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					Structural Calculations

Doha convention Center
Visual Mock-up
                          JOB-NO:      215I90595
                          REPORT-NO:   GAR-C-R-J-A-GN-00XX
                          REVISION:    00
                                                                   Project: Doha Convention Center                                 Project-no.:       215I90595


                                                                   Part: Visual Mock-up                                                    Date:     11.08.2011


                                                                   Topic: Structural Calculations                                        Sheet:               2/85




00                   First Release                   11-AUG-11                 MF/SG/JL                                  U. Zieres
Revision             Subject                         Date                      Report by                                 Checked by



                                             Gartner Steel and Glass GmbH
                                                Beethovenstrasse 5c, 97080 Würzburg, Germany
                                               T +49 9 31/7 97 39 – 0 F +49 9 31/7 97 39 - 199
    Content

    1. GENERAL DESCRIPTION .............................................................................. 5
    1.1       Project Description............................................................................................................... 5
    1.2       Drawings ............................................................................................................................... 6
    1.3       Planning Criteria ................................................................................................................... 8
    1.4       Standards/Codes .................................................................................................................. 9
    1.5       Software ................................................................................................................................ 9


    2. STATIC SYSTEM .......................................................................................... 10
    2.1       Overview.............................................................................................................................. 10
    2.2       Details .................................................................................................................................. 19
    2.3       Supports .............................................................................................................................. 20


    3. LOADS .......................................................................................................... 21
    3.1     Load Cases ......................................................................................................................... 21
       3.1.1    Dead Load - Steel......................................................................................................... 21
       3.1.2    Dead Load – Glass at the façade ................................................................................. 21
       3.1.3    Prestress ...................................................................................................................... 22
       3.1.4    Thermal Load ............................................................................................................... 23
       3.1.5    Wind Load at the façade............................................................................................... 23
    3.2     Load Combinations ............................................................................................................ 24
       3.2.1    Ultimate limit state ........................................................................................................ 24
       3.2.2    Serviceability limit state ................................................................................................ 25


    4. GLOBAL ANALYSIS..................................................................................... 26
    4.1       General ................................................................................................................................ 26
    4.2       Materials .............................................................................................................................. 26
    4.3       Cross-Section ..................................................................................................................... 26
    4.4       Member Releases ............................................................................................................... 27
    4.5       Support – Conditions ......................................................................................................... 29
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5. MAXIMUM INTERNAL FORCES AND MEMBER ANALYSIS ...................... 30
5.1       Internal Forces .................................................................................................................... 30
5.2       Support Forces ................................................................................................................... 36
5.3     Stress and Stability Analysis ............................................................................................ 38
   5.3.1    Façade Elements.......................................................................................................... 38
   5.3.2    Support structure .......................................................................................................... 52
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5.4     Connection Design ............................................................................................................. 56
   5.4.1   L-Profiles ...................................................................................................................... 56
   5.4.2   HEA300 to HEB500 ...................................................................................................... 60
   5.4.3   HEB500 (diagonal) to HEB500 (vertical), front row ...................................................... 62
   5.4.4   HEB500 (diagonal) to HEB500 (vertical), back row ..................................................... 64
   5.4.5   HEB500 – support ........................................................................................................ 66
   5.4.6   Compression Beam ...................................................................................................... 71
5.5     Deflection ............................................................................................................................ 77
   5.5.1     Bow String Columns ..................................................................................................... 77
   5.5.2     Intermediate Columns .................................................................................................. 80
   5.5.3     Horizontal Cable ........................................................................................................... 83


6. ANNEXES ..................................................................................................... 85
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1. General Description

1.1       Project Description
The Doha Convention Center is about 465m long, about 160m wide and approx. 20m
high. The façade of the convention center consists of a pre-stressed cable net façade at
the west and south side. The cable net façade at the west side is 132m long and 18m
high. The horizontal cables straining from a bow trussed column from the beginning to the
end of the Façade. The distance between the horizontal cables is 1,385m. The panes are
fixed on the horizontal cables. In every vertical joint of the panes are tension rods to
transfer the dead load to the top of the façade.
A mock-up of this façade is to be built. It consists of one 18m long end field of the typical
façade system as described above. To support this mock-up of the façade, a compression
beam at the top and a steel structure at the side are necessary. These two components
will be dimensioned in the present report.




Pic.: 1      Drawing A0-00.00 – Location Plan
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1.2       Drawings




Pic.: 2      Drawing GAR-C-D-J-A—GN-4001 – Overview mock-up
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Pic.: 3   Drawing GAR-C-D-J-A—GN-4001 – Sections mock-up
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                  PRINCIPLE FACADE LAYOUT - ISOMETRIC VIEW
                   STRUCTURAL SYSTEM                WEST WALL - FACADE SYSTEM 1-2
                   APPLIES CORRESPONDINGLY TO SOUTH WALL - FACADE SYSTEM 1-1



                                                              STEEL FIN IN
                                                              VERTICAL JOINT,
                                                              FIXED TO                  STEEL FIN IN
                                                              COMPRESSION BEAM          VERTICAL JOINT,
                                                                                        FIXED TO
                                                                                        COMPRESSION BEAM           STEEL FIN IN
                                                                                                                   VERTICAL JOINT,
                                                                                                                   FIXED TO
                                                                                                                   COMPRESSION BEAM




                                                                                                                                      COMPRESSION BEAM
                                                                                                                                      AT TOP OF FACADE;
                                                                                                                                      PART OF THE ROOF STRUCTURE




                                                                                                                                      TAPERED PAINTED BUILT-UP
                                                                                                                                      STEEL PLATE BOX COLUMN;
                                                                                                                                      FIXED TO COMPRESSION BEAM
                                                                                                                                      AND CONCRETE STRUCTURE
                                                                                                                                      AT GROUND LEVEL




                                                                                                                                      HORIZONTAL CABLE
                                                                                                                                      PRESTRESSED @ EVERY
                                                                                                                                      HORIZONTAL JOINT



                                                                                                                                      INSULATED GLAZED UNIT




                                                                                                                                      TENSION RODS
                                                                                                                                      @ EVERY VERTICAL JOINT




                                                                                                                                      CABLE CLAMP
                                                                                                                                      EXPLODED VIEW SEE DRAWING
                                                                                                                                      T1-03.02




                                             ±fv




                                                                                                                                      GROUND FLOOR;
                                                                                                                                      CONCRETE STRUCTURE
          ENTIRE CURTAIN WALL WITH JOINT
          FOR VERTICAL MOVEMENT @ GROUND
          LEVEL; (DOES NOT APPLY FOR THE
          PAINTED BUILT-UP STEEL PLATE BOX         STEEL FIN IN
          COLUMNS)                                 VERTICAL JOINT;
                                                   FIXED TO CONCRETE
                                                                             STEEL FIN IN
                                                   STRUCTURE WITH
                                                                             VERTICAL JOINT;
                                                   JOINT FOR VERTICAL
                                                                             FIXED TO CONCRETE
                                                   MOVEMENT                                                STEEL FIN IN
                                                                             STRUCTURE WITH
                                                                                                           VERTICAL JOINT;
                                                                             JOINT FOR VERTICAL
                                                                                                           FIXED TO CONCRETE
                                                                             MOVEMENT
                                                                                                           STRUCTURE WITH
                                                                                                           JOINT FOR VERTICAL
                                                                                                           MOVEMENT




Pic.: 4              Drawing T1-02.01 – Structural System – Isometric View



1.3       Planning Criteria
    1. Drawing GAR-C-D-J-A-GN-4001
    2. Structural Calculation GAR-C-R-J-A-GN-0004
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1.4   Standards/Codes
  1. BS EN 1990
  2. BS EN 1993-1 (Parts 1 to 12)



1.5   Software
  1. STAAD.Pro V8i, Program Version 20.07.07.32
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2. Static System

The system of the façade elements has been modelled in accordance to the model used
in the structural calculation GAR-C-R-J-A-GN-0004 (pre-stress, releases, spring stiffness,
etc.).


2.1       Overview

                                            Steel Fins




                                                          Horizontal Cable




                                                Tension Rod

                                                  Bow String Cable




                                                                                     Bow String
                                                                                     Connectors




                                             Steel Fins                      Bow String Column
          Intermediate Column

Pic.: 5         Static System - Rendering – Façade Elements
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                                   Compression Beam
                                   Steel Fins




    Support Columns




                                            Framework Beams




                               Diagonals




Pic.: 6       Static System - Rendering – Support Structure
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Cross-sections:




Pic.: 7    Section 1 – Façade Elements – Bow String Column 450x450x60




Pic.: 8    Section 2 – Façade Elements – Bow String Ends Ø180
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Pic.: 9    Section 3 – Façade Elements – Bow String Cables Ø90




Pic.: 10   Section 4 – Façade Elements – Bow String Connectors 60x25
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Pic.: 11   Section 5 – Façade Elements – Horizontal Cables Ø28.6




Pic.: 12   Section 6 – Façade Elements – Vertical Tension Rods Ø12
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Pic.: 13     Section 7 & 8 – Façade Elements – Steel Fins 200x20, 120x20, 40x20
The fins at the top are fixed in all directions at their end (connection to compression
beam). One rotational restriction is defined with a spring stiffness. At the bottom, the fins
are fixed in all rotational and in the two horizontal directions. One rotational restriction is
defined with a spring stiffness.

Section 9: Connectors between vertical cable and intermediate column 40x20




Pic.: 14     Section 10 – Façade Elements – Intermediate Column 450x200x60
The intermediate column has a moment release at the top and the bottom.
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Pic.: 15   Section 11 – Support Structure – Columns HEB500
The HEB500 in the plane of the façade are connected with each other considering
rotational releases around the weak axis and the member axis.




Pic.: 16   Section 12 – Support Structure – Framework Beams HEA300
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Pic.: 17    Section 14 – Support Structure – Framework, Diagonals L200x100x15
            (single)
The diagonals are defined as truss elements (normal forces only).




Pic.: 18    Section 13 – Support Structure – Diagonals L200x100x15 (double)
The diagonals are defined as truss elements (normal forces only).
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Pic.: 19    Section 19 – Support Structure – Diagonals L200x200x15 (double)
The diagonals are defined as truss elements (normal forces only).




Pic.: 20    Section 15 – Support Structure – Compression Beam 1500x770x22
The Compression Beam transfers only normal forces into the support structure.
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        2.2           Details
          1. Connection Bow String Cable – Bow String Column




                                                                                            Rod

                                                                                                   Cable


                                                                                                  Beam (rigid)




          2. Connection horizontal Cable – Tension Rod
                                                    Isometric




                  Z
                                                                For simplification, the tension
              X
                                                                rods were placed into the plane of
              Y
                                                                the horizontal cables.




          3. Connection Bow String Connector to Bow String Column
                                                                                Isometric




                      Hinged
                      Connection



Z
    X
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2.3    Supports
Columns, vertical rods and fins are basically fixed in all directions. Some rotational
restrictions have been defined with a spring stiffness according to GAR-C-R-J-A-GN-
0004. The degrees of freedom have been defined as member end releases.




                                 1
                                                        311       309   306   156
                           287         313      312


Pic.: 21     Supports – Façade Elements

The support columns are pinned (fixed in all translational directions). The compression
beam is supported at its ends in horizontal translational and rotational direction
(perpendicular to its axis).


