Stress

SuperSTRESS

USER MANUAL

Version 6.5

Issue 6.5C

September 2006

© Copyright Integer 2006

Integer and the Integer logo are registered trademarks.

Integer acknowledges all other product names as trademarks of their respective companies.

SuperSTRESS

Page i

TABLE OF CONTENTS

1. SUPERSTRESS OVERVIEW...................................................1

1.1 Overview ................................ ................................ ................................ ...... 1 1.1.1 About SuperSTRESS................................ ................................ ............ 1 1.1.2 Assumptions ................................ ................................ ......................... 1 1.1.3 Running SuperSTRESS ................................ ................................ ........ 2

1.2 Structure types ................................ ................................ .............................. 2 1.2.1 Plane truss................................ ................................ ............................. 2 1.2.2 Plane frame ................................ ................................ ........................... 3 1.2.3 Grillage ................................ ................................ ................................ . 4 1.2.4 Space truss ................................ ................................ ............................ 5 1.2.5 Space frame ................................ ................................ .......................... 6 1.2.6 Sub frame................................ ................................ .............................. 7

1.3 Sign conventions................................ ................................ ........................... 9 1.3.1 Sign conventions overview................................ ................................ ... 9 1.3.2 Global axes ................................ ................................ ........................... 9 1.3.3 Local axes ................................ ................................ ........................... 10 1.3.4 Member axes................................ ................................ ....................... 10 1.3.5 Steel section axes ................................ ................................ ................ 13 1.3.6 Loading convention ................................ ................................ ............ 14 1.3.7 Tabulated output convention ................................ .............................. 14 1.3.8 Graphical output convention................................ ............................... 14

1.4 Numerical display................................ ................................ ....................... 15 1.4.1 Numerical display ................................ ................................ ............... 15 1.4.2 Units ................................ ................................ ................................ ... 16 1.4.3 Number formats ................................ ................................ .................. 16

1.5 File management................................ ................................ ......................... 17 1.5.1 File management................................ ................................ ................. 17 1.5.2 Import CAD................................ ................................ ........................ 17 1.5.3 Export CAD................................ ................................ ........................ 20

1.6 Getting started................................ ................................ ............................. 22 1.6.1 Wizards ................................ ................................ ............................... 22 1.6.2 New job wizard................................ ................................ ................... 22 1.6.3 Structure wizard................................ ................................ .................. 23 1.6.4 Meshes ................................ ................................ ................................ 24

1.6.4.1 Rectangular meshes ................................ ................................ ........ 25 1.6.4.2 Skew meshes................................ ................................ ................... 26 1.6.4.3 Quadrilateral meshes................................ ................................ ....... 26 1.6.4.4 Polar meshes ................................ ................................ ................... 27 1.6.4.5 General truss ................................ ................................ ................... 27 1.6.4.6 Roof truss................................ ................................ ........................ 28 1.6.4.7 Portal frame ................................ ................................ .................... 29 1.6.4.8 General roof truss ................................ ................................ ........... 30

2. STRUCTURE ATTRIBUTES.................................................31

2.1 Titles ................................ ................................ ................................ ........... 31 2.2 Material types ................................ ................................ ............................. 32

2.2.1 Materials ................................ ................................ ............................. 32 2.2.2 Young's modulus ................................ ................................ ................ 32 2.2.3 Modulus of rigidity ................................ ................................ ............. 32 2.2.4 Coefficient of linear thermal expansion................................ .............. 33 2.2.5 Density................................ ................................ ................................ 33 2.2.6 Material name ................................ ................................ ..................... 33

2.3 Section types................................ ................................ ............................... 33 2.3.1 Sections................................ ................................ ............................... 33 2.3.2 General sections................................ ................................ .................. 33

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2.3.3 Geometric sections................................ ................................ .............. 34 2.3.4 Haunch sections ................................ ................................ .................. 35 2.3.5 Taper sections ................................ ................................ ..................... 36 2.3.6 Concrete sections ................................ ................................ ................ 36 2.3.7 Steel sections ................................ ................................ ...................... 39 2.3.8 Sections specified by geometry ................................ .......................... 39

2.3.8.1 Section geometry definition................................ ............................ 39 2.3.8.2 Solid rectangle section ................................ ................................ .... 41 2.3.8.3 Hollow rectangle section ................................ ................................ 41 2.3.8.4 Solid conic section ................................ ................................ .......... 43 2.3.8.5 Hollow conic section ................................ ................................ ...... 44 2.3.8.6 Octagon section ................................ ................................ .............. 45 2.3.8.7 I-section ................................ ................................ .......................... 46 2.3.8.8 T-section ................................ ................................ ......................... 47 2.3.8.9 L-section ................................ ................................ ......................... 48 2.3.8.10 H-section................................ ................................ ..................... 48

