## Graphical representation

## Stiffness and cross section properties for EDP-based analysis

1 | 2 | 3 | 4 | 5 | ||

Stiffness Properties for the modelling of KLH-Elements as shear-flexible plate structure by means of FEM | ||||||

Description | b = 1m | Unit | ||||

X | Y | |||||

1 EJ | Bending stiffness | EJ | 504 | 8 | kNm^{2}/m | |

EJ - Bending stiffness [kNm^{2}/m] | ||||||

Bending stiffness | ||||||

2 GJ | Torsional stiffness | GJ | 16 | kNm^{2}/m | ||

GJ - Torsional stiffness [kNm^{2}/m] | ||||||

Torsional stiffness | ||||||

3 GA | Shear stiffness | GA | 7,150 | 11,500 | kN/m | |

GA - Shear stiffness [kN/m] | ||||||

Shear stiffness | ||||||

4 EA | Extensional stiffness | EA | 720,000 | 240,000 | kN/m | |

EA - Extensional stiffness [kN/m] | ||||||

Extensional stiffness | ||||||

5 GA2 | In-plane shear stiffness | GA2 | 25,100 | kN/m | ||

GA2 - In-plane shear stiffness [kN/m] | ||||||

In-plane shear stiffness |

1 | 2 | 3 | 4 | 5 | ||

Stiffness Properties for the modelling of KLH-Elements as orthotropic plate by means of FEM | ||||||

Description | b = 1m | Unit | ||||

X | Y | |||||

1 t_{red} | Reduced plate depth | t_{red} | 80 | 20 | mm | |

t_{red} - Reduced plate depth [mm] | ||||||

Reduced plate depth | ||||||

2 G_{mean} | G-Modulus for plate action^{1, 2} | G_{mean} | 108 | N/mm^{2} | ||

G_{mean} - G-Modulus for plate action^{1, 2} [N/mm^{2}] | ||||||

G-Modulus for plate action^{1, 2} | ||||||

3 E_{mean} | E-Modulus (MOE) for plate action | E_{mean} | 12,000 | N/mm^{2} | ||

E_{mean} - E-Modulus (MOE) for plate action [N/mm^{2}] | ||||||

E-Modulus (MOE) for plate action | ||||||

4 t_{red} | Reduced membrane depth | t_{red} | 60 | 20 | mm | |

t_{red} - Reduced membrane depth [mm] | ||||||

Reduced membrane depth | ||||||

5 G_{mean} | G-Modulus for membrane action^{1, 3} | G_{mean} | 502 | N/mm^{2} | ||

G_{mean} - G-Modulus for membrane action^{1, 3} [N/mm^{2}] | ||||||

G-Modulus for membrane action^{1, 3} | ||||||

6 E_{mean} | E-Modulus (MOE) for membrane action | E_{mean} | 12,000 | N/mm^{2} | ||

E_{mean} - E-Modulus (MOE) for membrane action [N/mm^{2}] | ||||||

E-Modulus (MOE) for membrane action |

1 | 2 | 3 | 4 | 5 | ||

Stiffness Properties for the modelling of KLH-Elements as grillage using lattice frame software (shear-flexible) | ||||||