                                                                                    393
                                     392




                   59            2

                  60                 288

Pic.: 22    Supports – Support Structure
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3. Loads

3.1                    Load Cases
In general, load case definitions have been made according to the structural calculations
documented in GAR-C-R-J-A-GN-0004.

 No.:                     Short          Description
 1                        DLS            Dead Load Steel
 2                        DLG            Dead Load Glass
 3                        T+20           Temperature +20°C
 4                        T-20           Temperature -20°C
 5                        WFP            Wind Façade pressure
 6                        WFS            Wind Façade suction

Loading due to pre-stress has been considered as a property of the cable – not as a
separate load case.


3.1.1                    Dead Load - Steel
The dead load of the steel elements is considered automatically by the analysis software.
The load case comprises an amplification factor of 1.1 for connection plates, bolts, and so
forth.


3.1.2                    Dead Load – Glass at the façade
The dead load of the glazing (γGlazing = 0,03m x 25kN/m³ = 0,75kN/m²) is determined by
calculation and applied on the structure. The dead loads are applied on the influence
surfaces of adjacent glass panes as nodal loads on the tension rods (see graphic below).

For example: Gk = 0,75kN/m²  3m  1,385m = 3,116kN
LC2: Dead load glass                                                                                                  Isometric
                                                                        3.116
             3.116
                                                                                                      3.116
                                                 3.116

                                                                                           3.116
                                 3.116
                                                                        3.116
             3.116
                                                                                                      3.116
                                                 3.116

                                                                                           3.116
                                 3.116
                                                                        3.116
             3.116
                                                                                                      3.116
                                                 3.116

                                                                                           3.116
                                 3.116
                                                                        3.116
             3.116
                                                                                                      3.116
                                                 3.116

                                                                                           3.116
                                 3.116
                                                                        3.116
             3.116
                                                                                                      3.116
                                                 3.116

                                                                                           3.116
                                 3.116
                                                                        3.116
             3.116
                                                                                                      3.116
                                                 3.116
                                                                                           3.116
                                 3.116
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3.1.3    Prestress
All cables and horizontal tension rods are pre-stressed.
For example Cable Forces with pre-stress and Load Case 1001 1.0*DLS + 1.0*DLG
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3.1.4                       Thermal Load
A thermal load of +/- 20K is considered for the whole structure.


3.1.5                       Wind Load at the façade
The wind load assumptions are based on the wind load study. For the global analysis an
average wind load of 1.0kN/m² is applied on the whole structure. The wind loads are
applied on the influence surfaces of adjacent glass panes as individual loads on the
cables (see graphic below).

For example Wind pressure: Wk = 1,0kN/m²  3m  1,406m = 4,218kN
LC6: Wind facade pressure                                                                     Isometric


                                                                                     4.155
                                                                             4.155
                                                           4.155
                                 4.155     4.155
              4.155




                                                                             4.155   4.155
                                                           4.155
                                           4.155
              4.155              4.155




                                                                                     4.155
                                                           4.155             4.155
                                           4.155
              4.155              4.155




                                                                                     4.155
                                                                             4.155
                                           4.155           4.155
                                 4.155
              4.155




                                                                                     4.155
                                                                             4.155
                                           4.155           4.155
                                 4.155
              4.155




The wind load on the support structure has been applied with a form factor of c = 2.0.
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3.2     Load Combinations
3.2.1     Ultimate limit state
For ULS, pre-stress has to be considered with a safety factor of 1.35 or 1.0. It has been
implemented by two separate definitions of cable pre-stress in STAAD.Pro. The safety
factor used for pre-stress will always be the same as for dead weight in the same load
combination.

No.:        Description
2001        1.0*DLS + 1.0*DLG
2002        1.0*DLS + 1.0*DLG + 1.5*T+20
2003        1.0*DLS + 1.0*DLG + 1.5*T-20
2004        1.0*DLS + 1.0*DLG + 1.5*WFP
2005        1.0*DLS + 1.0*DLG + 1.5*WFS
2006        1.0*DLS + 1.0*DLG + 1.5*T+20 + 0.9*WFP
2007        1.0*DLS + 1.0*DLG + 1.5*T+20 + 0.9*WFS
2008        1.0*DLS + 1.0*DLG + 1.5*T-20 + 0.9*WFP
2009        1.0*DLS + 1.0*DLG + 1.5*T-20 + 0.9*WFS
2010        1.0*DLS + 1.0*DLG + 0.9*T+20 + 1.5*WFP
2011        1.0*DLS + 1.0*DLG + 0.9*T+20 + 1.5*WFS
2012        1.0*DLS + 1.0*DLG + 0.9*T-20 + 1.5*WFP
2013        1.0*DLS + 1.0*DLG + 0.9*T-20 + 1.5*WFS
2014        1.35*DLS + 1.35*DLG
2015        1.35*DLS + 1.35*DLG + 1.5*T+20
2016        1.35*DLS + 1.35*DLG + 1.5*T-20
2017        1.35*DLS + 1.35*DLG + 1.5*WFP
2018        1.35*DLS + 1.35*DLG + 1.5*WFS
2019        1.35*DLS + 1.35*DLG + 1.5*T+20 + 0.9*WFP
2020        1.35*DLS + 1.35*DLG + 1.5*T+20 + 0.9*WFS
2021        1.35*DLS + 1.35*DLG + 1.5*T-20 + 0.9*WFP
2022        1.35*DLS + 1.35*DLG + 1.5*T-20 + 0.9*WFS
2023        1.35*DLS + 1.35*DLG + 0.9*T+20 + 1.5*WFP
2024        1.35*DLS + 1.35*DLG + 0.9*T+20 + 1.5*WFS
2025        1.35*DLS + 1.35*DLG + 0.9*T-20 + 1.5*WFP
2026        1.35*DLS + 1.35*DLG + 0.9*T-20 + 1.5*WFS
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3.2.2   Serviceability limit state

No.:     Description
1001     1.0*DLS + 1.0*DLG
1002     1.0*DLS + 1.0*DLG + 1.0*T+20
1003     1.0*DLS + 1.0*DLG + 1.0*T-20
1004     1.0*DLS + 1.0*DLG + 1.0*WFP
1005     1.0*DLS + 1.0*DLG + 1.0*WFS
1006     1.0*DLS + 1.0*DLG + 1.0*T+20 + 0.6*WFP
1007     1.0*DLS + 1.0*DLG + 1.0*T+20 + 0.6*WFS
1008     1.0*DLS + 1.0*DLG + 1.0*T-20 + 0.6*WFP
1009     1.0*DLS + 1.0*DLG + 1.0*T-20 + 0.6*WFS
1010     1.0*DLS + 1.0*DLG + 0.6*T+20 + 1.0*WFP
1011     1.0*DLS + 1.0*DLG + 0.6*T+20 + 1.0*WFS
1012     1.0*DLS + 1.0*DLG + 0.6*T-20 + 1.0*WFP
1013     1.0*DLS + 1.0*DLG + 0.6*T-20 + 1.0*WFS
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4. Global Analysis

4.1     General
The following analysis is done with the 3-dimensional finite element program STAAD.Pro.
The stress analysis is done for all beams in accordance to BS EN 1993.


4.2     Materials

                                      E                                    Density          
Material           Name                                     
                                  (kN/mm2)                                 (kg/m3)        (/°C)
    3      S355                       210.000                    0.300           8E 3         12E -6
    4      CABLEPV160                 160.000                    0.300        8.16E 3         12E -6
    5      COUPLING                   210.000                    0.300          0.000         12E -6
    6      CABLEPE130                 130.000                    0.300        8.16E 3         16E -6
   10      S460                       210.000                    0.300           8E 3         12E -6
   11      S450                       200.000                    0.300           8E 3         12E -6


Material No. 5 is a dummy material with no weight to model a coupling with a short
distance between two nodes.


4.3     Cross-Section

                             Area               Iyy                   Izz            J
Property       Section                                                                             Material
                             (cm2)            (cm4)                 (cm4)          (cm4)
    1      TUBE                936.000            243E 3                243E 3        356E 3   S355
    2      Cir 0.18            254.469           5.15E 3               5.15E 3       10.3E 3   S355
    3      Cir 0.09             63.617           322.062               322.062       644.125   CABLEPV160
    4      Rect 0.06x0.03       15.000              7.813               45.000        23.067   S355
    5      Cir 0.03              6.424              3.284                 3.284        6.568   CABLEPE130
    6      Cir 0.01              1.131              0.102                 0.102        0.204   S450
    7      Taper                32.000            10.667               810.667        42.613   S460
    8      Taper                16.000              5.333              149.333        21.280   S460
    9      Rect 0.02x0.04        8.000            10.667                  2.667        7.324   S355
   10      TUBE                636.000           28.6E 3                128E 3       67.5E 3   S355
   11      HEB500              239.000           12.6E 3                107E 3       487.005   S355
   12      HEA300              113.000           6.31E 3               18.3E 3        60.530   S355
   13      L200X100X15 LD       86.000           1.52E 3               3.54E 3        65.812   S355
   14      L200X100X15          43.000           1.88E 3               199.056        32.906   S355
   15      TUBE                979.440           2.98E 6               1.06E 6       2.42E 6   S355
   16      TUBE                979.440           2.98E 6               1.06E 6       2.42E 6   COUPLING
   17      HEB500              239.000           12.6E 3                107E 3       487.005   COUPLING
   18      L200X100X15          43.000           1.88E 3               199.056        32.906   COUPLING
   19      L200X200X15          58.100           3.56E 3               915.995        44.156   S355
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4.4    Member Releases

Beam   Node     x         y         z          rx           ry           rz        Comment
              (kN/mm)   (kN/mm)   (kN/mm)   (kN-m/deg)   (kN-m/deg)   (kN-m/deg)
  11     1    Slide     Fixed     Fixed       Pin         Fixed        Fixed       Tension rod, bottom
  11    190   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 160    153   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 163    155   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 166    159   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 167    158   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 168    157   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 173    160   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 174    161   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 175    162   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 176    163   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 177    164   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 178    165   Fixed     Fixed     Fixed     99% Pin      99% Pin      99% Pin      Bow string connector
 199    175   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 210    183   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 219    190   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 226    195   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 325    207   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 327    208   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 329    215   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 331    216   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 333    217   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 339    226   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 341    258   Fixed     Fixed     Fixed      Fixed        Fixed         Pin        Tension rod, top
 342    230   Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
 344    287   Fixed     Fixed     Fixed      Fixed        Fixed         Pin        Intermediate Column, bottom
 380    306   Slide     Fixed     Fixed       Pin         Fixed        Fixed       Fin, bottom
 383    170   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 383    307   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 384    178   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 385    251   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 386    198   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 387    250   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 388    249   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 389    248   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 390    247   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 392    246   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 393    308   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 395    263   Fixed     Fixed     Fixed      Fixed        Fixed        7.000       Fin, top
 396    309   Slide     Fixed     Fixed       Pin         Fixed        Fixed       Fin, bottom
 398    186   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 398    171   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 399    310   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 400    179   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 401    204   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 402    199   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 403    212   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 404    245   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 405    243   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 406    241   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 407    240   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 408    239   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 409    238   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 410    262   Fixed     Fixed     Fixed      Fixed        Fixed        7.000       Fin, top
 411    311   Slide     Fixed     Fixed       Pin         Fixed        Fixed       Tension rod, bottom
 411    187   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 412    172   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
 413    192   Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
                                            Project: Doha Convention Center                         Project-no.:   215I90595