2.4 Joints................................ ................................ ................................ ........... 49 2.4.1 Joint co-ordinates................................ ................................ ................ 49 2.4.2 Joint numbers................................ ................................ ...................... 49

2.5 Joint supports ................................ ................................ .............................. 49 2.6 Members ................................ ................................ ................................ ..... 50 2.7 Releases ................................ ................................ ................................ ...... 50

2.7.1 Member releases ................................ ................................ ................. 50 2.7.2 Mechanisms ................................ ................................ ........................ 51

2.8 Limits................................ ................................ ................................ .......... 51 2.8.1 Limits tables ................................ ................................ ....................... 51 2.8.2 Support limits ................................ ................................ ..................... 51 2.8.3 Member limits................................ ................................ ..................... 52

2.9 Loads ................................ ................................ ................................ .......... 53 2.9.1 Load definitions ................................ ................................ .................. 53

2.9.1.1 Loadcases................................ ................................ ........................ 53 2.9.1.2 Loadcase titles ................................ ................................ ................ 53 2.9.1.3 Load type ................................ ................................ ........................ 53 2.9.1.4 Load action ................................ ................................ ..................... 54 2.9.1.5 Load axes ................................ ................................ ........................ 54

2.9.2 Joint loads ................................ ................................ ........................... 55 2.9.2.1 Joint concentrated loads ................................ ................................ .. 55 2.9.2.2 Joint displacement loads ................................ ................................ . 56

2.9.3 Member loads ................................ ................................ ..................... 57 2.9.3.1 Member concentrated load................................ .............................. 57 2.9.3.2 Member full load ................................ ................................ ............ 58 2.9.3.3 Member self weight load ................................ ................................ 59 2.9.3.4 Member uniform load ................................ ................................ ..... 60 2.9.3.5 Member linear load ................................ ................................ ......... 61 2.9.3.6 Member point distortion load................................ .......................... 62 2.9.3.7 Member full distortion load ................................ ............................ 63 2.9.3.8 Member temperature load ................................ ............................... 64 2.9.3.9 Member strain load ................................ ................................ ......... 65

2.9.4 Area loads ................................ ................................ ........................... 65 2.9.4.1 Load areas ................................ ................................ ....................... 65 2.9.4.2 Area uniform loads ................................ ................................ ......... 68 2.9.4.3 Area load translation ................................ ................................ ....... 69 2.9.4.4 Area load dispersion ................................ ................................ ....... 71

3. VIEWS.......................................................................................72

3.1 Explorer view ................................ ................................ ............................. 72

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3.2 Graphics view ................................ ................................ ............................. 75 3.3 Tables view................................ ................................ ................................ . 75 3.4 Toolbars ................................ ................................ ................................ ...... 75

4. GRAPHICS ...............................................................................76

4.1 Graphics properties ................................ ................................ ..................... 76 4.2 Input data graphics properties ................................ ................................ ..... 77 4.3 Input label graphics properties................................ ................................ .... 78 4.4 Load area graphics properties ................................ ................................ ..... 78 4.5 Loadcase graphics properties................................ ................................ ...... 79 4.6 Surfaces graphics properties ................................ ................................ ....... 81 4.7 Input scales graphics properties ................................ ................................ .. 82 4.8 Results graphics properties ................................ ................................ ......... 84 4.9 Output labels graphical properties ................................ .............................. 85 4.10 Output scales graphical properties ................................ .............................. 86

5. DRAWING ................................................................................88

5.1 Drawing interaction ................................ ................................ .................... 88 5.2 Drawing joints ................................ ................................ ............................ 88

5.2.1 Changing joints................................ ................................ ................... 88 5.2.2 Adding joints ................................ ................................ ...................... 90 5.2.3 Deleting joints................................ ................................ ..................... 91 5.2.4 Copying joints................................ ................................ ..................... 91 5.2.5 Translational joint copy ................................ ................................ ...... 93 5.2.6 Rotational joint copy................................ ................................ ........... 93 5.2.7 Mirrored joint copy................................ ................................ ............. 94 5.2.8 Moving joints................................ ................................ ...................... 95 5.2.9 SuperSTRESS drawing - translational joint move.............................. 96 5.2.10 Rotational joint move ................................ ................................ ......... 96 5.2.11 Mirrored joint move................................ ................................ ............ 98 5.2.12 Stretched joint move ................................ ................................ ........... 99

5.3 Drawing supports................................ ................................ ...................... 100 5.3.1 Changing supports ................................ ................................ ............ 100 5.3.2 Adding supports ................................ ................................ ................ 101 5.3.3 Deleting supports ................................ ................................ .............. 102

