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Project: Model: Prosta-greda-3 Elixir Sheet: 1

Cartesian 1.1 NODES

Node Reference Coordinate Node Coordinates
No. Node Type Node System X [mm] Y [mm] Z [mm] Comment
1 Standard - Cartesian 0.0 0.0 6300.0
2 Standard - Cartesian 0.0 0.0 552.0
3 Standard - Cartesian 0.0 0.0 0.0

1.2 LINES
Line Line Length
No. Line Type Nodes No. L [mm] Comment
1 Polyline 3,2 552.0 Z
2 Polyline 1,2 5748.0 Z

1.3 MATERIALS
Matl. Modulus Modulus Poisson's Ratio Spec. Weight Coeff. of Th. Exp. Partial Factor Material
No. E [kN/cm 2] G [kN/cm 2]  [-]  [kN/m 3]  [1/°C] M [-] Model
1 Steel S 235 | EN 10025-2:2004-11
21000.00 8076.92 0.300 78.50 1.20E-05 1.00 Isotropic Linear
Elastic
2 Aluminum EN-AW 6060 (ET,ER/B) T66 | EN 1999-1-1:2007
7000.00 2700.00 0.296 27.00 2.30E-05 1.00 Isotropic Linear
Elastic

1.7 NODAL SUPPORTS

Support Column Support Conditions
No. Nodes No. Axis System in Z uX/uX' uY/uY' uZ/uZ' X/X' Y/Y' Z/Z'
1 1 User Defined X',Y',Z'
4 2 Global X,Y,Z

1.7.10 NODAL SUPPORTS - NONLINEARITIES - SCAFFOLDING - PZ'/PHIX' PHIY',

ABSOLUTE
Support Direction Rotation [°] Coordinate 1st Node 1 Node 2 2nd Referen Member/Line
No. Type Sequence about X about Y about Z System axis No. No. axis Node No.
1 Rotated ZYX 0.00 -90.00 0.00

1.13 CROSS-SECTIONS
Section Matl. J [mm 4] Iy [mm 4] Iz [mm 4] Principal Axes Rotation Overall Dimensions [mm]
No. No. A [mm 2] Ay [mm 2] Az [mm 2]  [°] ' [°] Width b Height h
1 TO 150/50/2/2/2/2
2 1030980.3 2132645.3 378245.3 0.00 0.00 50.0 150.0
784.0 104.6 549.5
2 TO 116/44/5/5/5/5
1 1261849.4 2348740.0 476260.0 0.00 0.00 44.0 116.0
1500.0 224.9 1033.7
3 Flat Bar 44/116
1 2508000.3 5723285.5 823445.3 0.00 0.00 44.0 116.0
5104.0 4253.3 4253.3
4 IS 116/44/10/5/0
1 40404.2 2348739.8 79820.2 0.00 0.00 44.0 116.0
1500.0 467.7 1006.9

1.17 MEMBERS
Mbr. Line Rotation Cross-Section Hinge No. Ecc. Div. Length
No. No. Member Type  [°] Start End Start End No. No. L [mm]
2 2 Beam Angle 0.00 2 2 - - - - 5748.0 Z

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Project: Model: Prosta-greda-3 Elixir Sheet: 1

MODEL
Line Numbering Isometric
Node Numbering
Member Numbering 1
Cross-Section Description
1
Support Numbering

M2

5748.0
2

TO 116/44/5/5/5/5

4 Z
2
Y X
13

2.1 LOAD CASES

Load Load Case EN 1990 | CEN Self-Weight - Factor in Direction
Case Description Action Category Active X Y Z
LC1 Permanent 0.000 0.000 -1.000
LC2 Wind Wind

2.1.1 LOAD CASES

Load Load Case
Case Description Calculation Parameters
LC1 Method of analysis : Geometrically linear analysis
Method for solving system of : Newton-Raphson
nonlinear algebraic equations
Activate stiffness factors of: : Cross-sections (factor for J, Iy, I z, A, Ay, Az)
: Members (factor for GJ, EIy, EIz, EA, GA y, GAz)
LC2 Wind Method of analysis : Geometrically linear analysis
Method for solving system of : Newton-Raphson
nonlinear algebraic equations
Activate stiffness factors of: : Cross-sections (factor for J, Iy, I z, A, Ay, Az)
: Members (factor for GJ, EIy, EIz, EA, GA y, GAz)

