2 MINE!PZ BOUN (SIS)
666 2 MAXE!M BOUN (SIS)
667 2 MINE!M BOUN (SIS)
667 2 MAXE!PX BOUN (SIS)
668 2 MINE!PX BOUN (SIS)
669 2 MAXE!PY BOUN (SIS)
670 2 MINE!PY BOUN (SIS)
671 2 MAXE!PZ BOUN (SIS)
672 2 MINE!PZ BOUN (SIS)
673 2 MAXE!M BOUN (SIS)
674 2 MINE!M BOUN (SIS)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 92016-05-05
Aletas Estribo 2 (Tramo 2)
(ELS)!LC 700
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
Superposition according to EHE Instrucción de hormigòn estructural 2008
Combination rule Number 1
(ELS)
Superposition according to manual MAXIMA formula 2.4
Resulting loadcases type Service: Rare combination
Loadcase selection and Actions
Act type "!u "!f "!a #!0 #!1 #!2
LC factor Type of load case Title
E E 1.00 0.00 1.00 1.00 1.00 1.00 SIS
4 1.00 Conditional LC SISMO
G G 1.35 1.00 1.00 1.00 1.00 1.00 PERM
1 1.00 permanent load grouped in actions Self_Weight
G1 G 1.50 1.00 1.00 1.00 1.00 1.00 Tierras
2 1.00 permanent load grouped in actions EarthPr_ULS
Q Q 1.50 0.00 1.00 0.40 0.40 0.00 SCU
3 1.00 Conditional LC SCU
Generated Load cases
Number Com Title
700 1 MAXR!PX NODE (ELS)
701 1 MINR!PX NODE (ELS)
702 1 MAXR!PY NODE (ELS)
703 1 MINR!PY NODE (ELS)
704 1 MAXR!PZ NODE (ELS)
705 1 MINR!PZ NODE (ELS)
706 1 MAXR!MX NODE (ELS)
707 1 MINR!MX NODE (ELS)
708 1 MAXR!MY NODE (ELS)
709 1 MINR!MY NODE (ELS)
710 1 MAXR!MZ NODE (ELS)
711 1 MINR!MZ NODE (ELS)
712 1 MAXR!UX NODE (ELS)
713 1 MINR!UX NODE (ELS)
714 1 MAXR!UY NODE (ELS)
715 1 MINR!UY NODE (ELS)
716 1 MAXR!UZ NODE (ELS)
717 1 MINR!UZ NODE (ELS)
734 1 MAXR!NXX QUAD (ELS)
735 1 MINR!NXX QUAD (ELS)
736 1 MAXR!NYY QUAD (ELS)
737 1 MINR!NYY QUAD (ELS)
738 1 MAXR!NXY QUAD (ELS)
739 1 MINR!NXY QUAD (ELS)
734 1 MAXR!NXX QUAK (ELS)
735 1 MINR!NXX QUAK (ELS)
736 1 MAXR!NYY QUAK (ELS)
737 1 MINR!NYY QUAK (ELS)
738 1 MAXR!NXY QUAK (ELS)
739 1 MINR!NXY QUAK (ELS)
740 1 MAXR!MX QUAD (ELS)
741 1 MINR!MX QUAD (ELS)
742 1 MAXR!MY QUAD (ELS)
743 1 MINR!MY QUAD (ELS)
744 1 MAXR!MXY QUAD (ELS)
745 1 MINR!MXY QUAD (ELS)
740 1 MAXR!MX QUAK (ELS)
741 1 MINR!MX QUAK (ELS)
742 1 MAXR!MY QUAK (ELS)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 102016-05-05
Aletas Estribo 2 (Tramo 2)
(ELS)!LC 700
SO
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Generated Load cases
Number Com Title
743 1 MINR!MY QUAK (ELS)
744 1 MAXR!MXY QUAK (ELS)
745 1 MINR!MXY QUAK (ELS)
746 1 MAXR!VY QUAD (ELS)
747 1 MINR!VY QUAD (ELS)
746 1 MAXR!VY QUAK (ELS)
747 1 MINR!VY QUAK (ELS)
760 1 MAXR!PX BOUN (ELS)
761 1 MINR!PX BOUN (ELS)
762 1 MAXR!PY BOUN (ELS)
763 1 MINR!PY BOUN (ELS)
764 1 MAXR!PZ BOUN (ELS)
765 1 MINR!PZ BOUN (ELS)
766 1 MAXR!M BOUN (ELS)
767 1 MINR!M BOUN (ELS)
767 1 MAXR!PX BOUN (ELS)
768 1 MINR!PX BOUN (ELS)
769 1 MAXR!PY BOUN (ELS)
770 1 MINR!PY BOUN (ELS)
771 1 MAXR!PZ BOUN (ELS)
772 1 MINR!PZ BOUN (ELS)
773 1 MAXR!M BOUN (ELS)
774 1 MINR!M BOUN (ELS)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 112016-05-05
Aletas Estribo 2 (Tramo 2)
(CUASIP)!LC 800
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
Superposition according to EHE Instrucción de hormigòn estructural 2008
Combination rule Number 1
(CUASIP)
Superposition according to manual MAXIMA formula 2.7
Resulting loadcases type Service: Permanent combination