5.4 Drawing support limits ................................ ................................ ............. 102 5.4.1 Changing support limits................................ ................................ .... 103 5.4.2 Adding support limits ................................ ................................ ....... 104 5.4.3 Deleting support limits ................................ ................................ ..... 104

5.5 Drawing members................................ ................................ ..................... 105 5.5.1 Changing members ................................ ................................ ........... 105 5.5.2 Adding members................................ ................................ ............... 106 5.5.3 Deleting members ................................ ................................ ............. 108 5.5.4 Copying members ................................ ................................ ............. 109 5.5.5 Translational member copy ................................ .............................. 110 5.5.6 Rotational member copy................................ ................................ ... 110 5.5.7 Mirrored member copy ................................ ................................ ..... 112 5.5.8 Moving members ................................ ................................ .............. 112 5.5.9 Translational member move ................................ ............................. 113 5.5.10 Rotational member move................................ ................................ .. 114 5.5.11 Mirrored member move ................................ ................................ .... 115 5.5.12 Stretched member move ................................ ................................ ... 116 5.5.13 Intersecting members................................ ................................ ........ 117 5.5.14 Dividing members ................................ ................................ ............ 118

5.6 Drawing releases................................ ................................ ....................... 118 5.6.1 Changing releases ................................ ................................ ............. 119

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5.6.2 Adding releases................................ ................................ ................. 120 5.6.3 Deleting releases ................................ ................................ ............... 121

5.7 Drawing member limits ................................ ................................ ............ 121 5.7.1 Changing member limits................................ ................................ ... 122 5.7.2 Adding member limits ................................ ................................ ...... 123 5.7.3 Deleting member limits ................................ ................................ .... 123

5.8 Drawing load areas ................................ ................................ ................... 124 5.8.1 Changing load areas................................ ................................ .......... 124 5.8.2 Adding load areas ................................ ................................ ............. 125 5.8.3 Deleting load areas ................................ ................................ ........... 127

5.9 Drawing loads................................ ................................ ........................... 128 5.9.1 Changing loads ................................ ................................ ................. 128 5.9.2 Adding loads ................................ ................................ ..................... 129 5.9.3 Deleting loads ................................ ................................ ................... 131

6. INPUT TABLES .....................................................................132

6.1 Input table operations ................................ ................................ ............... 132 6.1.1 Table operations................................ ................................ ................ 132 6.1.2 Paste special................................ ................................ ...................... 132 6.1.3 Add special ................................ ................................ ....................... 135

6.2 Input table import / export ................................ ................................ ........ 136 6.2.1 Import text ................................ ................................ ........................ 136 6.2.2 SURF import text................................ ................................ .............. 137 6.2.3 Export text ................................ ................................ ........................ 139 6.2.4 Export text ................................ ................................ ........................ 140

6.3 Specific input tables................................ ................................ .................. 141 6.3.1 Input tables ................................ ................................ ....................... 141 6.3.2 Titles table ................................ ................................ ........................ 141 6.3.3 Materials table ................................ ................................ .................. 142 6.3.4 Sections table ................................ ................................ .................... 144 6.3.5 Joints table ................................ ................................ ........................ 148 6.3.6 Supports table ................................ ................................ ................... 149 6.3.7 Support limits table................................ ................................ ........... 150 6.3.8 Members table ................................ ................................ .................. 152 6.3.9 Releases table................................ ................................ .................... 153 6.3.10 Member limits table ................................ ................................ .......... 154 6.3.11 Load areas table ................................ ................................ ................ 155 6.3.12 Basic loads table ................................ ................................ ............... 156 6.3.13 Pattern loadcase table ................................ ................................ ....... 159 6.3.14 Combination loadcase table ................................ .............................. 160 6.3.15 SS-SURF input tables ................................ ................................ ....... 161 6.3.16 SS-SURF joint effects table ................................ .............................. 161 6.3.17 SS-SURF member effects table ................................ ........................ 161

6.4 Input table formats................................ ................................ .................... 162 6.4.1 Table formats ................................ ................................ .................... 162 6.4.2 Job titles format ................................ ................................ ................ 162 6.4.3 Material types format................................ ................................ ........ 163 6.4.4 Sections format ................................ ................................ ................. 163 6.4.5 SuperSTRESS joints format ................................ ............................. 164 6.4.6 Supports format ................................ ................................ ................ 164 6.4.7 Members format................................ ................................ ................ 164 6.4.8 Releases format................................ ................................ ................. 164 6.4.9 Support limits format ................................ ................................ ........ 165 6.4.10 Member limits format ................................ ................................ ....... 165 6.4.11 Load areas format ................................ ................................ ............. 165 6.4.12 Loadcase titles format ................................ ................................ ....... 166