                                            Part: Visual Mock-up                                          Date:    11.08.2011


                                            Topic: Structural Calculations                               Sheet:         28/85



Beam   Node     x         y         z          rx           ry           rz        Comment
              (kN/mm)   (kN/mm)   (kN/mm)   (kN-m/deg)   (kN-m/deg)   (kN-m/deg)
414    180    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
415    203    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
416    200    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
417    213    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
418    244    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
419    242    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
420    237    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
421    236    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
422    235    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
423    234    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
424    261    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
425    312    Slide     Fixed     Fixed       Pin         Fixed        Fixed       Fin, bottom
426    188    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
426    173    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
427    193    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
428    181    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
429    202    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
430    206    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
431    214    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
432    220    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
433    222    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
434    228    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
435    229    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
436    231    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
437    233    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
438    260    Fixed     Fixed     Fixed      Fixed        Fixed        7.000       Fin, top
439    313    Slide     Fixed     Fixed       Pin         Fixed        Fixed       Fin, bottom
441    174    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
441    194    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
442    182    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
443    201    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
444    205    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
445    218    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
446    219    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
447    221    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
449    314    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
450    225    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
451    227    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
453    259    Fixed     Fixed     Fixed      Fixed        Fixed        7.000       Fin, top
454    175    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
455    195    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
456    183    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
457    207    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
458    208    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
459    215    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
460    216    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
461    217    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
462    223    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
463    224    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
464    226    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
465    230    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
466    258    Fixed     Fixed     Fixed      Fixed         Pin          Pin        Tension rod
467    224    Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
468    223    Fixed     Slide     Slide       Pin          Pin          Pin        Connector, tens. rod – int. column
471    257    Fixed     Fixed     Fixed      Fixed        Fixed         Pin        Bow string column, top
493    322    Fixed     Slide     Slide       Pin          Pin          Pin        Compression Beam at support str.
514    303    Fixed     Fixed     Fixed       Pin          Pin         Fixed       Connection HEB500, front, top
532    254    Fixed     Fixed     Fixed       Pin          Pin         Fixed       L-Profile, coupling, eccentricity
533    303    Fixed     Fixed     Fixed       Pin          Pin         Fixed       L-Profile, coupling, eccentricity
534    303    Fixed     Fixed     Fixed       Pin          Pin         Fixed       L-Profile, coupling, eccentricity
535    345    Fixed     Fixed     Fixed       Pin          Pin         Fixed       L-Profile, coupling, eccentricity
536    345    Fixed     Fixed     Fixed       Pin          Pin         Fixed       L-Profile, coupling, eccentricity
537     61    Fixed     Fixed     Fixed       Pin          Pin         Fixed       L-Profile, coupling, eccentricity
                                               Project: Doha Convention Center                           Project-no.:     215I90595


                                               Part: Visual Mock-up                                            Date:      11.08.2011


                                               Topic: Structural Calculations                                 Sheet:           29/85



Beam    Node        x        y         z          rx           ry           rz        Comment
                (kN/mm)    (kN/mm)   (kN/mm)   (kN-m/deg)   (kN-m/deg)   (kN-m/deg)
 538      61    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 539     343    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 540     343    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 541     327    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 542     327    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 543     328    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 544     328    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 545     130    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 546     130    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 547     341    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 548     341    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 549     134    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 550     134    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 551     137    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 552     137    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 553     115    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 554     115    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 555     332    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 556     332    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 557     133    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 558     133    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 559     136    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 560     136    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 561     132    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 562     132    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 563     331    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 564     331    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 565     131    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 566     131    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 567     114    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 568     114    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 569     113    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 570     113    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 571      59    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 572      59    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 574     113    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 575     131    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity
 576     114    Fixed      Fixed     Fixed        Pin          Pin         Fixed      L-Profile, coupling, eccentricity


In general all L-profiles are defined as trusses. The definition considering the eccentricity
has been implemented for those L-profiles with compression loading only.

4.5    Support – Conditions

              X               Y                Z                rX               rY                 rZ
Node
          (kN/mm)         (kN/mm)          (kN/mm)          (kN-m/deg)       (kN-m/deg)         (kN-m/deg)
  1         Fixed           Fixed            Fixed             Fixed            Fixed              Fixed
  2         Fixed           Fixed            Fixed               -                -                  -
  59        Fixed           Fixed            Fixed               -                -                  -
  60        Fixed           Fixed            Fixed               -                -                  -
 156        Fixed           Fixed            Fixed               960.000          -                  960.000
 287        Fixed           Fixed            Fixed             Fixed            Fixed              Fixed
 288        Fixed           Fixed            Fixed               -                -                  -
 306        Fixed           Fixed            Fixed             Fixed            Fixed                  7.000
 309        Fixed           Fixed            Fixed             Fixed            Fixed                  7.000
 311        Fixed           Fixed            Fixed             Fixed            Fixed              Fixed
 312        Fixed           Fixed            Fixed             Fixed            Fixed                  7.000
 313        Fixed           Fixed            Fixed             Fixed            Fixed                  7.000
 392        Fixed             -                -                 -                -                Fixed
 393        Fixed             -                -                 -                -                Fixed
                                        Project: Doha Convention Center             Project-no.:      215I90595


                                        Part: Visual Mock-up                                Date:     11.08.2011


                                        Topic: Structural Calculations                    Sheet:             30/85




5. Maximum Internal Forces and Member Analysis

5.1   Internal Forces

Member    Load Case           Fx [kN]      Fy [kN]        Fz [kN]          Mx       My           Mz
                                                                         [kNm]    [kNm]        [kNm]
Section: 01 TUBE (Bow string column)
      470  2025       max Fx    4721.0         -67.5         150.0         78.2      23.5             21.8
      471  2011       min Fx      234.5       -107.8       -1317.1        153.9     412.6              0.0
      471  2023       max Fy      371.0        114.5       -1724.7         23.5     601.0              0.0
      186  2023       min Fy      645.6       -130.2        1677.5         94.1     529.4            134.8
      186  2025       max Fz      641.7       -129.3        1789.4        107.7      67.6             97.2
      471  2025       min Fz      372.2        113.6       -1769.3         37.4     573.5              0.0
      471  2026       max Mx      317.2       -109.4       -1729.4        190.4     481.8              0.0
      471  2010       min Mx      290.3        109.4       -1362.6          7.7     522.7              0.0
      179  2025       max My    4618.5           8.3          -8.4         77.4     713.5           -179.3
      165  2021       min My    4583.2         -14.9         147.7         92.7    -397.2            -56.5
      181  2013       max Mz    3502.8          -1.8         -51.4        124.6     412.8            169.2
      181  2023       min Mz    4452.3           0.1         -61.6         62.8     590.5           -196.9
Section: 02 Cir 0.18 (Bow string end)
      473  2002       max Fx   -2861.6           6.9            13.9        0.0     16.2             -8.6
      472  2025       min Fx   -4411.3        -102.4           -50.3        0.0    -59.0            119.3
      473  2011       max Fy   -3287.2          51.2            98.6        0.0      0.0              0.0
      472  2025       min Fy   -4411.3        -102.4           -50.3        0.0    -59.0            119.3
      473  2026       max Fz   -4352.1          18.1           124.6        0.0      0.0              0.0
      473  2010       min Fz   -3339.2         -27.2           -65.7        0.0      0.0              0.0
      472  2001       max Mx   -3015.9         -35.3            21.0        0.0      0.0              0.0
      472  2001       min Mx   -3015.9         -35.3            21.0        0.0      0.0              0.0
      473  2026       max My   -4348.9          16.7           124.6        0.0    145.2            -20.3
      473  2010       min My   -3336.8         -28.2           -65.7        0.0    -76.6             32.3
      472  2025       max Mz   -4411.3        -102.4           -50.3        0.0    -59.0            119.3
      473  2011       min Mz   -3284.9          50.2            98.6        0.0    114.9            -59.1
                                        Project: Doha Convention Center             Project-no.:   215I90595


                                        Part: Visual Mock-up                               Date:   11.08.2011


                                        Topic: Structural Calculations                    Sheet:          31/85



Member    Load Case           Fx [kN]      Fy [kN]        Fz [kN]          Mx       My          Mz
                                                                         [kNm]    [kNm]       [kNm]
Section: 03 Cir 0.09 (Bow string)
       21  2002       max Fx   -2678.3            0.0            0.0        0.0      0.0            0.0
      189  2025       min Fx   -4409.5            0.0            0.0        0.0      0.0            0.0
       18  2001       max Fy   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       min Fy   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       max Fz   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       min Fz   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       max Mx   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       min Mx   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       max My   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       min My   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       max Mz   -2825.8            0.0            0.0        0.0      0.0            0.0
       18  2001       min Mz   -2825.8            0.0            0.0        0.0      0.0            0.0
Section: 04 Rect 0.06x0.03 (Connector)
      163  2002       max Fx       10.2           0.1            0.0        0.0      0.0            0.0
      163  2021       min Fx      -46.9           0.1            0.0        0.0      0.0            0.0
      173  2024       max Fy      -33.6           0.2            0.0        0.0      0.0            0.0
      173  2017       min Fy      -34.9          -0.2            0.0        0.0      0.0            0.0
      178  2005       max Fz        3.4           0.1            0.0        0.0      0.0            0.0
      163  2010       min Fz       -6.4           0.1            0.0        0.0      0.0            0.0
      178  2004       max Mx        0.2           0.0            0.0        0.0      0.0            0.0
      163  2004       min Mx      -17.9           0.1            0.0        0.0      0.0            0.0
      163  2011       max My       -1.3           0.0            0.0        0.0      0.0            0.0
      163  2004       min My      -17.9          -0.1            0.0        0.0      0.0            0.0
      178  2004       max Mz        0.2          -0.1            0.0        0.0      0.0            0.0
      173  2018       min Mz      -32.8           0.0            0.0        0.0      0.0           -0.1
Section: 05 Cir 0.03 (Horizontal cable)
      201  2006       max Fx     -156.9           0.0            0.0        0.0      0.0            0.0
      198  2025       min Fx     -298.5           0.0            0.0        0.0      0.0            0.0
      192  2001       max Fy     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       min Fy     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       max Fz     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       min Fz     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       max Mx     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       min Mx     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       max My     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       min My     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       max Mz     -191.5           0.0            0.0        0.0      0.0            0.0
      192  2001       min Mz     -191.5           0.0            0.0        0.0      0.0            0.0
                                        Project: Doha Convention Center             Project-no.:     215I90595