Loadcase selection and Actions
Act type "!u "!f "!a #!0 #!1 #!2
LC factor Type of load case Title
E E 1.00 0.00 1.00 1.00 1.00 1.00 SIS
4 1.00 Conditional LC SISMO
G G 1.35 1.00 1.00 1.00 1.00 1.00 PERM
1 1.00 permanent load grouped in actions Self_Weight
G1 G 1.50 1.00 1.00 1.00 1.00 1.00 Tierras
2 1.00 permanent load grouped in actions EarthPr_ULS
Q Q 1.50 0.00 1.00 0.40 0.40 0.00 SCU
3 1.00 Conditional LC SCU
Generated Load cases
Number Com Title
800 1 MAXP!PX NODE (CUASIP)
801 1 MINP!PX NODE (CUASIP)
802 1 MAXP!PY NODE (CUASIP)
803 1 MINP!PY NODE (CUASIP)
804 1 MAXP!PZ NODE (CUASIP)
805 1 MINP!PZ NODE (CUASIP)
806 1 MAXP!MX NODE (CUASIP)
807 1 MINP!MX NODE (CUASIP)
808 1 MAXP!MY NODE (CUASIP)
809 1 MINP!MY NODE (CUASIP)
810 1 MAXP!MZ NODE (CUASIP)
811 1 MINP!MZ NODE (CUASIP)
812 1 MAXP!UX NODE (CUASIP)
813 1 MINP!UX NODE (CUASIP)
814 1 MAXP!UY NODE (CUASIP)
815 1 MINP!UY NODE (CUASIP)
816 1 MAXP!UZ NODE (CUASIP)
817 1 MINP!UZ NODE (CUASIP)
834 1 MAXP!NXX QUAD (CUASIP)
835 1 MINP!NXX QUAD (CUASIP)
836 1 MAXP!NYY QUAD (CUASIP)
837 1 MINP!NYY QUAD (CUASIP)
838 1 MAXP!NXY QUAD (CUASIP)
839 1 MINP!NXY QUAD (CUASIP)
834 1 MAXP!NXX QUAK (CUASIP)
835 1 MINP!NXX QUAK (CUASIP)
836 1 MAXP!NYY QUAK (CUASIP)
837 1 MINP!NYY QUAK (CUASIP)
838 1 MAXP!NXY QUAK (CUASIP)
839 1 MINP!NXY QUAK (CUASIP)
840 1 MAXP!MX QUAD (CUASIP)
841 1 MINP!MX QUAD (CUASIP)
842 1 MAXP!MY QUAD (CUASIP)
843 1 MINP!MY QUAD (CUASIP)
844 1 MAXP!MXY QUAD (CUASIP)
845 1 MINP!MXY QUAD (CUASIP)
840 1 MAXP!MX QUAK (CUASIP)
841 1 MINP!MX QUAK (CUASIP)
842 1 MAXP!MY QUAK (CUASIP)
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-12 MAXIMA - SUPERPOSITION OF LOAD CASES (V 17.09)
Page 122016-05-05
Aletas Estribo 2 (Tramo 2)
(CUASIP)!LC 800
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
Generated Load cases
Number Com Title
843 1 MINP!MY QUAK (CUASIP)
844 1 MAXP!MXY QUAK (CUASIP)
845 1 MINP!MXY QUAK (CUASIP)
846 1 MAXP!VY QUAD (CUASIP)
847 1 MINP!VY QUAD (CUASIP)
846 1 MAXP!VY QUAK (CUASIP)
847 1 MINP!VY QUAK (CUASIP)
860 1 MAXP!PX BOUN (CUASIP)
861 1 MINP!PX BOUN (CUASIP)
862 1 MAXP!PY BOUN (CUASIP)
863 1 MINP!PY BOUN (CUASIP)
864 1 MAXP!PZ BOUN (CUASIP)
865 1 MINP!PZ BOUN (CUASIP)
866 1 MAXP!M BOUN (CUASIP)
867 1 MINP!M BOUN (CUASIP)
867 1 MAXP!PX BOUN (CUASIP)
868 1 MINP!PX BOUN (CUASIP)
869 1 MAXP!PY BOUN (CUASIP)
870 1 MINP!PY BOUN (CUASIP)
871 1 MAXP!PZ BOUN (CUASIP)
872 1 MINP!PZ BOUN (CUASIP)
873 1 MAXP!M BOUN (CUASIP)
874 1 MINP!M BOUN (CUASIP)
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Aletas Estribo 2 (Tramo 2)
(CUASI!DEF)!LC 900
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
Superposition according to EHE Instrucción de hormigòn estructural 2008
Combination rule Number 1
(CUASI!DEF)
Superposition according to manual MAXIMA formula 2.7
Resulting loadcases type Service: Permanent combination
Loadcase selection and Actions
Act type "!u "!f "!a #!0 #!1 #!2
LC factor Type of load case Title
G G 1.35 1.00 1.00 1.00 1.00 1.00 PERM
1 3.00 permanent load grouped in actions Self_Weight
G1 G 1.50 1.00 1.00 1.00 1.00 1.00 Tierras
2 3.00 permanent load grouped in actions EarthPr_ULS
Q Q 1.50 0.00 1.00 0.40 0.40 0.00 SCU
3 0.90 Conditional LC SCU
Generated Load cases