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6.4.13 Basic load entries format ................................ ................................ .. 166 6.4.14 Pattern load entries format ................................ ................................ 167 6.4.15 Combination load entries format ................................ ...................... 167 6.4.16 SS-SURF joint effects format ................................ ........................... 167 6.4.17 SS-SURF member effects format ................................ ..................... 168

7. TOOLS.....................................................................................169

7.1 Tools overview ................................ ................................ ......................... 169 7.2 Wizards introduction ................................ ................................ ................ 169 7.3 Remove gaps................................ ................................ ............................. 170 7.4 Coincident members ................................ ................................ ................. 171 7.5 Merge joints ................................ ................................ .............................. 171 7.6 Merge members ................................ ................................ ........................ 173 7.7 Re-order joints ................................ ................................ .......................... 174 7.8 Re-order members ................................ ................................ .................... 175 7.9 Re-order member ends................................ ................................ .............. 176 7.10 Delete results ................................ ................................ ............................ 178 7.11 Flip axes................................ ................................ ................................ .... 178

8. OPTIONS ................................................................................179

8.1 Graphics................................ ................................ ................................ .... 180 8.2 Drawing ................................ ................................ ................................ .... 182 8.3 Units and formats................................ ................................ ...................... 182 8.4 Pens................................ ................................ ................................ ........... 184 8.5 Fonts ................................ ................................ ................................ ......... 185 8.6 Area loading ................................ ................................ ............................. 185 8.7 Analysis ................................ ................................ ................................ .... 187 8.8 SS-SURF ................................ ................................ ................................ .. 189

9. ANALYSIS ..............................................................................190

9.1 Analysis overview ................................ ................................ .................... 190 9.2 Analysis loadcases ................................ ................................ .................... 190 9.3 Analyse ................................ ................................ ................................ ..... 191 9.4 Data consistency checks ................................ ................................ ........... 192 9.5 Method of analysis................................ ................................ .................... 193 9.6 Non-linear analysis ................................ ................................ ................... 193 9.7 Influence lines and surfaces................................ ................................ ...... 196 9.8 Shear component of deflection ................................ ................................ . 199 9.9 Speed of solution ................................ ................................ ...................... 200 9.10 Ill-conditioning ................................ ................................ ......................... 200 9.11 Multiple structures ................................ ................................ .................... 201 9.12 Equilibrium check................................ ................................ ..................... 202 9.13 Analysis error messages ................................ ................................ ........... 203

10. OUTPUT..................................................................................209

10.1 Output overview ................................ ................................ ....................... 209 10.2 Output reports ................................ ................................ ........................... 209

10.2.1 Report wizard................................ ................................ .................... 209 10.2.2 SS-SURF report wizard ................................ ................................ .... 210

10.3 Output tables................................ ................................ ............................. 211 10.3.1 Output of input tables ................................ ................................ ....... 211

10.3.1.1 Job summary output................................ ................................ .. 212 10.3.1.2 Materials table output ................................ ............................... 212 10.3.1.3 Sections table output ................................ ................................ . 212 10.3.1.4 Joints table output ................................ ................................ ..... 212

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10.3.1.5 Supports table output ................................ ................................ 213 10.3.1.6 Support limits table output................................ ........................ 213 10.3.1.7 Members table output ................................ ............................... 214 10.3.1.8 Releases table output ................................ ................................ 214 10.3.1.9 Member limits table output ................................ ....................... 214 10.3.1.10 Load areas table output ................................ ............................. 215 10.3.1.11 Loadcase titles output ................................ ............................... 215 10.3.1.12 Loadcase entries output ................................ ............................ 215

10.3.2 Output of results ................................ ................................ ............... 215 10.3.3 Results table operations ................................ ................................ .... 216

10.3.3.1 Results filters ................................ ................................ ............ 216 10.3.3.2 Results loadcases ................................ ................................ ...... 217

10.3.4 Results tables ................................ ................................ .................... 217 10.3.4.1 Joint displacements ................................ ................................ ... 218 10.3.4.2 Support reactions ................................ ................................ ...... 218 10.3.4.3 Member end forces ................................ ................................ ... 219 10.3.4.4 Member end stresses ................................ ................................ . 220 10.3.4.5 Maximum span forces................................ ............................... 221 10.3.4.6 Member force diagrams ................................ ............................ 222 10.3.4.7 Detailed span values ................................ ................................ . 223 10.3.4.8 SS-SURF surfaces ................................ ................................ .... 224