                                        Part: Visual Mock-up                                Date:   11.08.2011


                                        Topic: Structural Calculations                    Sheet:            32/85



Member    Load Case           Fx [kN]      Fy [kN]        Fz [kN]          Mx       My           Mz
                                                                         [kNm]    [kNm]        [kNm]
Section: 06 Cir 0.01 (Tension rod)
       11  2001       max Fx        0.0           0.0            0.0        0.0      0.0             0.0
      409  2025       min Fx      -51.6           0.0            0.0        0.0      0.0             0.0
      411  2010       max Fy        0.0           0.0            0.0        0.0      0.0             0.0
      411  2011       min Fy        0.0           0.0            0.0        0.0      0.0             0.0
      466  2025       max Fz       -2.9           0.0            0.0        0.0      0.0             0.0
       11  2001       min Fz        0.0           0.0            0.0        0.0      0.0             0.0
      393  2005       max Mx      -32.9           0.0            0.0        0.0      0.0             0.0
      393  2004       min Mx      -34.2           0.0            0.0        0.0      0.0             0.0
       11  2006       max My        0.0           0.0            0.0        0.0      0.0             0.0
      466  2017       min My       -3.3           0.0            0.0        0.0      0.0             0.0
      411  2010       max Mz        0.0           0.0            0.0        0.0      0.0             0.0
      411  2011       min Mz        0.0           0.0            0.0        0.0      0.0             0.0
Section: 07 Taper (Fin)
      380  2001       max Fx        0.0           0.4            0.4        0.0      -0.5             1.0
      395  2025       min Fx      -56.0           7.5            0.5        0.0      -0.4            15.7
      439  2010       max Fy        0.0           9.8           -0.1        0.0       0.1            22.5
      439  2011       min Fy       -0.4          -7.6           -0.1        0.0       0.0            -7.0
      453  2026       max Fz      -53.3          -6.3            1.2        0.0      -1.3           -14.1
      439  2007       min Fz        0.0          -4.3           -0.1        0.0       0.1           -10.5
      453  2025       max Mx      -52.9           9.1            1.2        0.0      -1.3            19.9
      395  2025       min Mx      -56.0           7.5            0.5        0.0      -0.4            15.7
      453  2025       max My      -52.4           9.0            1.2        0.0       0.4             7.2
      453  2026       min My      -53.3          -6.3            1.2        0.0      -1.3           -14.1
      439  2010       max Mz        0.0           9.8           -0.1        0.0       0.1            22.5
      439  2011       min Mz        0.0          -7.6           -0.1        0.0       0.1           -17.9
Section: 08 Taper (Fin)
      396  2001       max Fx        0.0           0.8            0.1        0.0      -0.2             1.1
      410  2025       min Fx      -56.5           9.6            0.2        0.0      -0.2            13.5
      438  2010       max Fy      -41.4          10.4            0.3        0.0      -0.4            14.6
      425  2011       min Fy       -0.2          -8.5            0.0        0.0       0.0             0.0
      438  2026       max Fz      -54.0          -7.5            0.3        0.0      -0.5           -10.6
      452  2025       min Fz      -48.1           5.1           -0.3        0.0       0.4             7.2
      452  2025       max Mx      -48.1           5.1           -0.3        0.0       0.4             7.2
      394  2025       min Mx      -50.5           3.8           -0.2        0.0       0.3             5.3
      452  2025       max My      -48.1           5.1           -0.3        0.0       0.4             7.2
      438  2026       min My      -54.0          -7.5            0.3        0.0      -0.5           -10.6
      425  2010       max Mz        0.0          10.3            0.0        0.0       0.0            14.8
      425  2011       min Mz        0.0          -8.5            0.0        0.0       0.0           -12.2
                                      Project: Doha Convention Center              Project-no.:      215I90595


                                      Part: Visual Mock-up                                 Date:     11.08.2011


                                      Topic: Structural Calculations                     Sheet:             33/85



Member    Load Case         Fx [kN]      Fy [kN]        Fz [kN]          Mx        My           Mz
                                                                       [kNm]     [kNm]        [kNm]
Section: 10 TUBE (Intermediate column)
      344  2023     max Fx      345.4        160.5            -6.6        -2.0     -63.8              0.0
      341  2013     min Fx      107.2        -78.9            -5.7         0.5     -59.6              0.0
      341  2025     max Fy      198.4        163.7            -7.1        -1.9     -73.6              0.0
      340  2025     min Fy      209.6       -150.4            -7.1        -1.9      62.8            248.0
      211  2002     max Fz      218.6         21.0            -4.6        -0.7     -16.8            168.9
      211  2026     min Fz      257.8        -37.0            -7.3         0.3     -27.5           -292.9
      341  2013     max Mx      115.5        -80.4            -5.7         0.5     -50.8           -121.4
      211  2023     min Mx      302.8         96.5            -6.6        -2.0     -25.0            778.0
      340  2026     max My      165.4         59.1            -7.3         0.3      65.3           -106.5
      341  2026     min My      154.2        -68.9            -7.3         0.3     -76.5              0.0
      328  2025     max Mz      271.2         11.0            -7.1        -1.9       3.0            953.7
      328  2011     min Mz      161.8         -6.6            -5.3         0.5       2.3           -435.1
Section: 11 HEB500
      110  2026     max Fx    4173.6         -79.6            -1.2        -0.3     -10.8            401.7
      358  2025     min Fx   -4022.8         -49.2            12.2        -0.7     -51.6            504.6
      361  2025     max Fy   -3899.8         293.9            14.8        -0.1     -33.9            518.5
      350  2025     min Fy   -3296.1        -277.3             3.6        -1.1     -93.7            -21.5
      486  2026     max Fz      -16.3         -4.6            26.4         1.5      16.5              2.0
      345  2025     min Fz       89.3        -98.4           -26.4         0.0       0.0              0.0
       89  2026     max Mx       84.7          7.7           -13.1         2.7     -61.5             11.1
      359  2026     min Mx   -3780.4          45.3             4.8        -3.8     -30.4            575.5
       90  2012     max My       43.6          0.5            -0.1        -1.0      59.1            -11.3
       90  2024     min My       57.2          2.6            -0.6         2.3    -104.9             -7.7
      108  2025     max Mz    4097.1         143.1            -2.3         0.0     -16.0            603.2
      356  2021     min Mz     -822.8       -274.2            -8.1        -1.5     -51.9           -227.4
Section: 12 HEA300
      355  2025     max Fx    1234.8         -48.4             4.4         0.3      -2.5           -131.4
       58  2025     min Fx     -298.0          1.9             0.0         0.0       0.0              0.0
      357  2025     max Fy     -187.5        138.0            -2.0         0.1      -0.9            -77.0
      346  2025     min Fy       98.9        -86.1             0.3         0.1       1.6            -83.1
      357  2026     max Fz     -186.8        133.7             6.1         0.0       0.3            -74.6
      368  2026     min Fz     -247.0          4.7           -10.0         0.0       0.0              0.0
      355  2023     max Mx    1224.4         -49.4             4.4         0.3      -2.4           -137.4
       14  2018     min Mx        2.6          6.6             0.6        -0.3      -0.4             16.5
       13  2024     max My       13.2          5.5             0.9        -0.3       5.3              9.3
      357  2026     min My     -186.8        132.1             5.2         0.0      -6.2             78.4
      355  2025     max Mz    1234.8         -41.8            -2.8         0.3       2.2            133.4
      353  2025     min Mz    1039.0         -57.0             2.7         0.3       1.5           -138.1
                                      Project: Doha Convention Center              Project-no.:    215I90595


                                      Part: Visual Mock-up                                 Date:   11.08.2011


                                      Topic: Structural Calculations                     Sheet:           34/85



Member   Load Case          Fx [kN]      Fy [kN]        Fz [kN]          Mx        My           Mz
                                                                       [kNm]     [kNm]        [kNm]
Section: 13 L200X100X15 LD
      378  2002     max Fx    -847.9            1.5            0.0         0.0       0.0            0.0
      375  2025     min Fx  -2155.7            -3.5           -2.3         0.0       0.0            0.0
      375  2017     max Fy  -2078.5             3.5            2.3         0.0       0.0            0.0
      375  2017     min Fy  -2081.2            -3.5           -2.3         0.0       0.0            0.0
      375  2004     max Fz  -1649.6             2.6            2.3         0.0       0.0            0.0
      375  2004     min Fz  -1651.5            -2.6           -2.3         0.0       0.0            0.0
      375  2001     max Mx  -1416.1             2.6            0.0         0.0       0.0            0.0
      375  2001     min Mx  -1416.1             2.6            0.0         0.0       0.0            0.0
      375  2001     max My  -1416.1             2.6            0.0         0.0       0.0            0.0
      375  2001     min My  -1416.1             2.6            0.0         0.0       0.0            0.0
      375  2001     max Mz  -1416.1             2.6            0.0         0.0       0.0            0.0
      375  2001     min Mz  -1416.1             2.6            0.0         0.0       0.0            0.0
Section: 14 L200X100X15
      529  2025     max Fx      84.3            0.0            0.1         0.0       1.6           -0.8
      488  2025     min Fx    -650.4           -0.9           -1.3         0.0       0.0            0.0
      573  2018     max Fy     -32.8            2.1           -0.2         0.0      -0.7            0.3
      112  2018     min Fy     -26.4           -2.1            0.2         0.0      -0.5            0.2
       12  2014     max Fz       0.7            0.1            1.7         0.0       0.0            0.0
       12  2014     min Fz       0.7           -0.1           -1.7         0.0       0.0            0.0
      528  2010     max Mx     -25.5            0.0           -0.1         0.2      -0.1            0.5
      528  2026     min Mx      -3.5            0.0           -0.2        -1.1       0.0            0.1
      529  2025     max My      83.8            0.0            0.0         0.0       1.7           -0.8
       12  2025     min My     -61.3            0.0            0.0         0.0      -3.2            1.5
       12  2025     max Mz     -61.3            0.0            0.0         0.0      -3.2            1.5
      112  2026     min Mz     -26.1            0.0            0.0         0.0      -0.9           -3.4
Section: 15 TUBE (Compression beam)
      310  2025     max Fx   1769.3         -302.5          -31.6         28.9     222.0        748.3
      304  2001     min Fx       0.0           6.9          -46.5         43.9      37.8          2.8
      305  2015     max Fy   1584.6          159.1          -39.1        -10.3     280.3         72.6
      310  2025     min Fy   1769.3         -336.8          -38.6         28.9     116.7       1707.1
      577  2023     max Fz   1715.9           -2.3          206.8       -119.5     267.7         -0.1
      304  2025     min Fz       0.0           0.0         -218.6        167.5       0.0          0.0
      304  2023     max Mx       0.0           9.3         -216.2        168.5     176.5          3.8
      577  2010     min Mx   1355.7           -1.7          197.5       -119.5     211.5         -0.1
      306  2025     max My   1768.4           63.3           -2.2        -20.3     423.0       -328.5
      308  2026     min My   1728.7         -144.6          -14.7          2.3    -424.6         51.5
      310  2025     max Mz   1769.3         -336.8          -38.6         28.9     116.7       1707.1
      306  2015     min Mz   1585.8           35.2          -31.2         -1.6      69.9       -508.2
                                      Project: Doha Convention Center             Project-no.:    215I90595


                                      Part: Visual Mock-up                                Date:   11.08.2011


                                      Topic: Structural Calculations                    Sheet:           35/85



Member   Load Case          Fx [kN]      Fy [kN]        Fz [kN]          Mx       My           Mz
                                                                       [kNm]    [kNm]        [kNm]
Section: 19 L200X200X15
      495  2023    max Fx       44.0            1.8            0.2        0.0       2.2           -0.8
      531  2013    min Fx      -39.3            2.6           -0.2        0.0      -2.1            0.8
      531  2018    max Fy      -38.2            3.2           -0.2        0.0      -2.0            0.8
      495  2018    min Fy      -35.1           -3.2            0.3        0.0      -1.7            0.6
      495  2005    max Fz      -35.5           -2.5            0.3        0.0      -1.8            0.7
      495  2004    min Fz       37.5           -1.2           -0.3        0.0       1.9           -0.7
      495  2023    max Mx       44.0            1.8            0.2        0.0       2.2           -0.8
      531  2013    min Mx      -39.3            2.6           -0.2        0.0      -2.1            0.8
      495  2023    max My       41.3            0.0            0.0        0.0       2.6           -4.3
      531  2013    min My      -38.3            0.0            0.0        0.0      -2.5           -4.2
      531  2013    max Mz      -39.3            2.6           -0.2        0.0      -2.1            0.8
      495  2024    min Mz      -35.1            0.0            0.0        0.0      -2.3           -5.7
                                         Project: Doha Convention Center          Project-no.:   215I90595


                                         Part: Visual Mock-up                            Date:   11.08.2011


                                         Topic: Structural Calculations                 Sheet:          36/85




5.2    Support Forces
For support numbering, please refer to chapter 2.3. Only the support forces for the
support structure have been listed below.