Number Com Title
900 1 MAXP!PX NODE (CUASI!DEF)
901 1 MINP!PX NODE (CUASI!DEF)
902 1 MAXP!PY NODE (CUASI!DEF)
903 1 MINP!PY NODE (CUASI!DEF)
904 1 MAXP!PZ NODE (CUASI!DEF)
905 1 MINP!PZ NODE (CUASI!DEF)
906 1 MAXP!MX NODE (CUASI!DEF)
907 1 MINP!MX NODE (CUASI!DEF)
908 1 MAXP!MY NODE (CUASI!DEF)
909 1 MINP!MY NODE (CUASI!DEF)
910 1 MAXP!MZ NODE (CUASI!DEF)
911 1 MINP!MZ NODE (CUASI!DEF)
912 1 MAXP!UX NODE (CUASI!DEF)
913 1 MINP!UX NODE (CUASI!DEF)
914 1 MAXP!UY NODE (CUASI!DEF)
915 1 MINP!UY NODE (CUASI!DEF)
916 1 MAXP!UZ NODE (CUASI!DEF)
917 1 MINP!UZ NODE (CUASI!DEF)
934 1 MAXP!NXX QUAD (CUASI!DEF)
935 1 MINP!NXX QUAD (CUASI!DEF)
936 1 MAXP!NYY QUAD (CUASI!DEF)
937 1 MINP!NYY QUAD (CUASI!DEF)
938 1 MAXP!NXY QUAD (CUASI!DEF)
939 1 MINP!NXY QUAD (CUASI!DEF)
934 1 MAXP!NXX QUAK (CUASI!DEF)
935 1 MINP!NXX QUAK (CUASI!DEF)
936 1 MAXP!NYY QUAK (CUASI!DEF)
937 1 MINP!NYY QUAK (CUASI!DEF)
938 1 MAXP!NXY QUAK (CUASI!DEF)
939 1 MINP!NXY QUAK (CUASI!DEF)
940 1 MAXP!MX QUAD (CUASI!DEF)
941 1 MINP!MX QUAD (CUASI!DEF)
942 1 MAXP!MY QUAD (CUASI!DEF)
943 1 MINP!MY QUAD (CUASI!DEF)
944 1 MAXP!MXY QUAD (CUASI!DEF)
945 1 MINP!MXY QUAD (CUASI!DEF)
940 1 MAXP!MX QUAK (CUASI!DEF)
941 1 MINP!MX QUAK (CUASI!DEF)
942 1 MAXP!MY QUAK (CUASI!DEF)
943 1 MINP!MY QUAK (CUASI!DEF)
944 1 MAXP!MXY QUAK (CUASI!DEF)
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Aletas Estribo 2 (Tramo 2)
(CUASI!DEF)!LC 900
SO
FiS
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Generated Load cases
Number Com Title
945 1 MINP!MXY QUAK (CUASI!DEF)
946 1 MAXP!VY QUAD (CUASI!DEF)
947 1 MINP!VY QUAD (CUASI!DEF)
946 1 MAXP!VY QUAK (CUASI!DEF)
947 1 MINP!VY QUAK (CUASI!DEF)
960 1 MAXP!PX BOUN (CUASI!DEF)
961 1 MINP!PX BOUN (CUASI!DEF)
962 1 MAXP!PY BOUN (CUASI!DEF)
963 1 MINP!PY BOUN (CUASI!DEF)
964 1 MAXP!PZ BOUN (CUASI!DEF)
965 1 MINP!PZ BOUN (CUASI!DEF)
966 1 MAXP!M BOUN (CUASI!DEF)
967 1 MINP!M BOUN (CUASI!DEF)
967 1 MAXP!PX BOUN (CUASI!DEF)
968 1 MINP!PX BOUN (CUASI!DEF)
969 1 MAXP!PY BOUN (CUASI!DEF)
970 1 MINP!PY BOUN (CUASI!DEF)
971 1 MAXP!PZ BOUN (CUASI!DEF)
972 1 MINP!PZ BOUN (CUASI!DEF)
973 1 MAXP!M BOUN (CUASI!DEF)
974 1 MINP!M BOUN (CUASI!DEF)
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Aletas Estribo 2 (Tramo 2)
1.1.1.2 Definición Geometrica
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 50
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 50
XYZ
11
111
1
11
1
1
11
1
1
11
1
1
11 1
1
1
1
1
1
11
1
1
1
11
1
1
1
1
1
11
1
1
1
1
1
1
1
1
1
11
1
1
1
1
1
1
1
1
1
1
11
1
11
11
1
1
1
1
1
1
1
1
1
11
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1 1
1
1
1
1
111
1
11
1 11
1
1
11
11
1
1
1
1
1 1
1
11
1
1
1
1
11
1
1
1 1
1
1 1
1 1
1
1
11
1
1
11
1
1
1
1
1
1
1 1
1
1
1
1
1
1
11
1
1
1
1
1
1
1
11
1
1
1
1
1
1
1 1
1
1
1
1
1
1
11 1
Number of group, Quadrilateral Elements(Max=1), Boundary Elements(Max=0)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
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Aletas Estribo 2 (Tramo 2)
1.1.1.2 Definición Geometrica
SO
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TiK
AG
- w
ww
.sof
istik
.de
M 1 : 50
XYZ
HA 30 (EHE)
HA 30 (EHE)
HA 30 (EHE)
HA 30 (EHE)
Material designations, Quadrilateral Elements
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 50