2.5 LOAD COMBINATIONS

Load Load Combination
Combin. DS Description No. Factor Load Case
CO1 1.35*LC1 + 1.5*LC2 1 1.35 LC1
2 1.50 LC2 Wind

2.5.2 LEHR'S DAMPING DIFFERENT FOR EACH LOAD CASE

Load
Combin. Description Calculation Parameters
CO1 1.35*LC1 + 1.5*LC2 Method of analysis : Second order analysis (P-Delta)
Method for solving system of : Picard
nonlinear algebraic equations
Options : Consider favorable effects due to tension
: Refer internal forces to deformed system for:
Normal forces N
Shear forces Vy and Vz

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Project: Model: Prosta-greda-3 Elixir Sheet: 1

2.5.2 LEHR'S DAMPING DIFFERENT FOR EACH LOAD CASE

Load
Combin. Description Calculation Parameters
Moments My, Mz and MT
Activate stiffness factors of: : Materials (partial factor M)
: Cross-sections (factor for J, Iy, I z, A, Ay, Az)
: Members (factor for GJ, EIy, EIz, EA, GA y, GAz)

LC1 3.2 MEMBER LOADS LC1

Reference On Members Load Load Load Reference Load Parameters
No. to No. Type Distribution Direction Length Symbol Value Unit
1 Members 2 Force Concentr. ZL True Length P -1.500 kN
A 3000.0 mm
2 Members 2 Force Concentr. ZL True Length P -0.800 kN
A 3600.0 mm

3.2/2 WIND ON ICE|WI|WI|WIND ON ICE LC1

Reference On Members Absolute Offset Relative Offset
No. to No. eY [mm] eZ [mm] y-Axis z-Axis
1 Members 2 0.0 0.0 Middle Middle
2 Members 2 0.0 0.0 Middle Middle

LC2 3.2 MEMBER LOADS LC2: Wind

Wind Reference On Members Load Load Load Reference Load Parameters
No. to No. Type Distribution Direction Length Symbol Value Unit
1 Members 2 Force Uniform z True Length p 0.600 kN/m

3.2/1 WIND LOADS – FWK – EXECUTION|6.2||WIND LOADS LC2: Wind

Reference On Members Absolute Offset Absolute Offset Relative Offset Relative Offset
No. to No. Mbr. Start Mbr. Start Mbr. End Mbr. End Mbr. Start Mbr. Start Mbr. End Mbr. End
eY [mm] eZ [mm] eY [mm] eZ [mm] y-Axis z-Axis y-Axis z-Axis
1 Members 2 0.0 0.0 0.0 0.0 Middle Middle Middle Middle

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Project: Model: Prosta-greda-3 Elixir Sheet: 1

4.0 RESULTS - SUMMARY

Description Value Unit Comment
Load Case LC1
Sum of loads in X 0.000 kN
Sum of support reactions in X 0.000 kN
Sum of loads in Y 0.000 kN
Sum of support reactions in Y 0.000 kN
Sum of loads in Z -2.977 kN
Sum of support reactions in Z -2.977 kN Deviation 0.00%
Resultant of reactions about X 0.000 kNmm At center of gravity of model (X:0.000, Y:0.000, Z:3426.000 mm)
Resultant of reactions about Y 0.000 kNmm At center of gravity of model
Resultant of reactions about Z 0.000 kNmm At center of gravity of model
Max. displacement in X 0.0 mm
Max. displacement in Y 0.0 mm
Max. displacement in Z -0.0 mm Member No. 2, x: 5748.0 mm
Max. vector displacement 0.0 mm Member No. 2, x: 5748.0 mm
Max. rotation about X 0.00 °
Max. rotation about Y 0.00 °
Max. rotation about Z 0.00 °
Maximum member strain 0.000 mm/m Member No. 0, x: 0.0 mm
Method of analysis Linear Geometrically linear analysis
Reduction of stiffness Cross-sections, Members, Surfaces
Number of load increments 1
Number of iterations 1
Maximum value of element of stiffness matrix on 5.48E+07
diagonal
Minimum value of element of stiffness matrix on 1.E+03
diagonal
Stiffness matrix determinant 3.358E+41
Infinity Norm 1.096E+08