 Load Case                  Fx [kN]    Fy [kN]        Fz [kN]       Mx [kNm] My [kNm] Mz [kNm]
Node:                   2
   2011       max Fx             8.6       77.8            -12.0           0.0    0.0             0.0
   2025       min Fx           -30.6      106.0             -4.9           0.0    0.0             0.0
   2025       max Fy           -30.6      106.0             -4.9           0.0    0.0             0.0
   2011       min Fy             8.6       77.8            -12.0           0.0    0.0             0.0
   2009       max Fz             1.4       78.1              1.9           0.0    0.0             0.0
   2019       min Fz           -23.4      105.7            -18.7           0.0    0.0             0.0
   2001       max Mx            -9.4       78.2             -7.2           0.0    0.0             0.0
   2001       min Mx            -9.4       78.2             -7.2           0.0    0.0             0.0
   2001       max My            -9.4       78.2             -7.2           0.0    0.0             0.0
   2001       min My            -9.4       78.2             -7.2           0.0    0.0             0.0
   2001       max Mz            -9.4       78.2             -7.2           0.0    0.0             0.0
   2001       min Mz            -9.4       78.2             -7.2           0.0    0.0             0.0
Node:                  59
   2013       max Fx            99.4     -147.0            -61.8           0.0    0.0             0.0
   2023       min Fx          -123.1      278.2             93.0           0.0    0.0             0.0
   2025       max Fy          -118.9      278.6             82.7           0.0    0.0             0.0
   2011       min Fy            95.3     -147.9            -51.6           0.0    0.0             0.0
   2023       max Fz          -123.1      278.2             93.0           0.0    0.0             0.0
   2013       min Fz            99.4     -147.0            -61.8           0.0    0.0             0.0
   2001       max Mx           -10.0       55.0             13.0           0.0    0.0             0.0
   2001       min Mx           -10.0       55.0             13.0           0.0    0.0             0.0
   2001       max My           -10.0       55.0             13.0           0.0    0.0             0.0
   2001       min My           -10.0       55.0             13.0           0.0    0.0             0.0
   2001       max Mz           -10.0       55.0             13.0           0.0    0.0             0.0
   2001       min Mz           -10.0       55.0             13.0           0.0    0.0             0.0
Node:                  60
   2024       max Fx            62.3      334.6         -1464.0            0.0    0.0             0.0
   2012       min Fx           -25.9     -107.0         -1431.7            0.0    0.0             0.0
   2024       max Fy            62.3      334.6         -1464.0            0.0    0.0             0.0
   2012       min Fy           -25.9     -107.0         -1431.7            0.0    0.0             0.0
   2002       max Fz            22.2      114.5          -999.2            0.0    0.0             0.0
   2025       min Fz           -22.4      -84.2         -1776.8            0.0    0.0             0.0
   2001       max Mx            15.7       97.9         -1116.7            0.0    0.0             0.0
   2001       min Mx            15.7       97.9         -1116.7            0.0    0.0             0.0
   2001       max My            15.7       97.9         -1116.7            0.0    0.0             0.0
   2001       min My            15.7       97.9         -1116.7            0.0    0.0             0.0
   2001       max Mz            15.7       97.9         -1116.7            0.0    0.0             0.0
   2001       min Mz            15.7       97.9         -1116.7            0.0    0.0             0.0
                                    Project: Doha Convention Center          Project-no.:    215I90595


                                    Part: Visual Mock-up                            Date:   11.08.2011


                                    Topic: Structural Calculations                 Sheet:           37/85



 Load Case             Fx [kN]    Fy [kN]        Fz [kN]       Mx [kNm] My [kNm] Mz [kNm]
Node:            288
   2026      max Fx        24.3      111.0          -100.6            0.0    0.0             0.0
   2010      min Fx       -19.1       33.2           -87.8            0.0    0.0             0.0
   2022      max Fy        18.8      116.0           -94.8            0.0    0.0             0.0
   2006      min Fy       -12.4       32.6           -93.1            0.0    0.0             0.0
   2008      max Fz        -7.1       65.9           -65.5            0.0    0.0             0.0
   2020      min Fz        13.1       78.3          -121.6            0.0    0.0             0.0
   2001      max Mx         1.5       57.0           -79.9            0.0    0.0             0.0
   2001      min Mx         1.5       57.0           -79.9            0.0    0.0             0.0
   2001      max My         1.5       57.0           -79.9            0.0    0.0             0.0
   2001      min My         1.5       57.0           -79.9            0.0    0.0             0.0
   2001      max Mz         1.5       57.0           -79.9            0.0    0.0             0.0
   2001      min Mz         1.5       57.0           -79.9            0.0    0.0             0.0
Node:            392
   2013      max Fx       149.0         0.0             0.0           0.0    0.0             31.3
   2023      min Fx      -208.5         0.0             0.0           0.0    0.0            -39.4
   2001      max Fy       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      min Fy       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      max Fz       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      min Fz       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      max Mx       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      min Mx       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      max My       -27.1         0.0             0.0           0.0    0.0             -3.5
   2001      min My       -27.1         0.0             0.0           0.0    0.0             -3.5
   2011      max Mz       148.0         0.0             0.0           0.0    0.0             32.3
   2012      min Mz      -198.3         0.0             0.0           0.0    0.0            -43.0
Node:            393
   2011      max Fx       105.8         0.0             0.0           0.0    0.0             26.7
   2025      min Fx      -218.6         0.0             0.0           0.0    0.0            -83.4
   2001      max Fy       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      min Fy       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      max Fz       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      min Fz       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      max Mx       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      min Mx       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      max My       -46.5         0.0             0.0           0.0    0.0            -26.0
   2001      min My       -46.5         0.0             0.0           0.0    0.0            -26.0
   2013      max Mz       105.5         0.0             0.0           0.0    0.0             27.2
   2023      min Mz      -218.1         0.0             0.0           0.0    0.0            -84.6
                                     Project: Doha Convention Center       Project-no.:   215I90595


                                     Part: Visual Mock-up                        Date:    11.08.2011


                                     Topic: Structural Calculations             Sheet:         38/85




5.3     Stress and Stability Analysis
5.3.1     Façade Elements
The section forces in the components of the façade will be compared to the section forces
determined in the structural Calculation GAR-C-R-J-A-GN-0004. When the arising section
forces determined in the present report are smaller than the ones determined in GAR-C-
R-J-A-GN-0004, the proof of structural integrity has been accomplished.


5.3.1.1 Bow String Column
Section forces determined in GAR-C-R-J-A-GN-0004:
                                           Project: Doha Convention Center                 Project-no.:      215I90595


                                           Part: Visual Mock-up                                      Date:   11.08.2011


                                           Topic: Structural Calculations                        Sheet:           39/85



Section forces determined for the mock-up:
Maximum Load

            372.169 kN
               4.48e+003 kN
            373.435 kN                                  Max: 573.485 kNm
                                                       Max: 447.977 kNm              Max: -13.479 kNm


               4.5e+003 kN                           Max: -233.196 kNm           Max: -140.740 kNm



               4.51e+003
               4.52e+003 kN                                                      Max: -162.397 kNm



                4.53e+003 kN                  Max: 224.018 kNm                   Max: -178.127 kNm



                4.55e+003 kN                Max: 405.541 kNm                     Max: -189.398 kNm



                4.57e+003 kN              Max: 545.241 kNm                       Max: -195.916 kNm


                                                                                 Max: -196.882 kNm
                4.59e+003
                4.58e+003 kN             Max: 642.145 kNm                        Max: -196.737 kNm



                 4.6e+003 kN             Max: 701.779 kNm                        Max: -192.402 kNm



                 4.62e+003 kN            Max: 713.409 kNm
                                              713.470                             Max: -182.573 kNm



                 4.64e+003 kN            Max: 693.833 kNm                         Max: -167.644 kNm



                 4.66e+003
                 4.65e+003 kN             Max: 635.201 kNm                         Max: -147.198 kNm



                  4.67e+003 kN              Max: 541.028 kNm                        Max: -122.231 kNm



                  4.69e+003 kN                Max: -384.377 kNm                       Max: -91.802 kNm



                  4.71e+003 kN                   Max: -173.979 kNm                     Max: -56.381 kNm
              Load 2025 :Axial Force                 Load 2025 :Bending Y                 Load 2023 :Bending Z
                            Force - kN                         Moment - kNm                        Moment - kNm
                  4.72e+003 kN
                  4.72e+003 kN
               641.702 kN                            Max: 23.494 kNm                      Max: 19.530 kNm
               644.934 kN                                     Max: 606.039 kNm               Max: 134.783 kNm




Section Forces: N = 4721 kN < 5460 kN
                My = 713 kNm < 1416 kNm
                Mz = 197 kNm < 434 kNm
                                  Project: Doha Convention Center   Project-no.:   215I90595


                                  Part: Visual Mock-up                    Date:    11.08.2011


                                  Topic: Structural Calculations         Sheet:         40/85




5.3.1.2 Bow String Cable
Section forces determined in GAR-C-R-J-A-GN-0004:
                                      Project: Doha Convention Center                      Project-no.:   215I90595


                                      Part: Visual Mock-up                                       Date:    11.08.2011


                                      Topic: Structural Calculations                            Sheet:         41/85



Section forces determined for the mock-up:
Maximum Load

                                          -4.4e+003 kN

                                        -4.32e+003 kN



                                      -4.24e+003 kN



                                    -4.18e+003 kN



                                  -4.14e+003 kN



                                 -4.11e+003 kN



                                -4.1e+003 kN



                                 -4.09e+003 kN



                                 -4.11e+003 kN



                                  -4.14e+003 kN



                                    -4.18e+003 kN



                                      -4.23e+003 kN


  Y
  X   Z                                  -4.31e+003 kN          Load 2025 : Axial Force
                                                                              Force - kN
                                          -4.4e+003 kN



Tension Force: N = 4409 kN < 4868 kN
                                                        Project: Doha Convention Center                                Project-no.:   215I90595


                                                        Part: Visual Mock-up                                                 Date:    11.08.2011


                                                        Topic: Structural Calculations                                      Sheet:         42/85