XYZ Local direction X, Quadrilateral Elements ( ), Boundary Elements ( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
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Aletas Estribo 2 (Tramo 2)
1.1.1.2 Definición Geometrica
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 50
XYZ Local direction Y, Quadrilateral Elements ( ), Boundary Elements ( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 75
XYZ
0.611 0.579
0.577
0.546
0.542
0.539
0.515
0.507
0.506
0.504
0.485
0.474
0.472
0.471
0.468
0.453
0.442
0.439
0.437
0.436
0.435
0.420
0.411
0.409
0.407
0.406
0.404
0.401
0.387
0.378
0.375
0.374
0.373
0.3720.369
0.365
0.354
0.350
0.340
0.338
0.337
0.334
0.333
0.332
0.329
0.317
0.306
0.305
0.305
0.304
0.303
Average plate thickness in Element in m (Max=0.611)
m-2.00 0.00 2.00 4.00 6.00 8.00 10.00
0.00
2.00
4.00
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Aletas Estribo 2 (Tramo 2)
1.1.1.2 Definición Geometrica
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 75
XYZ
0.611 0.579
0.577
0.546
0.542
0.539
0.515
0.507
0.506
0.504
0.485
0.474
0.472
0.471
0.468
0.453
0.442
0.439
0.437
0.436
0.435
0.420
0.411
0.409
0.407
0.406
0.404
0.401
0.387
0.378
0.375
0.374
0.373
0.3720.369
0.365
0.354
0.350
0.340
0.338
0.337
0.334
0.333
0.332
0.329
0.317
0.306
0.305
0.304
0.303
Average plate thickness in Element in m (Max=0.611)
0.30
2
0.30
9
0.31
7
0.32
5
0.33
2
0.34
0
0.34
8
0.35
5
0.36
3
0.37
1
0.37
9
0.38
6
0.39
4
0.40
2
0.41
0
0.41
7
0.42
5
0.43
3
0.44
0
0.44
8
0.45
6
0.46
4
0.47
1
0.47
9
0.48
7
0.49
5
0.50
2
0.51
0
0.51
8
0.52
5
0.53
3
0.54
1
0.54
9
0.55
6
0.56
4
0.57
2
0.58
0
0.58
7
0.59
5
0.60
30.
611
m-2.00 0.00 2.00 4.00 6.00 8.00 10.00
0.00
2.00
4.00
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Aletas Estribo 2 (Tramo 2)
1.1.2.2 Hipótesis de Carga
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 75
XY
ZX * 0.816Y * 0.816Z * 0.816
15.315.3
15.2
14.4 13.5
13.4
13.0
12.8
12.7
12.5
12.512.1
11.5
11.2
10.7
10.6
10.4
10.2
9.9
9.5
9.0
8.9
8.7
8.7
8.7
8.4
8.1
7.8
All loads (in components), Loadcase 1 Self_Weight , (1 cm 3D = unit) QUAD-Area dead loadin global Z in Element (Unit=10.0 kN/m2 ) (Min=-15.3) (Max=-7.56)
m-2.00 0.00 2.00 4.00 6.00 8.00
-2.0
00.
002.
004.
00
Structure
M 1 : 75
XY
ZX * 0.816Y * 0.816Z * 0.816
24.7
3.3
All loads (in components), Loadcase 2 EarthPr_ULS , (1 cm 3D = unit) Free area load(force) in global Y (Unit=20.0 kN/m2 ) (Max=24.7)
m-2.00 0.00 2.00 4.00 6.00 8.00
-2.0
00.
002.
00
Structure
QUANTUM LEAP INGENIERIA S.L.P. * 30008 MurciaSOFiSTiK 2014-13 WINGRAF - GRAPHICS FOR FINITE ELEMENTS (V 17.13)
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Aletas Estribo 2 (Tramo 2)
1.1.2.2 Hipótesis de Carga
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 75
XY
ZX * 0.816Y * 0.816Z * 0.816
3.3
3.3
3.3
All loads (in components), Loadcase 3 SCU , (1 cm 3D = unit) Free area load (force) inglobal Y (Unit=2.00 kN/m2 ) (Max=3.30)
m-2.00 0.00 2.00 4.00 6.00 8.00
-2.0
00.
002.
00
Structure
M 1 : 75
XY
ZX * 0.816Y * 0.816Z * 0.816
3.5
0.5
All loads (in components), Loadcase 4 SISMO , (1 cm 3D = unit) Free area load (force) inglobal Y (Unit=2.00 kN/m2 ) (Max=3.45)
m-2.00 0.00 2.00 4.00 6.00 8.00
-2.0
00.
002.