Description | b = 1m | Unit | ||||

X | Y | |||||

1 b_{red} | Equivalent beam width | b_{red} | 984 | 1,000 | mm | |

b_{red} - Equivalent beam width [mm] | ||||||

Equivalent beam width | ||||||

2 h | Beam depth | h | 80 | 20 | mm | |

h - Beam depth [mm] | ||||||

Beam depth | ||||||

3 G_{mean} | G-Modulus for plate action^{1, 2} | G_{mean} | 109 | 690 | N/mm^{2} | |

G_{mean} - G-Modulus for plate action^{1, 2} [N/mm^{2}] | ||||||

G-Modulus for plate action^{1, 2} | ||||||

4 E_{mean} | E-Modulus (MOE) for plate action | E_{mean} | 12,000 | N/mm^{2} | ||

E_{mean} - E-Modulus (MOE) for plate action [N/mm^{2}] | ||||||

E-Modulus (MOE) for plate action | ||||||

5 b_{red} | Equivalent beam width | b_{red} | 60 | 20 | mm | |

b_{red} - Equivalent beam width [mm] | ||||||

Equivalent beam width | ||||||

6 G_{mean} | G-Modulus for membrane action^{1, 3} | G_{mean} | 502 | 1,506 | N/mm^{2} | |

G_{mean} - G-Modulus for membrane action^{1, 3} [N/mm^{2}] | ||||||

G-Modulus for membrane action^{1, 3} | ||||||

7 E_{mean} | E-Modulus (MOE) for membrane action | E_{mean} | 12,000 | N/mm^{2} | ||

E_{mean} - E-Modulus (MOE) for membrane action [N/mm^{2}] | ||||||

E-Modulus (MOE) for membrane action |

## Cross section properties for manual calculation

1 | 2 | 3 | 4 | 5 | ||

Cross-section values | ||||||

Description | b = 1m | Unit | ||||

X | Y | |||||

1 J_{net,t} | Net moment of inertia (tension side) | J_{net,t} | 4,200 | 67 | cm^{4} | |

J_{net,t} - Net moment of inertia (tension side) [cm^{4}] | ||||||

Net moment of inertia (tension side) | ||||||

2 J_{net,c} | Net moment of inertia (compression side) | J_{net,c} | 4,200 | 67 | cm^{4} | |

J_{net,c} - Net moment of inertia (compression side) [cm^{4}] | ||||||

Net moment of inertia (compression side) | ||||||

3 A_{net} | Net cross-sectional area | A_{net} | 600 | 200 | cm^{2} | |

A_{net} - Net cross-sectional area [cm^{2}] | ||||||

Net cross-sectional area | ||||||

4 A_{eff} | Effective cross-sectional area | A_{eff} | 800 | 200 | cm^{2} | |

A_{eff} - Effective cross-sectional area [cm^{2}] | ||||||

Effective cross-sectional area | ||||||

5 i_{net} | Net radius of gyration | i_{net} | 26 | 6 | mm | |

i_{net} - Net radius of gyration [mm] | ||||||

Net radius of gyration | ||||||

6 e_{s,Ra1} | Distance between center of gravity and edge 1 | e_{s,Ra1} | 40 | 10 | mm | |

e_{s,Ra1} - Distance between center of gravity and edge 1 [mm] | ||||||

Distance between center of gravity and edge 1 | ||||||

7 e_{s,Ra2} | Distance between center of gravity and edge 2 | e_{s,Ra2} | 40 | 10 | mm | |