10.3.5 Results table formats................................ ................................ ......... 224 10.3.5.1 Joint displacements format ................................ ....................... 224 10.3.5.2 Member end forces format................................ ........................ 224 10.3.5.3 Maximum span forces format ................................ ................... 225 10.3.5.4 Member end stresses format ................................ ..................... 225 10.3.5.5 Support reactions format................................ ........................... 225 10.3.5.6 SS-SURF surfaces format ................................ ......................... 225

11. INTEGRATED SOFTWARE................................................226

11.1 SuperMODEL................................ ................................ ........................... 227 11.2 Program link organisation................................ ................................ ......... 227

12. APPENDIX - STEEL SECTION TABLES..........................228

12.1 UK steel sections ................................ ................................ ...................... 228 12.1.1 UBs, UCs, joists and UB pile sections................................ .............. 228 12.1.2 Circular hollow sections ................................ ................................ ... 232 12.1.3 Circular welded hollow sections ................................ ....................... 244 12.1.4 Rectangular and square hollow sections ................................ ........... 246 12.1.5 Channel sections ................................ ................................ ............... 257 12.1.6 Angle sections................................ ................................ ................... 258 12.1.7 Castellated sections................................ ................................ ........... 260 12.1.8 Tee sections ................................ ................................ ...................... 263

12.2 World steel sections ................................ ................................ .................. 265 12.2.1 European wide flange beams ................................ ............................ 265 12.2.2 European I Beams................................ ................................ ............. 268 12.2.3 American (ASTM) wide flange beams ................................ ............. 270

13. INDEX .....................................................................................277

SuperSTRESS

Page 1

OVERVIEW

SuperSTRESS is an evolution of STRESS (STRuctural Engineering Systems Solver)

which was the name given to a program for the linear elastic analysis of skeletal

structures. The original STRESS was developed at the Massachusetts Institute of

Technology in the early 1960's, since when it has been extended and modified to run

on many computers. Integer's SuperSTRESS Version 6.5 is the most sophisticated

extension.

SuperSTRESS covers the linear and non-linear analysis of six structural types. Each

type is assumed to be built of slender members connected at their ends to form joints.

In trusses the joints are assumed to be hinged whereas in frames the joints are

assumed rigid except where hinges are specifically inserted.

SuperSTRESS has been given Department of Transport Approval Number

MOT/EBP/272C.

SuperSTRESS has also received prior acceptance approval from the Hong Kong

Buildings Department, reference S0650.

The model analysed by SuperSTRESS is an idealisation of the actual structure. All

assumptions are traditional among engineers; no new ones are implied by the method

of solution or imposed by the requirements of computers.

The fundamental assumptions of linear structural behaviour are:

all members are slender and straight between joints

every member is made of perfectly elastic material

a cross-section which is plane before the structure is loaded remains perfectly

plane as the structure deforms under load

deformations are small in comparison to the dimensions of the structure

The following types of non-linear analysis are available:

large displacement analysis, where the actual displacements are used to

modify the structural geometry in subsequent analyses

tension or compression-only members, where non-complying members are

removed from subsequent analyses

one-way acting supports, where non-complying supports are removed from

subsequent analyses

Non-linear analysis is carried out in SuperSTRESS on an iterative basis with small

changes being made automatically between each cycle.

The art of idealising a structure within the constraints of these assumptions is called

'modelling'.

There are some assumptions and limitations which apply specifically to SuperSTEEL,

see steel design overview .

1. SuperSTRESS

overview

1.1 Overview

1.1.1 About

SuperSTRESS

1.1.2 Assumptions

SuperSTRESS

Page 2

OVERVIEW

To run SuperSTRESS, from the Windows Start Bar click Programs. If you have

opted for an Integer Application Area during installation, pick this. Then pick

SuperSTRESS from the options available.

The standard installation of SuperSTRESS provides an application icon that may be

placed on the Desktop. Double clicking on this icon will load and run SuperSTRESS.

In a plane truss, all member ends are hinged such as is traditionally assumed in the

design of a Warren or Fink roof truss. Loading can only be applied to joints and is

always in the plane of the structure.

The data requirements and limitations for the plane truss structure type are

summarised in the following table.

PLANE TRUSSES Required Allowed Not Allowed *

Materials E - G, α, ρ

Section Properties Ax Dy, Dz, Ty, Tz Ay, Az, Ix, Iy, Iz, Cy, Cz

Joint Co-ordinates X, Z - Y

Member Rotations - - Beta

Member Releases - - Dx, Dy, Dz, Rx, Ry, Rz

Member Limits - Fx Fy, Fz, Mx, My, Mz

Supports DX, DZ - DY, RX, RY, RZ

Support Limits - DX, DZ DY, RX, RY, RZ

Load Areas - - One-way, multi

Load Types - Joint concentrated,

Joint displacement

All but Joint

concentrated, Joint

displacement

Load Actions (global) - FX, FZ, DX, DZ FY, MX, MY, MZ, DY,

RX, RY, RZ

Load Actions (local) - - Fx, Fy, Fz, Mx, My, Mz,

Dx, Dy, Dz, Rx, Ry, Rz

Load Axes - G M, P

* In some cases, values may be entered for these parameters, but will be ignored in

the analysis.