00
Structure
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Aletas Estribo 2 (Tramo 2)
1.2.2 ELS Cimentacion.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 66
XY
ZX * 0.816Y * 0.816Z * 0.816
-34.2
1.92
-0.499
Average boundary support force in global Y, Loadcase 562 MAX-PY BOUN (ELU) , 1 cm 3D =20.0 kN/m (Min=-34.2) (Max=1.92)
m-2.00 0.00 2.00 4.00 6.00 8.00
-2.0
00.
002.
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 2 (Tramo 2)
1.2.2 ELS Cimentacion.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 66
XY
ZX * 0.816Y * 0.816Z * 0.816
-85.8
8.08
-1.68
Average boundary support force in global Y, Loadcase 563 MIN-PY BOUN (ELU) , 1 cm 3D =50.0 kN/m (Min=-85.8) (Max=8.08)
m-2.00 0.00 2.00 4.00 6.00 8.00
-2.0
00.
002.
00
M 1 : 49
XYZ
55.3
2.95
Average boundary support force in global Z, Loadcase 564 MAX-PZ BOUN (ELU) , 1 cm 3D =50.0 kN/m (Max=55.3)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.2 ELS Cimentacion.
SO
FiS
TiK
AG
- w
ww
.sof
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.de
M 1 : 49
XYZ
40.9
2.18
Average boundary support force in global Z, Loadcase 565 MIN-PZ BOUN (ELU) , 1 cm 3D =50.0 kN/m (Max=40.9)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 50
XYZ
88.2
-13.
5
2.05
Average boundary support moment about the edge direction, Loadcase 566 MAX-M BOUN (ELU) ,1 cm 3D = 50.0 kNm/m (Min=-13.5) (Max=88.2)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
-1.0
00.
001.
002.
003.
00
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Page 242016-05-05
Aletas Estribo 2 (Tramo 2)
1.2.2 ELS Cimentacion.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 52
XYZ
39.9
-7.4
9
0.93
6
Average boundary support moment about the edge direction, Loadcase 567 MIN-M BOUN (ELU) ,1 cm 3D = 20.0 kNm/m (Min=-7.49) (Max=39.9)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
-1.0
00.
001.
002.
003.
00
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Page 252016-05-05
Aletas Estribo 2 (Tramo 2)
1.2.3.1 ELS Fisuracion.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
10.3
-0.649
9.429.00 7.68 6.54 4.56 3.46
3.00
2.21
2.00
1.22
1.00
0.833
0.760
0.690
0.576
0.504
-0.471
0.387
0.386
-0.369
-0.362
0.353
0.339
0.277
-0.263
0.257
-0.257
-0.256
0.250
-0.232
0.153
0.0813
0.0013
-0.9141E-3
0.3281E-3
Bending moment m-xx in local x in Node , Loadcase 740 MAXR-MX QUAD (ELS) , from -0.649to 10.3 step 1.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.1 ELS Fisuracion.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
7.02
-0.937
6.586.00 5.06 4.24 2.84
2.50
2.07
1.50
1.24
1.00
-0.658
0.614
-0.597
0.577-0.528
0.514
0.500
0.479
-0.416
-0.403
0.374
-0.368
0.330 0.2960.290
-0.261
0.233
0.229
0.141
0.129
0.0704
0.0355
-0.0085
0.0054
-0.0031
-0.0017
Bending moment m-xx in local x in Node , Loadcase 741 MINR-MX QUAD (ELS) , from -0.937to 7.02 step 0.500 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
74.1
-0.0041
55.0 45.0
35.0
31.3
30.020.0
20.0 16.2
15.0
10.8
10.0
5.00
5.00 0.936
0.462
0.376
0.334
0.304
0.149
0.132
0.0612
0.0309
Bending moment m-yy in local y in Node , Loadcase 742 MAXR-MY QUAD (ELS) , from 0 to74.1 step 5.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.1 ELS Fisuracion.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
51.0
-0.123
35.0 30.0 20.2
20.0
15.0
12.0
10.0
5.99
5.00
0.295
0.272
0.238
0.212
0.186
0.0801
0.0745
0.0310
0.0121
0.0018
Bending moment m-yy in local y in Node , Loadcase 743 MINR-MY QUAD (ELS) , from -0.123to 51.0 step 5.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Average plate thickness in Element in m (Max=0.611)
0.30
2
0.30
9
0.31
7
0.32
5
0.33
2
0.34
0
0.34
8
0.35
5
0.36
3
0.37
1
0.37
9
0.38
6
0.39
4
0.40
2
0.41
0
0.41
7
0.42
5
0.43
3
0.44
0
0.44
8
0.45
6
0.46
4
0.47
1
0.47
9
0.48
7
0.49
5
0.50
2
0.51
0
0.51
8
0.52
5
0.53
3
0.54
1
0.54
9
0.55
6
0.56
4
0.57
2
0.58
0
0.58
7
0.59
5
0.60
30.