Load Case LC2 - Wind

Sum of loads in X 3.449 kN
Sum of support reactions in X 3.449 kN Deviation 0.00%
Sum of loads in Y 0.000 kN
Sum of support reactions in Y 0.000 kN
Sum of loads in Z 0.000 kN
Sum of support reactions in Z 0.000 kN
Resultant of reactions about X 0.000 kNmm At center of gravity of model (X:0.000, Y:0.000, Z:3426.000 mm)
Resultant of reactions about Y 0.000 kNmm At center of gravity of model
Resultant of reactions about Z 0.000 kNmm At center of gravity of model
Max. displacement in X 17.3 mm Member No. 2, x: 2874.0 mm
Max. displacement in Y 0.0 mm
Max. displacement in Z 0.0 mm
Max. vector displacement 17.3 mm Member No. 2, x: 2874.0 mm
Max. rotation about X 0.00 °
Max. rotation about Y -0.55 ° Member No. 2, x: 0.0 mm
Max. rotation about Z 0.00 °
Maximum member strain 0.000 mm/m Member No. 0, x: 0.0 mm
Method of analysis Linear Geometrically linear analysis
Reduction of stiffness Cross-sections, Members, Surfaces
Number of load increments 1
Number of iterations 1
Maximum value of element of stiffness matrix on 5.48E+07
diagonal
Minimum value of element of stiffness matrix on 1.E+03
diagonal
Stiffness matrix determinant 3.358E+41
Infinity Norm 1.096E+08

Load Combination CO1 - 1.35*LC1 + 1.5*LC2

Sum of loads in X 5.173 kN
Sum of support reactions in X 5.173 kN Deviation 0.00%
Sum of loads in Y 0.000 kN
Sum of support reactions in Y 0.000 kN
Sum of loads in Z -4.019 kN
Sum of support reactions in Z -4.019 kN Deviation 0.00%
Resultant of reactions about X 0.00 kNmm At center of gravity of model (X:0.00, Y:0.00, Z:3426.00 mm)
Resultant of reactions about Y 0.01 kNmm At center of gravity of model
Resultant of reactions about Z 0.00 kNmm At center of gravity of model
Max. displacement in X 25.6 mm Member No. 2, x: 2874.0 mm
Max. displacement in Y 0.0 mm
Max. displacement in Z -0.0 mm Member No. 2, x: 5748.0 mm
Max. vector displacement 25.6 mm Member No. 2, x: 2874.0 mm
Max. rotation about X 0.00 °
Max. rotation about Y -0.82 ° Member No. 2, x: 0.0 mm
Max. rotation about Z 0.00 °
Maximum member strain 0.000 mm/m Member No. 0, x: 0.0 mm
Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko)
Internal forces referred to deformed system for... N, Vy, Vz, My, Mz, M T
Reduction of stiffness Materials, Cross-sections, Members, Surfaces
Consider favorable effects of tensile forces
Divide results by CO factor
Number of load increments 1
Number of iterations 2
Maximum value of element of stiffness matrix on 5.48E+07
diagonal
Minimum value of element of stiffness matrix on 1.E+01
diagonal
Stiffness matrix determinant 3.489E+29
Infinity Norm 1.096E+08

Summary
Max. displacement in X 25.6 mm CO1, Member No. 2, x: 2874.0 mm
Max. displacement in Y 0.0

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Project: Model: Prosta-greda-3 Elixir Sheet: 1

4.0 RESULTS - SUMMARY

Description Value Unit Comment
Max. displacement in Z -0.0 mm CO1, Member No. 2, x: 5748.0 mm
Max. vector displacement 25.6 mm CO1, Member No. 2, x: 2874.0 mm
Max. rotation about X 0.00
Max. rotation about Y -0.82 ° CO1, Member No. 2, x: 0.0 mm
Max. rotation about Z 0.00

Other Settings:
Number of 1D finite elements 1
Number of 2D finite elements 0
Number of 3D finite elements 0
Number of FE mesh nodes 2
Number of equations 12
Internal forces referred to deformed system for...:
Max. number of iterations 100
Number of divisions for member results 10
Division of cable/foundation/tapered members 10
Number of member divisions for searching 10
maximum values
Subdivisions of FE mesh for graphical results 3
Percentage of iterations according to Picard 5 %
method in combination with Newton-Raphson
method