e_{s,Ra2} - Distance between center of gravity and edge 2 [mm] | ||||||

Distance between center of gravity and edge 2 | ||||||

8 W_{net,Ra1} | Section Modulus for edge 1 | W_{net,Ra1} | 1,050 | 67 | cm^{3} | |

W_{net,Ra1} - Section Modulus for edge 1 [cm^{3}] | ||||||

Section Modulus for edge 1 | ||||||

9 W_{net,Ra2} | Section Modulus for edge 2 | W_{net,Ra2} | 1,050 | 67 | cm^{3} | |

W_{net,Ra2} - Section Modulus for edge 2 [cm^{3}] | ||||||

Section Modulus for edge 2 |

## Membrane actions (Tab. A)

1 | 2 | 3 | 4 | 5 | ||

Characteristic load-carrying capacity for In-plane actions | ||||||

Description | b = 1m | Unit | ||||

X | Y | |||||

1 N_{t,0,Rk} | Tensile force – Constant distribution | N_{t,0,Rk} | 990 | 300 | kN | |

N_{t,0,Rk} - Tensile force – Constant distribution [kN] | ||||||

Tensile force – Constant distribution | ||||||

2 N_{t,0,m,Rk} | Tensile force – Variable distribution | N_{t,0,m,Rk} | 1,440 | 430 | kN | |

N_{t,0,m,Rk} - Tensile force – Variable distribution [kN] | ||||||

Tensile force – Variable distribution | ||||||

3 N_{c,0,Rk} | Compressive force – Without column stability problem | N_{c,0,Rk} | 1,440 | 430 | kN | |

N_{c,0,Rk} - Compressive force – Without column stability problem [kN] | ||||||

Compressive force – Without column stability problem | ||||||

4 N_{c,loc,Rk} | Compressive force – Narrow side – Local load introduction | N_{c,loc,Rk} | 2,160 | 720 | kN | |

N_{c,loc,Rk} - Compressive force – Narrow side – Local load introduction [kN] | ||||||

Compressive force – Narrow side – Local load introduction | ||||||

5 N_{c,90,Rk} | Compressive force – Narrow side – Compression perpendicular | N_{c,90,Rk} | 475 | 119 | kN | |

N_{c,90,Rk} - Compressive force – Narrow side – Compression perpendicular [kN] | ||||||

Compressive force – Narrow side – Compression perpendicular | ||||||

6 N_{c,2.73,Rk} | Compressive force – Column stability – Buckling lenght: 2.73 m | N_{c,2.73,Rk} | 474 | 9 | kN | |

N_{c,2.73,Rk} - Compressive force – Column stability – Buckling lenght: 2.73 m [kN] | ||||||

Compressive force – Column stability – Buckling lenght: 2.73 m | ||||||

7 N_{c,2.95,Rk} | Compressive force – Column stability – Buckling lenght: 2.95 m | N_{c,2.95,Rk} | 414 | 7 | kN | |

N_{c,2.95,Rk} - Compressive force – Column stability – Buckling lenght: 2.95 m [kN] | ||||||

Compressive force – Column stability – Buckling lenght: 2.95 m | ||||||

8 N_{c,3.50,Rk} | Compressive force – Column stability – Buckling lenght: 3.50 m | N_{c,3.50,Rk} | 305 | 5 | kN | |

N_{c,3.50,Rk} - Compressive force – Column stability – Buckling lenght: 3.50 m [kN] | ||||||

Compressive force – Column stability – Buckling lenght: 3.50 m | ||||||

9 N_{c,5.00,Rk} | Compressive force – Column stability – Buckling lenght: 5.00 m | N_{c,5.00,Rk} | - | 3 | kN | |

N_{c,5.00,Rk} - Compressive force – Column stability – Buckling lenght: 5.00 m [kN] | ||||||

Compressive force – Column stability – Buckling lenght: 5.00 m | ||||||

10 N_{xy,KF,Rk} | In-plane shear force – General action | N_{xy,KF,Rk} | 180 | kN | ||

N_{xy,KF,Rk} - In-plane shear force – General action [kN] | ||||||

In-plane shear force – General action | ||||||

11 V_{TR,Rk} | In-plane shear force – Beam-like elements (H = 1 m) | V_{TR,Rk} | 248 | 131 | kN | |

V_{TR,Rk} - In-plane shear force – Beam-like elements (H = 1 m) [kN] | ||||||

In-plane shear force – Beam-like elements (H = 1 m) |

## Plate actions (Tab. B)

1 | 2 | 3 | 4 | 5 | ||

Characteristic load-carrying capacity for out-of-plane actions | ||||||

Description | b = 1m | Unit | ||||

X | Y | |||||

1 M_{c,Rk} | Bending moment – Compression edge | M_{c,Rk} | 2,520 | 160 | kNcm | |

M_{c,Rk} - Bending moment – Compression edge [kNcm] | ||||||

Bending moment – Compression edge | ||||||

2 M_{t,Rk} | Bending moment – Tension edge | M_{t,Rk} | 2,520 | 160 | kNcm | |

M_{t,Rk} - Bending moment – Tension edge [kNcm] | ||||||

Bending moment – Tension edge | ||||||

3 V_{Rk} | Shear force | V_{Rk} | 67.2 | 36 | kN | |

V_{Rk} - Shear force [kN] | ||||||

Shear force |