5.3.1.3 Bow String Connectors
Section forces determined in GAR-C-R-J-A-GN-0004:
Maximum Load




Section forces determined for the mock-up:
Maximum Load


                           -6.828 kN
                   -6.828 kN                                                     0.259 kN0.259 kN




                 -18.686 kN -18.686 kN                                         -25.524 kN -25.524 kN




               -20.971 kN     -20.971 kN                                    -24.214 kN       -24.214 kN




                               -24.810 kN                                                     -27.108 kN
              -24.810 kN                                                   -27.108 kN




                               -22.905 kN                                                     -24.324 kN
              -22.905 kN                                                   -24.324 kN




                                -28.915 kN                                                     -33.343 kN
              -28.915 kN                                                   -33.343 kN




                                -12.927 kN                                                     -19.253 kN
               -12.927 kN                                                   -19.253 kN




                                 -14.002 kN                                                     -26.233 kN
                -14.002 kN                                                     -26.233 kN




                  -0.864 kN      -0.864 kN                                                      -22.344 kN
                                                                                 -22.344 kN




                     -5.224 kN -5.224 kN                                           -43.359 kN -43.359 kN

                             Load 2002 :Axial Force                                         Load 2021 :Axial Force
                                           Force - kN                                                     Force - kN
                                   10.169 kN
                           10.169 kN                                                            -46.928 kN
                                                                                        -46.928 kN




Compression Force: NC = 10.2 kN < 32 kN
Tension Force: NT = 46.9 kN (no value given in GAR-C-R-J-A-GN-0004)
The maximum tension capacity of the tension rod is: NT,max = fy,d,S355 / Aeff,t.-rod = 322 kN
                                  Project: Doha Convention Center   Project-no.:   215I90595


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5.3.1.4 Horizontal Cable
Section forces determined in GAR-C-R-J-A-GN-0004:
                                                   Project: Doha Convention Center                              Project-no.:       215I90595


                                                   Part: Visual Mock-up                                                   Date:    11.08.2011


                                                   Topic: Structural Calculations                                       Sheet:          44/85



Section forces determined for the mock-up:
Maximum Load




                                                                                                  -245.699
                                                                                                  -246.355 kN    -246.355 kN
                                                               -245.530 kN
                                                               -245.659         -245.530
                                                                                -245.699 kN
                             -245.254 kN
                             -243.817         -245.659 kN
                                              -245.254
               -243.817
               -243.725
          -243.725 kN kN

                                                                                -286.587
                                                                                -286.654 kN       -286.554 kN -286.554 kN
                                                                                                  -286.654
                                              -286.976
                                              -286.694 kN      -286.694
                                                               -286.587 kN
                             -287.390
                             -286.976 kN
               -287.390
               -286.928
          -286.928 kN kN

                                                                                -282.464
                                                                                -282.556 kN       -282.826 -282.826 kN
                                                                                                  -282.556 kN
                                              -282.551 kN
                                              -282.816         -282.551
                                                               -282.464 kN
               -282.496      -282.816 kN
                             -283.259
               -283.259
          -282.496 kN kN

                                                                                -275.147
                                                                                -275.251 kN        -275.536 -275.536 kN
                                                                                                   -275.251 kN
                                              -275.223 kN
                                              -275.483         -275.223
                                                               -275.147 kN
                             -275.483 kN
                             -275.924
               -275.924
               -275.175
          -275.175 kN kN
                                                                                                          -270.437 kN
                                                                                                   -270.437 kN
                                                                                                   -270.137
                                                                -270.021 kN
                                                                -270.091         -270.021
                                                                                 -270.137 kN
                              -270.346 kN
                              -270.788         -270.091 kN
                                               -270.346
               -270.788
               -270.045
          -270.045 kN kN
                                                                                                          -266.994 kN
                                                                                                   -266.683
                                                                                                   -266.994 kN
                                                                -266.625
                                                                -266.560 kN      -266.560
                                                                                 -266.683 kN
                              -266.878 kN
                              -267.321         -266.878
                                               -266.625 kN
                -267.321
                -266.586
           -266.586 kN kN

                                                                                                          -269.888 kN
                                                                                                   -269.580
                                                                                                   -269.888 kN
                                                                -269.458 kN
                                                                -269.522         -269.580 kN
                                                                                 -269.458
                              -270.210
                              -269.772 kN      -269.772
                                               -269.522 kN
                -269.482
                -270.210
           -269.482 kN kN
                                                                                                           -260.339 kN
                                                                                                    -260.339 kN
                                                                                                    -260.016
                                                                -259.949
                                                                -259.886 kN      -259.886
                                                                                 -260.016 kN
                              -260.205 kN
                              -260.656         -260.205
                                               -259.949 kN
                -259.910
                -260.656
           -259.910 kN kN

                                                                                                           -271.980 kN
                                                                                                    -271.679
                                                                                                    -271.980 kN
                                                                 -271.563 kN
                                                                 -271.632         -271.679 kN
                                                                                  -271.563
                               -271.886 kN
                               -272.328         -271.632 kN
                                                -271.886
                -272.328
                -271.583
           -271.583 kN kN

                                                                                  -274.123 kN
                                                                                  -274.015          -274.415 -274.415 kN
                                                                                                    -274.123 kN
                                                -274.090 kN
                                                -274.350         -274.090
                                                                 -274.015 kN
                 -274.032      -274.350 kN
                               -274.794
                 -274.794
            -274.032 kN kN

                                                                                  -295.960 kN
                                                                                  -295.876           -295.960 -296.217 kN
                                                                                                     -296.217 kN
                                                -295.962 kN
                                                -296.219         -295.962
                                                                 -295.876 kN
                               -296.219 kN
                               -296.647
                 -296.647
                 -295.885
            -295.885 kN kN

                                                                                  -297.958
                                                                                  -298.024 kN        -298.251 kN -298.251 kN
                                                                                                     -298.024
                                                -298.338
                                                -298.063 kN      -298.063
                                                                 -297.958 kN
                               -298.467
                               -298.338 kN                                                     Load 2025 :Axial Force
                 -297.975
                 -298.467
            -297.975 kN kN
                                                                                                             Force - kN
                                                                                                     -262.934 kN
                                                                                                     -263.753        -262.934 kN
                                                                  -264.059
                                                                  -263.934 kN      -263.934
                                                                                   -263.753 kN
                                -264.064 kN
                                -264.148         -264.064
                                                 -264.059 kN
                 -264.148
                 -264.013
            -264.013 kN kN




Tension Force: N = 298.5 kN < 340 kN
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5.3.1.5 Vertical Tension Rods
Section forces determined in GAR-C-R-J-A-GN-0004:
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Section forces determined for the mock-up:
Maximum Load




Tension Force: N = 51.6 kN < 62.5 kN
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5.3.1.6 Fins
Section forces determined in GAR-C-R-J-A-GN-0004:
Maximum Load
                                              Project: Doha Convention Center                             Project-no.:   215I90595


                                              Part: Visual Mock-up                                              Date:    11.08.2011


                                              Topic: Structural Calculations                                   Sheet:          48/85



Section forces determined for the mock-up:
Maximum Load
                                    -17.320 kNm
                              21.880 kNm         -11.763 kNm
                                              14.563 kNm
                                 -6.804 kNm
                               8.341 kNm
                                                                            -11.494 kNm
                                                  0 kNm                  14.032 kNm           -16.192 kNm
                               0 kNm                                                      18.185 kNm
                                                                             0 kNm
                                                                                             -6.444 kNm
                                                                                           6.724 kNm


                                                                                           0 kNm




                          0 kNm


                           -6.953 kNm
                         8.534 kNm
                                          0 kNm
                           -17.869 kNm                                                0 kNm
                       22.533 kNm          -12.175 kNm               0 kNm
Y                                       14.789 kNm                                     -6.496 kNm
    X                                                                                6.946 kNm            Load 0 : Bending Z
        Z                                                            -12.032 kNm                               Moment - kNm
                                                                  14.130 kNm           -17.006 kNm
                                                                                 18.544 kNm



Bending Moment: Mz = 22.5 kNm < 30.2 kNm
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5.3.1.7 Intermediate Column
Section forces determined in GAR-C-R-J-A-GN-0004:
                                     Project: Doha Convention Center     Project-no.:   215I90595


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Section forces determined for the mock-up:
Maximum Load (Load Case 2025)




Section Forces: N = 344.6 kN > 230 kN
                MY = 73,6 kN < 237 kNm
                Mz = 953.7 kNm < 1359 kNm

The arising normal force in the mock-up is higher than in GAR-C-R-J-A-GN-0004, thus, an
additional stability check has to be accomplished. This has been done by the software
STAAD.Pro. The maximum utilisation ratio for the intermediate column is 0.55%.
                                          Project: Doha Convention Center                   Project-no.:   215I90595


                                          Part: Visual Mock-up                                    Date:    11.08.2011


                                          Topic: Structural Calculations                         Sheet:         51/85



The member with the highest utilisation ratio of all members representing the intermediate
column has been documented below:

ALL UNITS ARE - KN   METE (UNLESS OTHERWISE NOTED)

MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                         FX            MY             MZ       LOCATION
=======================================================================
     326 ST   TUB E        (GERMAN SECTIONS)
                          PASS     EC-6.3.3-662       0.548      2025

                     281.45 C         -6.98         936.98        0.00
=======================================================================
  MATERIAL DATA
     Grade of steel           = S 355
     Modulus of elasticity    = 210 kN/mm2
     Design Strength (py)     = 335 N/mm2

  SECTION PROPERTIES (units - cm)
     Member Length =    140.60
     Gross Area = 636.00               Net Area =     636.00

                                         z-axis               y-axis
     Moment of inertia          :     127917.000            28592.002
     Plastic modulus            :       7947.000             3972.000
     Elastic modulus            :       5685.200             2859.200
     Shear Area                 :        195.692              440.308
     Radius of gyration         :         14.182                6.705
     Effective Length           :       2000.000             2000.000

  DESIGN DATA (units - kN,m)        EUROCODE NO.3 /2005
     Section Class              :      CLASS 1
     Squash Load                :     21306.00
     Axial force/Squash load    :        0.013
     GM0 : 1.00           GM1   :     1.00          GM2 :        1.25

                                         z-axis               y-axis
     Slenderness ratio (KL/r)   :          141.0               298.3
     Compression Capacity       :         5797.5              1402.4
     Tension Capacity           :        21306.0             21306.0
     Moment Capacity            :         2662.2              1330.6
     Reduced Moment Capacity    :         2662.2              1330.6
     Shear Capacity             :         3784.9              8516.1

  BUCKLING CALCULATIONS (units - kN,m)
     Lateral Torsional Buckling Moment       MB = 2662.2
     co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 1.406

     Elastic Critical Moment for LTB,                        Mcr      = *******
   STAAD SPACE                                                          -- PAGE NO.   362
ALL UNITS ARE - KN   METE (UNLESS OTHERWISE NOTED)

MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                         FX            MY             MZ       LOCATION
=======================================================================


  CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):