Options:
Activate shear stiffness of members (Ay, Az)
Activate member divisions for large deformation or
post-critical analysis
Activate entered stiffness modifications
Ignore rotational degrees of freedom
Check of critical forces of members
Nonsymmetric direct solver if demanded by
nonlinear model
Method for the system of equations Direct
Plate bending theory Mindlin
Solver version 64-bit

Precision and Tolerance:

Change default setting

4.1 NODES - SUPPORT FORCES

Node Support Forces [kN] Support Moments [kNmm]
No. LC/CO PX' PY' PZ' MX' MY' MZ'
1* LC1 -2.977 0.000 0.000 0.000 0.000 0.000
LC2 0.000 0.000 -1.724 0.000 0.000 0.000 Wind
CO1 -4.019 0.000 -2.587 0.000 0.000 0.000
2 LC1 0.000 0.000 0.000 0.000 0.000 0.000
LC2 1.724 0.000 0.000 0.000 0.000 0.000 Wind
CO1 2.587 0.000 0.000 0.000 0.000 0.000
 Supp. LC1 0.000 0.000 -2.977
 Loads LC1 0.000 0.000 -2.977
 Supp. LC2 3.449 0.000 0.000
 Loads LC2 3.449 0.000 0.000
 Supp. CO1 5.173 0.000 -4.019
 Supp. CO1 5.173 0.000 -4.019

4.12 CROSS-SECTIONS - INTERNAL FORCES

Member Node Location Forces [kN] Moments [kNmm]
No. LC/CO No. x [mm] N Vy Vz MT My Mz
Section No. 2: TO 116/44/5/5/5/5
2 LC1 1 0.0 2.977 0.000 0.000 0.000 0.000 0.000
3000.0 2.624 0.000 0.000 0.000 0.000 0.000
3000.0 1.124 0.000 0.000 0.000 0.000 0.000
3600.0 1.053 0.000 0.000 0.000 0.000 0.000
3600.0 0.253 0.000 0.000 0.000 0.000 0.000
2 5748.0 0.000 0.000 0.000 0.000 0.000 0.000
LC2 1 0.0 0.000 0.000 -1.724 0.000 0.000 0.000
2 5748.0 0.000 0.000 1.724 0.000 0.000 0.000
CO1 1 0.0 4.055 -0.000 -2.529 0.000 0.000 0.000
3000.0 3.542 0.000 0.112 0.000 -3660.790 0.000
3000.0 1.517 0.000 0.112 0.000 -3660.790 0.000
3600.0 1.425 0.000 0.645 0.000 -3444.280 0.000
3600.0 0.345 0.000 0.645 0.000 -3444.260 0.000
2 5748.0 0.037 0.000 2.586 0.000 0.000 0.000

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Project: Model: Prosta-greda-3 Elixir Sheet: 1

SUPPORT REACTIONS
LC2 : Wind Isometric
Loads [kN/m]
Support Reactions[kN], [kNmm] 1.724

0.600

1.724
Z

Max P-X: 1.724, Min P-X: 1.724 kN Y X

Max P-Y: 0.000, Min P-Y: 0.000 kN
Max P-Z: 0.000, Min P-Z: 0.000 kN
Max M-X: 0.000, Min M-X: 0.000 kNmm
Max M-Y: 0.000, Min M-Y: 0.000 kNmm
Max M-Z: 0.000, Min M-Z: 0.000 kNmm

GLOBAL DEFORMATIONS u
LC2 : Wind Isometric
Loads [kN/m]

17.3

0.600

Y X

Factor of deformations: 33.00

Max u: 17.3, Min u: 0.0 mm

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Project: Model: Prosta-greda-3 Elixir Sheet: 1
RF-STEEL Members
CA1
General stress analysis 1.1.1 GENERAL DATA
of steel members Members to design: All

Load combinations to design: CO1 1.35*LC1 + 1.5*LC2

1.2 MATERIALS
Matl. Material Safety Factor Yield Strength Limit Stresses [ksi]
No. Description M [-] fyk [ksi] Manually Limit x Limit  Limit eqv
1 Steel S 235 1.00 34.084 34.084 19.678 34.084

1.3.1 CROSS-SECTIONS
Sect. Matl. Cross-section It [mm 4] Iy [mm 4] Iz [mm 4]
No. No. Description A [mm 2] pl,y pl,z Comment
2 1 TO 116/44/5/5/5/5 1261850.0 2348740.0 476260.0
1500.0 1.30 1.18