611
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
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1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Material designations
HA
30 (E
HE
)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 49
XYZ Quadrilateral Elements , Local direction X ( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Local direction Y ( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
-63.6 0.375
-35.0 -30.0
-25.0
-20.0
-20.0-19.9
-15.0
-14.7
-10.0
-9.91 -5.40
-5.00
-5.00
-0.455
-0.450
-0.405
-0.383
-0.358
-0.341
-0.311
-0.286
-0.150
0.0
Membrane force n-yy in local y in Node , Loadcase 536 MAX-NYY QUAD (ELU) , from -63.6 to0.375 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
-85.9 0.278-50.0
-45.0 -40.0
-35.0
-30.0
-26.9
-25.0
-25.0
-20.0
-19.9
-15.0
-13.4
-10.0
-7.28
-5.00
-5.00
-0.615
-0.607
-0.546
-0.517
-0.484
-0.460
-0.419
-0.386
0.266
-0.203
0.0
Membrane force n-yy in local y in Node , Loadcase 537 MIN-NYY QUAD (ELU) , from -85.9 to0.278 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
15.4
-0.649
14.1 13.1
10.0
9.82 6.85 5.19
5.00
3.31
3.002.00
1.82
1.25
1.14
1.04
1.00
1.00
0.904
0.864
0.7560.580
0.579
0.529
0.508
-0.471
0.415
0.388
0.386
0.375
-0.362
-0.263
-0.257
-0.256
-0.232
0.229
0.122
0.0029
0.0028
0.4921E-3
Bending moment m-xx in local x in Node , Loadcase 540 MAX-MX QUAD (ELU) , from -0.649 to15.4 step 1.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
7.02
-1.41
6.586.00 5.06 4.24 2.84
2.50
2.07
1.50
1.24
1.00
-1.00
-0.987
-0.896
-0.792
-0.623
0.614
-0.6050.577
-0.552
0.514
0.500
-0.500
0.479
-0.392
0.374
0.330 0.2960.290
0.233
0.229
0.141
0.129
0.0704
0.0126
0.0054
-0.0047
-0.0026
Bending moment m-xx in local x in Node , Loadcase 541 MIN-MX QUAD (ELU) , from -1.41 to7.02 step 0.500 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
111.2
-0.0023
80.060.0
50.0
47.0
30.030
.0 24.4
20.0
16.1
10.0
7.16 1.40
0.693
0.563
0.501
0.456
0.224
0.198
0.0918
0.0464
Bending moment m-yy in local y in Node , Loadcase 542 MAX-MY QUAD (ELU) , from 0 to111.2 step 10.0 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
51.0
-0.184
35.0 30.0 20.2
20.0
15.0
12.0
10.0
5.99
5.00
0.295
0.272
0.238
0.212
0.186
0.0801
0.0745
0.0310
0.0121
0.0018
Bending moment m-yy in local y in Node , Loadcase 543 MIN-MY QUAD (ELU) , from -0.184 to51.0 step 5.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed lower Principal reinforcements (1st layer)
( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
0.835 0.637 0.537
0.502
0.485
0.374
0.353
0.318
0.318
0.298
0.293
0.272
0.252
0.225
0.214
0.213
0.203
0.201
0.169
0.1590.157
0.114
0.112
0.08940.0414
0.0313
0.0199
0.0098
0.0053
0.0
0.0
Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.835 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case
1 , Differences to 5.65, from 0 to 0 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed lower Cross reinforcements (2nd layer) (
)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
4.18 3.11 2.11
2.00
1.43 0.836
0.447
0.360
0.145
0.143
0.0932
0.0582
0.0489
0.0410
0.0073
0.0044
0.0
0.0
Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 4.18 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1
, Differences to 15.7, from 0 to 0 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed upper Principal reinforcements (1st layer)
( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
0.236
0.233
0.0808
0.0622
0.0524
0.0470
0.0411
0.0400
0.0332
0.0233
0.0160
0.0150
0.0141
0.0040
0.0034
0.0015
0.9209E-3 0.8485E-30.7115E-3 0.4772E-3
0.4377E-3
0.3508E-3
0.3111E-3
0.0
0.00.0
0.00.0
0.0
0.0
0.0
0.00.0
0.00.0
0.0
0.0
0.0
0.0
0.0
0.00.00.00.00.00.00.0
Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.236 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case
1 , Differences to 5.65, from 0 to 0 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed upper Cross reinforcements (2nd layer) (
)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
0.0471
0.0465
0.0401
0.0296
0.0234
0.0162
0.0124
0.0105
0.0104
0.0094
0.0080
0.0038
0.0036
0.00360.0036
0.0030
0.0028
0.0025 0.0020
0.7964E-3
0.6870E-3
0.8754E-4
0.6221E-4
0.0
0.00.0
0.00.0
0.0
0.0
0.00.0
0.00.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00.00.00.00.00.00.00.00.00.00.00.0
Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 0.0471 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Flexión
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1
, Differences to 5.65, from 0 to 0 step 2.00 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
-63.6 0.375
-50.1-49.4
-35.0
-30.0
-26.9
-25.0
-25.0
-20.0
-19.9
-15.0
-13.4
-10.0
-7.28
-5.00
-5.00
-0.615
-0.607
-0.546
-0.517
-0.484
-0.460
-0.419
-0.386
-0.203
0.0
Membrane force n-yy in local y in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from -63.6 to0.375 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
70.5
55.2
45.745.4
44.741.135.0
30.0
27.3 20.6
20.0
17.7
15.8
15.515.0
14.210.0
10.06.46
6.46
5.84
5.00
4.40
3.89
3.13
2.261.84
0.811
0.614
0.208
Principal shear forces (absolute) in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from0.0255 to 70.5 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
70.5
55.2
45.745.4
44.741.1 27.3 20.6
17.7
15.8
15.514.2
6.46
6.46
5.84
4.40
3.89
3.13
2.261.84
0.811
0.614
0.208
0.0882
Principal shear forces (absolute) in Node , Loadcase 545 MIN-MXY QUAD (ELU) , from 185.0to 70.5 step 1.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
-63.6 0.375
-35.0 -30.0
-25.0
-20.0
-20.0-18.1
-15.0
-14.7
-10.0
-9.91 -5.40
-5.00
-5.00
-0.484
-0.455
-0.450
-0.405
-0.383
-0.341
-0.311
-0.286
-0.150
0.0
Membrane force n-yy in local y in Node , Loadcase 546 MAX-VY QUAD (ELU) , from -63.6 to0.375 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
41.135.0
30.5
27.8
25.0
21.4
20.0
15.0
15.0
12.0
10.0
8.49
7.21
6.34
6.195.76
5.00
2.09
2.04
1.56
0.858
0.521
0.177
0.0752
0.0635
0.0066
Principal shear forces (absolute) in Node , Loadcase 546 MAX-VY QUAD (ELU) , from 0.0066to 41.1 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Cortante.