   CLAUSE        RATIO LOAD      FX       VY      VZ                MZ      MY
  EC-6.3.1.1     0.209 2023    292.5    -41.5     6.6            -875.1    15.7
  EC-6.2.9.1     0.352 2025    281.5     39.5    -7.1             937.0    -7.0
  EC-6.3.3-661   0.408 2025    281.5     39.5    -7.1             937.0    -7.0
  EC-6.3.3-662   0.548 2025    281.5     39.5    -7.1             937.0    -7.0
  EC-6.2.6-(Z)   0.002 2026    237.3    -15.7    -7.3            -349.1    -6.9
  EC-6.2.6-(Y)   0.005 2023    292.5    -41.5     6.6            -875.1    15.7
   Torsion and deflections have not been considered in           the design.
                                      Project: Doha Convention Center                 Project-no.:    215I90595


                                      Part: Visual Mock-up                                  Date:    11.08.2011


                                      Topic: Structural Calculations                       Sheet:           52/85




5.3.2      Support structure
5.3.2.1 General
The material of the support structure is S355:
    fyk = 355 N/mm²
    γM = 1.0


5.3.2.2 Results (tabular)

Beam     Section         Actual Allowable Normalised                   EC3 - Clause       Load Case
                         Ratio    Ratio     Ratio
     1   HEA300             0.076         1       0.076                EC-6.2.9.2/3                  2025
     2   HEA300              0.42         1        0.42                EC-6.3.3-662                  2025
     3   HEA300             0.075         1       0.075                EC-6.2.9.2/3                  2025
    12   L200X100X15        0.859         1       0.859                EC-6.3.3-661                  2024
    13   HEA300             0.097         1       0.097                EC-6.3.3-662                  2024
    14   HEA300             0.055         1       0.055                EC-6.3.3-662                  2026
    15   HEB500             0.297       0.9        0.33                EC-6.3.3-662                  2024
    58   HEA300             0.081         1       0.081                EC-6.2.9.2/3                  2026
    59   HEA300             0.073         1       0.073                EC-6.2.9.2/3                  2025
    60   HEB500             0.086       0.9       0.096                EC-6.3.3-661                  2025
    61   HEB500             0.494       0.9       0.549                EC-6.3.3-662                  2026
    89   HEB500             0.361       0.9       0.401                EC-6.3.3-662                  2024
    90   HEB500             0.372       0.9       0.413                EC-6.3.3-662                  2026
    91   HEB500             0.312       0.9       0.347                EC-6.3.3-662                  2026
    92   HEB500              0.59       0.9       0.655                EC-6.3.3-662                  2026
    93   HEB500             0.743       0.9       0.825                EC-6.3.3-662                  2025
    94   HEB500             0.782       0.9       0.869                EC-6.3.3-662                  2026
   107   HEB500             0.379       0.9       0.421                EC-6.3.3-662                  2026
   108   HEB500             0.956         1       0.956                EC-6.3.3-662                  2025
   109   HEA300             0.081         1       0.081                EC-6.2.9.2/3                  2026
   110   HEB500             0.819       0.9        0.91                EC-6.3.3-661                  2025
   111   HEA300             0.092         1       0.092                EC-6.2.9.2/3                  2026
   112   L200X100X15        0.736         1       0.736                EC-6.3.3-661                  2025
   113   L200X100X15        0.334         1       0.334                EC-6.3.3-661                  2024
   114   HEB500             0.071       0.9       0.079                EC-6.3.3-661                  2025
   115   L200X100X15        0.718         1       0.718                EC-6.3.3-661                  2023
   116   L200X100X15        0.125         1       0.125                EC-6.3.3-661                  2018
   117   HEB500             0.051       0.9       0.056                EC-6.3.3-661                  2017
   118   HEA300             0.034         1       0.034                EC-6.2.9.2/3                  2026
   119   HEB500             0.198       0.9       0.219                EC-6.3.3-662                  2024
   120   L200X100X15         0.44         1        0.44                EC-6.3.3-661                  2023
   121   L200X100X15        0.293         1       0.293                EC-6.3.3-661                  2004
   304   TUBE               0.016         1       0.016                EC-6.2.6-(Z)                  2017
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Beam    Section         Actual Allowable Normalised                 EC3 - Clause       Load Case
                        Ratio     Ratio     Ratio
  305   TUBE                0.15          1        0.15             EC-6.3.3-662                  2025
  306   TUBE               0.169          1       0.169             EC-6.3.3-661                  2025
  307   TUBE               0.168          1       0.168             EC-6.3.3-661                  2025
  308   TUBE               0.144          1       0.144             EC-6.3.3-662                  2025
  309   TUBE                  0.2         1         0.2             EC-6.3.3-662                  2026
  310   TUBE               0.325          1       0.325             EC-6.3.3-662                  2025
  345   HEB500             0.311        0.9       0.346             EC-6.3.3-662                  2021
  346   HEA300             0.241          1       0.241             EC-6.3.3-662                  2025
  347   HEA300             0.067          1       0.067             EC-6.2.9.2/3                  2025
  348   HEB500             0.453        0.9       0.503             EC-6.2.3 (T)                  2025
  349   HEA300             0.075          1       0.075             EC-6.2.9.2/3                  2025
  350   HEB500             0.389        0.9       0.432             EC-6.2.3 (T)                  2025
  351   HEA300             0.557          1       0.557             EC-6.3.3-662                  2025
  352   HEB500              0.29        0.9       0.322             EC-6.2.3 (T)                  2025
  353   HEA300             0.747          1       0.747             EC-6.3.3-662                  2025
  354   HEB500             0.234        0.9        0.26             EC-6.2.9.1                    2025
  355   HEA300             0.917          1       0.917             EC-6.3.3-662                  2023
  356   HEB500             0.193        0.9       0.214             EC-6.2.9.1                    2023
  357   HEA300             0.264          1       0.264             EC-6.2.9.2/3                  2026
  358   HEB500             0.478        0.9       0.531             EC-6.2.9.1                    2025
  359   HEB500              0.54        0.9         0.6             EC-6.2.9.1                    2025
  361   HEB500             0.478        0.9       0.531             EC-6.2.9.1                    2025
  362   HEB500             0.336        0.9       0.373             EC-6.3.3-662                  2021
  363   HEB500             0.211        0.9       0.235             EC-6.2.9.1                    2025
  364   HEB500             0.234        0.9        0.26             EC-6.2.9.1                    2025
  365   HEB500             0.291        0.9       0.323             EC-6.2.3 (T)                  2025
  366   HEB500              0.39        0.9       0.433             EC-6.2.3 (T)                  2025
  368   HEA300             0.089          1       0.089             EC-6.2.9.2/3                  2026
  370   HEA300             0.075          1       0.075             EC-6.2.9.2/3                  2025
  371   HEA300             0.076          1       0.076             EC-6.2.9.2/3                  2025
  372   HEA300             0.076          1       0.076             EC-6.2.9.2/3                  2025
  373   HEA300             0.079          1       0.079             EC-6.2.9.2/3                  2025
  374   HEA300             0.078          1       0.078             EC-6.2.9.2/3                  2022
  375   L200X100X15LD      0.707          1       0.707             EC-6.2.3 (T)                  2025
  376   L200X100X15LD      0.553          1       0.553             EC-6.2.3 (T)                  2025
  377   L200X100X15LD      0.485          1       0.485             EC-6.2.3 (T)                  2025
  378   L200X100X15LD       0.42          1        0.42             EC-6.2.3 (T)                  2025
  477   HEB500             0.404        0.9       0.449             EC-6.3.3-662                  2026
  479   HEB500             0.339        0.9       0.377             EC-6.3.3-662                  2026
  486   HEB500              0.04        0.9       0.045             EC-6.2.9.1                    2025
  487   HEB500             0.721          1       0.721             EC-6.3.3-662                  2025
  488   L200X100X15        0.426          1       0.426             EC-6.2.3 (T)                  2025
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                                 Part: Visual Mock-up                                  Date:    11.08.2011


                                 Topic: Structural Calculations                       Sheet:           54/85



Beam    Section       Actual Allowable Normalised                 EC3 - Clause       Load Case
                      Ratio    Ratio     Ratio
  490   TUBE             0.092         1       0.092              EC-6.3.3-662                  2025
  495   L200X200X15       0.38         1        0.38              EC-6.3.3-661                  2023
  501   L200X100X15      0.091         1       0.091              EC-6.2.9.2/3                  2018
  504   HEB500           0.831         1       0.831              EC-6.3.3-662                  2025
  505   HEB500           0.045       0.9        0.05              EC-6.3.3-662                  2025
  506   L200X100X15      0.074         1       0.074              EC-6.2.9.2/3                  2018
  507   L200X100X15      0.062         1       0.062              EC-6.2.9.2/3                  2018
  508   L200X100X15      0.561         1       0.561              EC-6.3.3-661                  2026
  509   L200X100X15       0.21         1        0.21              EC-6.3.3-661                  2026
  510   HEB500           0.072       0.9        0.08              EC-6.3.3-661                  2025
  511   HEB500           0.058       0.9       0.064              EC-6.3.3-661                  2023
  513   HEB500            0.66         1        0.66              EC-6.3.3-662                  2025
  514   HEB500           0.627         1       0.627              EC-6.3.3-662                  2025
  519   L200X100X15      0.097         1       0.097              EC-6.2.9.2/3                  2026
  520   L200X100X15      0.076         1       0.076              EC-6.2.9.2/3                  2018
  521   HEB500           0.044       0.9       0.048              EC-6.3.3-661                  2025
  522   L200X100X15      0.069         1       0.069              EC-6.2.9.2/3                  2018
  523   HEB500           0.044       0.9       0.049              EC-6.3.3-662                  2025
  524   L200X100X15      0.047         1       0.047              EC-6.2.9.2/3                  2018
  525   L200X100X15      0.076         1       0.076              EC-6.2.9.2/3                  2025
  526   HEB500           0.046       0.9       0.051              EC-6.3.3-662                  2025
  527   L200X100X15      0.168         1       0.168              EC-6.2.3 (T)                  2025
  528   L200X100X15      0.092         1       0.092              EC-6.2.9.2/3                  2025
  529   L200X100X15      0.187         1       0.187              EC-6.2.9.2/3                  2025
  531   L200X200X15      0.371         1       0.371              EC-6.3.3-661                  2023
  573   L200X100X15      0.682         1       0.682              EC-6.3.3-661                  2025
  577   TUBE             0.098         1       0.098              EC-6.3.3-662                  2025
                              Project: Doha Convention Center   Project-no.:   215I90595


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                              Topic: Structural Calculations         Sheet:         55/85




5.3.2.3 Results (graphical)
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5.4     Connection Design
5.4.1     L-Profiles
Because of the different connection angles  between the L-Profiles to the beams just the
section areas of a 90°-connection will be used for the design. This assumption is on the
safe side.