2.1 STRESSES BY CROSS-SECTION

Sect. Member Location S-Point Load Stress [ksi] Stress
No. No. x [mm] No. Case Stress Type Existing Limit Ratio
2 TO 116/44/5/5/5/5
2 2874.0 10 CO1 Sigma Total 13.473 34.084 0.40
2 5748.0 8 CO1 Tau Total 0.419 19.678 0.02
2 2874.0 10 CO1 Sigma-eqv 13.473 34.084 0.40

STRESS RATIO Sigma-eqv

RF-STEEL Members CA1 Isometric
Stress ratio
Sigma-eqv [-]

0.40 1
1
0.02

0.00

Max :
Min :
0.40
0.00 M2
0.40
5748.0

TO 116/44/5/5/5/5

4 Z
2
Y 0.02
13 X

Max Sigma-eqv: 0.40, Min Sigma-eqv: 0.00

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Project: Model: Prosta-greda-3 Elixir Sheet: 1
RF-STEEL EC3
CA1
Design of steel members 1.1 GENERAL DATA
according to Eurocode 3 Members to design: All
Sets of members to design:

National Annex: DIN

Ultimate Limit State Design

Load combinations to design: CO1 1.35*LC1 + 1.5*LC2

1.2 MATERIALS
Matl. Material E- Modulus Shear Modulus Poisson's Ratio Yield Stress Max. Thickness
No. Description E [ksi] G [ksi]  [-] fyk [ksi] t [mm]
1 Steel S 235 | EN 30457.900 11714.600 0.300 34.084 16.0
10025-2:2004-11
32.633 40.0
31.183 100.0
28.282 150.0
26.832 200.0
25.382 250.0
23.931 400.0

1.3 CROSS-SECTIONS
Sect. Matl. Cross-Section Cross-Section Max Design
No. No. Description Type Ratio Comment
1 2 TO 150/50/2/2/2/2 Invalid
The section cannot be designed because the characteristic stresses are invalid!
2 1 TO 116/44/5/5/5/5 Box welded 0.30

1.4 INTERMEDIATE LATERAL RESTRAINTS

Member Restrain Length Intermediate Lateral Restraints [-]
No. Type L [mm] Number x1 x2 x3 x4 x5 x6 x7 x8 x9
2 Lateral and 5748.0 1 0.500
torsional

1.5 EFFECTIVE LENGTHS - MEMBERS

Member Buckling Buckling About Axis y Buckling About Axis z Lateral-Torsional Buckling
No. Possible Possible kcr,y Lcr,y [mm] Possible kcr,z Lcr,z [mm] Possible kz kw Lw [mm] LT [mm]
2 1.00 5748.0 1.00 2874.0 1.0 1.0 2874.0 2874.0

1.12 PARAMETERS - MEMBERS

Member
No. Description Parameter
2 Cross-Section 2 - TO 116/44/5/5/5/5
Shear panel
Rotational restraint
Cross-sectional area for tension design

2.4 DESIGN BY MEMBER

Member Location LC/CO/ Design Equation Description
No. x [mm] RC No.
2 Cross-section No. 2 - TO 116/44/5/5/5/5
0.0 CO1 0.01 1 CS101) Cross-section check - Tension acc. to 6.2.3
3600.0 CO1 0.28 1 CS111) Cross-section check - Bending about y-axis acc. to 6.2.5 - Class 1
or 2
5748.0 CO1 0.01 1 CS121) Cross-section check - Shear force in z-axis acc. to 6.2.6
0.0 CO1 0.00 1 CS126) Cross-section check - Shear buckling acc. to 6.2.6(6)
3600.0 CO1 0.28 1 CS141) Cross-section check - Bending and shear force acc. to 6.2.5 and
6.2.8
2874.0 CO1 0.30 1 CS181) Cross-section check - Bending, shear and axial force acc. to 6.2.9.1

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Project: Model: Prosta-greda-3 Elixir Sheet: 1

DESIGN RATIO
RF-STEEL EC3 CA1 Isometric
Ultimate Limit State: Cross-Section Design, Stability Design, Weld Design, Pressure Design, Plastic Design
1
Max
Design Ratio [-] 1
0.30
0.01

0.00
M2
Max : 0.30
Min : 0.00

5748.0
0.30
2

TO 116/44/5/5/5/5

4 Z
2
Y 0.01 X
13

Max Design Ratio: 0.30

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