For a definition of E, G, , refer to Materials.

For a definition of Ax, Ay, Az, Ix, Iy, Iz, Cy, Cz, Dy, Dz, Ty, Tz refer to Sections .

1.1.3 Running

SuperSTRESS

1.2 Structure types

1.2.1 Plane truss

SuperSTRESS

Page 3

OVERVIEW

For a definition of Beta refer to Member axes .

For a definition of Dx, Dy, Dz, Rx, Ry, Rz refer to Member releases .

For a definition of DX, DY, DZ, RX, RY, RZ refer to Supports and Support limits.

For a definition of load types refer to Load types .

For a definition of FX, FY, FZ, DX, DY, DZ, MX, MY, MZ, RX, RY, RZ, Fx, Fy,

Fz, Mx, My, Mz, Dx, Dy, Dz, Rx, Ry, Rz refer to Load actions .

For a definition of M, G, P refer to Load axes .

In a plane frame, joints are generally rigid such as in a portal frame or multi storey

building frame. Loading can be applied to joints and members and is always in the

plane of the structure.

The data requirements and limitations for the plane frame structure type are


PLANE FRAMES Required Allowed Not Allowed *

Materials E, G α, ρ -

Section Properties Ax, Iy Az, Cz, Dy, Dz, Ty,

Tz

Ay, Ix, Iz, Cy



Member Releases - Dx, Ry Dy, Dz, Rx, Rz


Supports DX, DZ RY DY, RX, RZ



Load Types - All but Area uniform Area uniform

Load Actions

(global)

- FX, FZ, MY, DX,

DZ, RY

FY, MX, MZ, DY, RX, RZ

Load Actions

(local)

- Fx, Fz, My, Dx, Dz,

Ry

Fy, Mx, Mz, Dy, Rx, Rz

Load Axes - M, G, P -

1.2.2 Plane frame

SuperSTRESS

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OVERVIEW


the analysis.

For a definition of E, G, α, ρ refer to Materials.









In a grillage (or grid frame as it is also known), joints are generally rigid such as in a

bridge deck composed of longitudinal beams braced by cross members. Loading can

be applied to joints and members and is always normal to the plane of the structure.

The data requirements and limitations for the grid frame structure type are


GRID FRAMES Required Allowed Not Allowed *

Materials E, G ρ α

Section Properties Ix, Iy Ax, Az, Cz, Dy, Dz, Ty, Tz Ay, Iz, Cy

Joint Co-

ordinates

X, Y - Z

Member

Rotations

- - Beta

Member Releases - Rx, Ry Dx, Dy, Dz, Rz

Member Limits - - Fx, Fy, Fz, Mx, My, Mz

Supports DZ RX, RY DX, DY, RZ

Support Limits - DZ DX, DY, RX, RY, RZ

Load Areas - One-way, multi -

Load Types - All but Member

temperature, Member strain

Member temperature,

Member strain

Load Actions

(global)

- FZ, MX, MY, DZ, RX, RY FX, FY, MZ, DX, DY,

RZ

1.2.3 Grillage

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Page 5

OVERVIEW

Load Actions

(local)

- Fz, Mx, My, Dz, Rx, Ry Fx, Fy, Mz, Dx, Dy, Rz

Load Axes - M, G P


the analysis.










In a space truss, all member ends are ball jointed as commonly assumed in the design

of power transmission towers and multi layer roofing systems spanning in two

directions. Loading can only be applied to joints and can be in any direction.

The data requirements and limitations for the space truss structure type are


SPACE TRUSSES Required Allowed Not Allowed *

Materials E - G, α, ρ

Section Properties Ax Dy, Dz, Ty, Tz Ay, Az, Ix, Iy, Iz, Cy, Cz

Joint Co-ordinates X, Y, Z - -


Member Releases - - Dx, Dy, Dz, Rx, Ry, Rz


Supports DX, DY, DZ - RX, RY, RZ

Support Limits - DX, DY, DZ RX, RY, RZ


1.2.4 Space truss

SuperSTRESS

Page 6

OVERVIEW

Load Types - Joint concentrated,

Joint displacement,

Area uniform

All but Joint concentrated,

Joint displacement, Area

uniform

Load Actions (global) - FX, FY, FZ, DX,

DY, DZ

MX, MY, MZ, RX, RY,

RZ

Load Actions (local) - - Fx, Fy, Fz, Mx, My, Mz,


Load Axes - G M, P


the analysis.