                           
                                                                 = 90°
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5.4.1.1 Single L200x100x15




                            aw = 5mm




Connection force
   Fd =         651 kN

Fillet weld
   aw =            5 mm
   Aw =        2250 mm = 2x(62.5mm+162.5mm) x aw

Analysis
S355
  fu =          490 N/mm²
   w =          90
   M2 =       1.25
   W,Rd =      439 N/mm² = fu/( w M2)
   ,Rd =      353 N/mm² = 0.9*fu/M2


    =  =    204 N/mm² = (1/2)*Fd/Aw
   V =         408 N/mm² = ² +3*²)

   V / W,Rd = 0.93 < 1
    / ,Rd = 0.58 < 1
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5.4.1.2 double L200x100x15
                                                   aw = 7mm




                       aw = 7mm
                                                           aw = 14mm




Connection force
   Fd =        2156 kN

Fillet weld
   aw =            7 mm
   Aw =        7350 mm = 2x[(62.5mm+162.5mm+100mm+200mm) x aw]

Analysis
S355
  fu =         490 N/mm²
   w =         90
   M2 =       1.25
   W,Rd =     439 N/mm² = fu/( w M2)
   ,Rd =     353 N/mm² = 0.9*fu/M2


    =  =   208 N/mm² = (1/2)*Fd/Aw
   V =        414 N/mm² = ² +3*²)

   V / W,Rd = 0.94 < 1
    / ,Rd = 0.59 < 1
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5.4.1.3 double L200x200x15
                                                    aw = 5mm




                           aw = 5mm




Connection force
   Fd =          88 kN

Fillet weld
   aw =            5 mm
   Aw =        4650 mm = 2x[(3x155mm) x aw]

Analysis
S355
  fu =          490 N/mm²
   w =          90
   M2 =       1.25
   W,Rd =      439 N/mm² = fu/( w M2)
   ,Rd =      353 N/mm² = 0.9*fu/M2


    =  =     14 N/mm² = (1/2)*Fd/Aw
   V =          28 N/mm² = ² +3*²)

   V / W,Rd = 0.07 < 1
    / ,Rd = 0.04 < 1
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5.4.2     HEA300 to HEB500
Because of the different connection angles  between the HEA300 to the beam HEB500
just the section areas of a 90°-connection will be used for the design. This assumption is
on the safe side.

For structural reasons load application ribs, t=15mm, will be provided in the HEB500.




                            
                                                                   = 90°
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5.4.3   HEB500 (diagonal) to HEB500 (vertical), front row




          Fillet weld just at the web,
          Flange’s NOT welded
          together !!!


                                                              lweb = 1197 mm
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5.4.4   HEB500 (diagonal) to HEB500 (vertical), back row
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5.4.5     HEB500 – support

The horizontal loads will be transferred by compression between the base-plate and the
connection-plate. The connection-plate is welded to the anchor-plate. The vertical tension
force will be transferred by a bolt connection with 2 butt straps which are welded to the
anchor-plate and holes in the base-plate.
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                                    2x butt strap
                                    70x10 mm
                                    70 mm              2xM20-10.9


                                     90 mm
                                                         Gap > 3 mm             Gap < 1 mm
                                                         surrounding            surrounding
                 b= 80 mm            70 mm
                                   d= 50 mm




                   2x butt strap
                   70x10 mm

                                                                      Gap > 3 mm
                                                                      surrounding

       fillet weld, a = 20 mm                                             Gap < 1 mm
       surrounding                                                        surrounding




                                   butt weld
                                   a = 10 mm



Connection force
  Fv,tension =   148 kN
  Fv,compr. =    334 kN
  Fh,x =         124 kN
  Fh,z =         1777 kN
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Bolt-Connection
  Fv,tension =    148 kN = Fv,Sd


Analysis
2xM20-10.9; 2x butt strap 70x10mm, S355

  Fv,Rd =         392 kN = 4x 98 kN/shear plane
  Fb,Rd =         403 kN = 2x1.4x 144 kN (hole bearing)
  e1 =             70 mm > 1.5x21 = 32 mm
  e2 =             35 mm > 1.5x21 = 32 mm
  p1 =             90 mm > 3.75x21 = 79 mm


  Fv,Sd / Fv,Rd = 0.37 < 1
  Fv,Sd / Fb,Rd = 0.37 < 1

Maximum Compression between base-plate and connection-plate
  Fh,max =       1777 kN = Fh,z

Analysis
S355
  fy =            355 N/mm²
  M0 =           1.1
  D,Rd =         323 N/mm² = fy/M0
  b=              300 mm
  d=               40 mm
  Fh,max =       149 N/mm² Fdh,max/ (b*d)

  Fh,max/D,Rd= 0.46 < 1
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Fillet weld
   Fh,max =    1777 kN = Fh,z
   Fz,max =     667 kN = Fh,z *30/80 (from offset moment)


   aw =          20 mm
   Aw =        15200 mm = (300mm+460mm) x aw
Analysis
S355
  fu =          490 N/mm²
   w =          90
   M2 =        1.25
   W,Rd =      439 N/mm² = fu/( w M2)
   ,Rd =      353 N/mm² = 0.9*fu/M2


    =  =    162 N/mm² = (1/2)*(Fh,max/Aw + Fz,max/(20*300))
   V =         322 N/mm² = ² +3*²)

   V / W,Rd = 0.74 < 1
    / ,Rd = 0.46 < 1
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Connection between beam and baseplate
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5.4.6       Compression Beam
5.4.6.1 Compression Beam to HEB500
The force will be transferred just by compression between compression beam and
HEB500 with a distance plate 30x760x20mm. Some vertical and horizontal structural
braces, t=25mm with a length of 500mm have to be welded with fillet welds, a=8mm into
the compression beam to support the local load transfer. For the structural fixation
between both beams 2x M20-8.8 should be used and the end-plate needs to be 30 mm
thick.




                             M20-8.8
                                                                               500mm



Connection force
  Fh =        1761 kN


Maximum Compression between distance-plate and beams
S355
  fy =        355 N/mm²
  M0 =        1.1
  D,Rd =     323 N/mm² = fy/M0
  b=          760 mm
  d=           30 mm
  Fh,max =    78 N/mm² Fh/ (b*d)

  Fh,max/D,Rd= 0.24 < 1
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5.4.6.2 Compression Beam to building
The horizontal forces will be transferred by distance plates into the vertical beam which is
welded to the beam of the building. The torsion moment will be transferred by vertical
forces into the endplate/distance plate and from there into the building.


                                  endplate, S355
                                  190x240x25mm




                                  Distance-plate
                                  30x50x20mm



                            Distance-plate
                            50x50mm




                    FMt

                                             1450




                      Fh                                                      FMt

                                                                         Fh


Connection force
   Fh =          220 kN
   Fv,compr. =   85 kNm
   FMt =         59 kN = 85 / 1.45m
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Maximum Compression between distance-plate and beams
  Fh =          220 kN




                                      Distance-plate
                           FMt        30x50x20mm

                       Fh


          Distance-plate
          50x50mm



Analysis
S355
  fy =          355 N/mm²
  M0 =          1.1
  D,Rd =       323 N/mm² = fy/M0
  b=             50 mm
  d=             30 mm
  Fh,max =     147 N/mm² Fh/ (b*d)

  Fh,max/D,Rd= 0.45 < 1
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Fillet weld/profile
   V=            220 kN = Fh
   N=             59 kN = FMt
   M=            32.4 kNm = FMt * (60/2+180/2)mm + Fh * 115mm


Analysis
HEB 180, S355
  fy =       355 N/mm²
   M0 =          1.1
   Rd =         323 N/mm² = fy/M0
   A=             65 cm²
   Aweb =        14.1 cm²
   W=            426 cm³
   =             85 N/mm² = N/A + M/W
    =          156 N/mm² = V/Aweb

             2              2
   σ                     
            3   τ   0.77          <1
   fy γ           fy γ 
       M0             M0 
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endplate
  V=             59 kN = FMt
  M=            2.4 kNm = FMt * 40mm


Analysis
Endplate 190x240x25mm, S355

  fy =          355 N/mm²
  M0 =         1.1
  Rd =         323 N/mm² = fy/M0
  A=           4750 mm² = 190x25
  W=       19791 mm³ = 190x25²/6
  =            119 N/mm² = M/W
   =           13 N/mm² = V/Aweb

           2                2
   σ                     
            3   τ   0.14         <1
   fy γ           fy γ 
       M0             M0 
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5.5     Deflection
The deflection check will be performed for the façade elements only. The arising
deflections in the mock-up will be compared to the deflections determined in the structural
Calculation GAR-C-R-J-A-GN-0004. When the arising deflections determined in the
present report are smaller than the ones determined in GAR-C-R-J-A-GN-0004, the proof
of serviceability has been accomplished.


5.5.1     Bow String Columns
Deflection determined in GAR-C-R-J-A-GN-0004:
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Deflection determined for the mock-up:

Dead Load + Pretension

                    Z:-48.190 mm

                   Z:-48.966 mm


                   Z:-50.744 mm


                   Z:-53.168 mm


                   Z:-55.592 mm


                  Z:-57.504 mm


                  Z:-58.445 mm


                  Z:-58.070 mm


                   Z:-56.142 mm


                   Z:-52.537 mm


                    Z:-47.266 mm


                     Z:-40.419 mm


                      Z:-32.171 mm


                       Z:-22.748 mm


  Y                      Z:-12.476 mm
  X   Z                              Load 1001 : Displacement
                                            Displacement - mm
                          Z:-3.301 mm
                          Z:-2.389 mm




Deflection: 58.45-(48.19 + 0)/2 = 34.35 < 66.2 mm
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Total Loading


                   Z:-75.153 mm

                  Z:-76.481 mm


                  Z:-79.626 mm


                 Z:-83.840 mm


                 Z:-88.064 mm


                Z:-91.452 mm


                Z:-93.280 mm


                Z:-93.014 mm


                 Z:-90.277 mm


                 Z:-84.841 mm


                  Z:-76.656 mm


                    Z:-65.800 mm


                      Z:-52.500 mm


                        Z:-37.132 mm


  Y                       Z:-20.301 mm
  X   Z                                  Load 2025 : Displacement
                                                Displacement - mm
                               Z:-5.340 mm
                               Z:-3.861 mm




Deflection: 93.28-(75.15 + 0) / 2 = 55.71 < 85 mm
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5.5.2    Intermediate Columns
Deflection determined in GAR-C-R-J-A-GN-0004:
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Deflection determined for the mock-up:

Dead Load + Pretension




Deflection: 32.42- (0.07 + 0) / 2 = 32.39 < 37.9 mm
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Total Loading




Deflection: 144.77- (0.38 + 0) / 2 = 144.58 < 156.3 mm
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5.5.3    Horizontal Cable
Deflection determined in GAR-C-R-J-A-GN-0004:
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            Deflection determined for the mock-up:

            Dead Load + Pretension (Node 206, Load Case 1001)
                                              X:46.882 mm         X:41.332 mm
                               X:43.252 mm
                                                                                       X:26.974 mm
                 X:30.795 mm
                                                                                                           X:3.391 mm
                                                                                                                   X:-2.319 mm




            Deflection: 46.88 - (30.8 - 2.32) / 2 = 32.64 mm < 38.55mm
    X
                                                                                                     Load 1001 : Displacement
    Y       Z
                                                                                                            Displacement - mm

            Total Loading (Node 200, Load Case 1010)
                                              X:347.392 mm         X:361.138 mm
                                                                                         X:300.712 mm
                               X:259.156 mm
                                                                                                               X:165.557 mm
                                                                                                                       X:97.602 mm
                X:97.144 mm




            Deflection: 361.14 - (97.14 + 97.60) / 2 = 263.77 mm < 297.5 mm



X
                                                                                                 Load 1010 : Displacement
Y       Z
                                                                                                        Displacement - mm
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6. Annexes

Printout Report STAAD.Pro.

				
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