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
41.1
30.5
27.8
21.4 12.0 8.49
7.21
6.34
6.195.76
2.09
2.04
1.56
0.858
0.521
0.177
0.107 0.0752
0.0635
0.0066
Principal shear forces (absolute) in Node , Loadcase 546 MAX-VY QUAD (ELU) , from 185.0to 41.1 step 1.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Average plate thickness in Element in m (Max=0.611)
0.30
2
0.30
9
0.31
7
0.32
5
0.33
2
0.34
0
0.34
8
0.35
5
0.36
3
0.37
1
0.37
9
0.38
6
0.39
4
0.40
2
0.41
0
0.41
7
0.42
5
0.43
3
0.44
0
0.44
8
0.45
6
0.46
4
0.47
1
0.47
9
0.48
7
0.49
5
0.50
2
0.51
0
0.51
8
0.52
5
0.53
3
0.54
1
0.54
9
0.55
6
0.56
4
0.57
2
0.58
0
0.58
7
0.59
5
0.60
30.
611
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Material designations
HA
30 (E
HE
)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 49
XYZ Quadrilateral Elements , Local direction X ( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Local direction Y ( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
4.00
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
-63.6 0.278
-35.0 -30.0
-25.0
-20.0
-20.0-19.9
-15.0
-14.7
-10.0
-9.91 -5.40
-5.00
-5.00
-0.455
-0.450
-0.405
-0.383
-0.358
-0.341
-0.311
-0.286
-0.150
0.0
Membrane force n-yy in local y in Node , Loadcase 636 MAXE-NYY QUAD (SIS) , from -63.6to 0.278 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
-63.6 0.278
-35.0 -30.0
-25.0
-20.0
-20.0-19.9
-15.0
-14.7
-10.0
-9.91 -5.40
-5.00
-5.00
-0.455
-0.450
-0.405
-0.383
-0.358
-0.341
-0.311
-0.286
-0.150
0.0
Membrane force n-yy in local y in Node , Loadcase 637 MINE-NYY QUAD (SIS) , from -63.6to 0.278 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
8.99
-0.649
8.32 7.55
6.00
5.47 3.66
3.00
2.68
2.00
1.61
1.50
0.820
0.802
0.716
0.704
0.5160.500
-0.500
-0.471
0.408
-0.369
-0.362
0.3460.322
0.313
-0.263
-0.256
0.239
-0.232
0.170
0.146
0.113
-0.0017
0.3281E-3
0.0
Bending moment m-xx in local x in Node , Loadcase 640 MAXE-MX QUAD (SIS) , from -0.649to 8.99 step 0.500 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
7.02
-0.884
6.586.00 5.06 4.24 2.84
2.50
2.07
1.50
1.24
1.00
0.614
-0.601
0.577
-0.533
0.514
0.500
-0.486
0.479-0.374
0.374
-0.372-0.341
0.330 0.2960.290
-0.257
0.233
0.229
0.141
0.129
0.0813
0.0704
-0.0085
0.0054
-0.0032
0.0
Bending moment m-xx in local x in Node , Loadcase 641 MINE-MX QUAD (SIS) , from -0.884to 7.02 step 0.500 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
65.4
-0.0036
45.0 40.0
30.0
26.2
25.0
20.0
15.6
15.0
10.0
7.85
5.00
0.398
0.390
0.346
0.321
0.2970.133
0.112
0.0625
0.0170
Bending moment m-yy in local y in Node , Loadcase 642 MAXE-MY QUAD (SIS) , from 0 to65.4 step 5.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
51.0
-0.123
35.0 30.0 20.2
20.0
15.0
12.0
10.0
5.99
5.00
0.295
0.272
0.238
0.212
0.186
0.0801
0.0745
0.0310
0.0121
0.0018
Bending moment m-yy in local y in Node , Loadcase 643 MINE-MY QUAD (SIS) , from -0.123to 51.0 step 5.00 kNm/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed lower Principal reinforcements (1st layer)
( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
0.835 0.637 0.537
0.5020.500
0.485
0.400
0.374
0.353
0.350
0.318
0.300
0.298
0.293
0.272
0.252
0.250
0.250
0.225
0.214
0.213
0.203
0.201
0.169
0.1590.157
0.150 0.114
0.112
0.100
0.0894
0.05
00
0.0500
0.0313
0.0176
0.0098
0.0053
0.0
0.0
Quadrilateral Elements , lower Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.835 step 0.0500 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
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
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed lower Cross reinforcements (2nd layer) (
)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
4.18 3.11
2.50
2.11
2.00 1.50
1.43
1.00
0.836
0.500
0.447
0.360
0.145
0.143
0.0932
0.0582
0.0489
0.0410
0.0073
0.0044
0.0
0.0
Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 4.18 step 0.500 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , lower Cross reinforcements (2nd layer) in Node , Design Case 1
, Differences to 15.7, from 0 to 0 step 0.500 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed upper Principal reinforcements (1st layer)
( )
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
0.236
0.2330.