In a space frame, joints are generally rigid such as in a dogleg staircase or three-

dimensional building frame. Loading can be applied to joints and members and can

be in any direction.

The data requirements and limitations for the space frame structure type are


SPACE FRAMES Required Allowed Not Allowed *


Section Properties Ax, Ix, Iy, Iz Ay, Az, Cy, Cz, Dy, Dz,

Ty, Tz

-

Joint Co-ordinates X, Y, Z - -

Member Rotations - Beta -

1.2.5 Space frame

SuperSTRESS

Page 7

OVERVIEW

Member Releases - Dx, Rx, Ry, Rz Dy, Dz


Supports DX, DY, DZ RX, RY, RZ -

Support Limits - DX, DY, DZ RX, RY, RZ


Load Types - All -

Load Actions

(global)

- FX, FY, FZ, MX, MY,

MZ, DX, DY, DZ, RX,

RY, RZ

-

Load Actions

(local)

- Fx, Fy, Fz, Mx, My, Mz,


-

Load Axes - M, G, P


the analysis.










Sub frames are a subset of plane frames.

The sub frame structure type is for use in conjunction with SuperCONCRETE

modules.

Limitations are as for plane frames, but there are a number of important additional

restrictions on sub frames:

All members must be ‘horizontal’ or vertical’, ie they must be either parallel

to the global X or Z axes.

All members must have End1 at Z=0 (global). (Horizontal members will

therefore have both ends at Z=0 and will be classified as beams or slabs for the

purposes of SuperCONCRETE. Vertical members will have one end at Z=0

and will be classified as columns for the purposes of SuperCONCRETE.

Member limits are not allowed, because removal of members would inevitably

lead to loss of structural integrity.

1.2.6 Sub frame

SuperSTRESS

Page 8

OVERVIEW

Local axis systems are not available.

Only Concrete section types are allowed.

Basic loadcases are restricted to Dead (Gk), Live (Qk) and Wind (Wk).

Combination loadcases are not allowed. (There is no limitation on editing the

standard BS8110 pattern loadcases that are created by default.)

In sub frames, the Structure Wizard sets up special support conditions and loadcases

to ensure correct modelling and compliance with BS8110.

The data requirements and limitations for the sub frame structure type are summarised

in the following table.

SUB FRAMES Required Allowed Not Allowed *


Section Properties Ax, Iy Az, Cz, Dy, Dz, Ty, Tz Ay, Ix, Iz, Cy



Member Releases - Dx, Ry Dy, Dz, Rx, Rz

Member Limits - - Fx, Fy, Fz, Mx, My, Mz

Supports DX, DZ RY DY, RX, RZ



Load Types - All but Area uniform Area uniform

Load Actions (global) - FX, FZ, MY, DX, DZ,

RY

FY, MX, MZ, DY, RX,

RZ

Load Actions (local) - Fx, Fz, My, Dx, Dz, Ry Fy, Mx, Mz, Dy, Rx, Rz

Load Axes - M, G, P -


the analysis.







SuperSTRESS

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OVERVIEW




The positions of joints in a structure are specified by co-ordinates in a Cartesian frame

of axes, called global axes, having an origin at any convenient location.

Sign conventions are related firstly to the global axes, then to any local axes selected,

and finally to the member axes current for each member.

The member x-axis runs along the member from End1 to End2 and the member y-axis

is always parallel to the global XY plane (subject to the beta angle being zero). These

conventions should be remembered when considering the parameters required for

each structure type.

Trusses SuperSTRESS requires Ax only. Bending of members is not

considered as all joint/member connections are pinned.

Plane frames and

Sub Frames

Bending occurs about the member y-axis. Shear deformation

can occur in the direction of the member z-axis.

Grid frames Bending occurs about the member y-axis. Torsion occurs about

the member x-axis. Shear deformation can occur in the

direction of the member z-axis.

Space frames Bending can occur about both the member y and z-axes.

Torsion can occur about the member x-axis. The primary axis

of bending is generally taken to be the member y-axis. Shear

deformation can occur in the direction of both the y and z-axes.

The global axes are denoted X, Y and Z (upper case). In all structures the Z-axis is

'vertical' and the X and Y-axes are 'horizontal'.

Rotations are considered positive if clockwise about an axis when looking in the

positive axis direction.

1.3 Sign conventions

1.3.1 Sign conventions

overview

1.3.2 Global axes

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OVERVIEW

Local axes are primarily used during the screen drawing activity.