200
0.120
0.120
0.100
0.08080.0600
0.0524
0.0470
0.0411
0.0400
0.0400
0.04000.0233
0.0200
0.0160
0.0150
0.0141
0.0040
0.0034
0.9209E-3 0.8485E-30.7115E-3 0.4772E-3
0.4377E-3
0.3508E-3
0.3111E-3
0.0
0.00.0
0.00.0
0.0
0.0
0.0
0.00.00.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00.00.00.00.00.00.0
Quadrilateral Elements , upper Principal reinforcements (1st layer) in Node , Design Case1 , from 0 to 0.236 step 0.0200 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
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
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Quadrilateral Elements , Direction of prescribed upper Cross reinforcements (2nd layer) (
)
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
0.0471
0.0465
0.0401
0.04
00
0.0350
0.0296
0.0234
0.0200
0.0162
0.0105
0.0104
0.0094
0.0080
0.0038 0.00360.0036
0.0030
0.0028
0.0025 0.0020
0.7964E-3
0.6870E-3
0.8754E-4
0.6221E-4
0.0
0.00.0
0.00.0
0.0
0.0
0.00.0
0.00.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00.00.00.00.00.00.00.00.00.00.00.0
Quadrilateral Elements , upper Cross reinforcements (2nd layer) in Node , Design Case 1, from 0 to 0.0471 step 0.0050 cm2/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.2 ELU Sismo(Flexión)
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
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
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ Structure
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
-63.6 0.278
-35.0 -30.0
-25.0
-20.0
-20.0-18.1
-15.0
-14.7
-10.0
-9.91 -5.40
-5.00
-5.00
-0.455
-0.450
-0.405
-0.383
-0.358
-0.341
-0.311
-0.286
-0.150
0.0
Membrane force n-yy in local y in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from -63.6to 0.278 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
43.7
35.1
33.9
25.0
24.7
20.0
15.0
15.0
10.8
10.1
10.0
9.76
9.115.00
5.00
3.84
2.92
2.70
1.40
0.824
0.190
0.143
0.127
0.118
Principal shear forces (absolute) in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from0.0253 to 43.7 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
43.7
35.1
33.9
24.7
24.1
10.8
10.1
9.76
9.11
3.84
2.92
2.70
1.40
0.824
0.190
0.143
0.127
0.118
0.0588 0.0499
Principal shear forces (absolute) in Node , Loadcase 645 MINE-MXY QUAD (SIS) , from185.0 to 43.7 step 1.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
-63.6 0.278
-35.0 -30.0
-25.0
-20.0
-20.0-18.1
-15.0
-14.7
-10.0
-9.91 -5.40
-5.00
-5.00
-0.455
-0.450
-0.405
-0.383
-0.358
-0.341
-0.311
-0.286
-0.150
0.0
Membrane force n-yy in local y in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from -63.6 to0.278 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
M 1 : 49
XYZ
41.135.0
30.5
27.8
25.0
21.4
20.0
15.0
15.0
12.0
10.0
8.49
7.21
6.34
6.195.76
5.00
2.09
2.04
1.56
0.858
0.521
0.177
0.144
0.0044
Principal shear forces (absolute) in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from0.0044 to 41.1 step 5.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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Aletas Estribo 2 (Tramo 2)
1.2.3.3 ELU Sismo (Cortante).
SO
FiS
TiK
AG
- w
ww
.sof
istik
.de
M 1 : 49
XYZ
41.1
30.5
27.8
21.4 12.0 8.49
7.21
6.34
6.195.76
2.09
2.04
1.56
0.858
0.521
0.177
0.1440.0588
0.0044
Principal shear forces (absolute) in Node , Loadcase 646 MAXE-VY QUAD (SIS) , from 185.0to 41.1 step 1.00 kN/m
m0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
0.00
1.00
2.00
3.00
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