When entering a point using the crosshairs the current co-ordinates of the crosshairs

are displayed in a pop-up window. These co-ordinates relate to the current axes; this

will be either the Global axes or a Local axis system defined in the axes table.

The Local axes are related to the Global axes, and are used instead of the Global axes

wherever this is convenient.

Three basic rules apply to the orientation of the Local axes:

The Local X axis may be in any direction, but it is then used to orientate the

Local Y and Z axes

The Local Y-axis is always parallel to the Global XY plane.

With one exception, the Local Z-axis and the Global Z-axis are always in the

same general direction. In precise terms this means that the angle between the

two axes is never greater than ninety degrees. The exception is that when the

angle is exactly ninety degrees this represents a special case and the Local Y

and Global Y-axes will be parallel and in the same direction.

The member axes are denoted x, y and z (lower case).

Every member has a direction that you define when entering that member.

Each member is assumed to run from End1 to End2. The member then has its

own set of axes x, y and z (lower case) with its origin at End1, x axis pointing

along the member from End1 to End2, and its y axis always parallel to the

global XY plane (unless rotated with a non-zero Beta angle).

In plane frames, sub frames and grid frames this means that the axis of bending of a

member is always about the member y-axis. In space frames, the axis of bending may

be about either or both of the y and z axes, although the y-axis will usually be

considered to be the primary axis of bending.

1.3.3 Local axes

1.3.4 Member axes

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OVERVIEW

Three basic rules apply to the orientation of the member axes regardless of structure

type. In space frames only, a non-zero beta angle will rotate the member about its x-

axis (clockwise positive) from its default alignment as determined by these rules

The member x axis has its origin at End1 and runs along the member towards

End2.

The member y-axis is always parallel to the global XY plane.

The member z-axis and the global Z-axis are always in the same general

direction. In precise terms this means that the angle between the two axes is

never greater than ninety degrees. Where the angle is exactly ninety degrees,

the member is vertical and this represents a special case (see below), although

this can be summarised in that the member y and global Y axes will be parallel

and in the same direction.

There is a quite separate member rotation facility available (see Sections table) which

allows a standard section type to be rotated by 90, 180 or 270 degrees when copying

its properties from the library. This is the equivalent of turning an ' I ' section into a '

H ' section for example. Unless modified by a non-zero Beta angle, the resulting

member will be aligned in the default orientation described above.

There are some further restrictions for certain structure types as follows.

Plane trusses, plane frames and sub frames All members lie in the global XZ plane. The member y-axis is always parallel to the

global Y-axis, but its direction (positive or negative) will be determined by the

orientation of the member. In plane frames, this may appear to produce different sign

conventions for bending in different members and explanatory information is

therefore added to the output.

Grid frames All members lie in the global XY plane. The member z-axis is always parallel to and

in the same direction as the global Z-axis.

Vertical members in space frames Vertical members in space frames can lead to some confusion. Compare the two

members A and B in the diagram below.

SuperSTRESS

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OVERVIEW

If each were rotated about its y axis until vertical then there would, if no further

adjustment of either were to take place, be a conflict between the two. Both members

would be vertical but their member axes would be aligned differently. This is clearly

unacceptable. The third rule outlined above resolves the conflict by stating that in this

situation, the member y-axis always points in the same direction as the global Y-axis.

Member B, when it reaches the vertical, must therefore be rotated about its member x-

axis so that its alignment matches member A, as shown below.

Floating point calculations performed by a computer usually incorporate rounding

errors, and it is therefore likely that certain members in a structure may be nearly, but

not quite, vertical. This can make it difficult to predict the alignment of the member

axes, so causing problems when applying member loads and defining section

properties.

A configurable tolerance value (set in the Tools/Settings/Analysis) option is used to

determine whether a member is vertical or not. This value defines a square cap. If

the deviation of the member from the vertical (per unit height) lies within this square

cap then it is deemed to be vertical and the member axis conventions for a vertical

member apply.

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OVERVIEW

The member axes graphics option can be used to display the alignment for selected

members if there is ever any doubt.

The sign conventions used in SuperSTRESS are consistent for all structure types and

relate the Member axes to the Global axes of the structure.

In summary, the member local x axis runs from End1 to End2, and the local y and z

axes are aligned such that the y axis is always parallel to the global XY plane (ie

'horizontal').

BS5950, however uses sign conventions relating to the member cross section only:

the major axis of bending is referred to as x-x and the minor axis as y-y.

This could obviously lead to confusion, for instance Mx represents a torque in

SuperSTRESS but is the major axis bending moment in BS5950.

For this reason, SuperSTRESS and SuperSTEEL continue to use their own internally

consistent sign conventions, but all design output from SuperSTEEL is expressed in

terms of the variable names used in BS5950. For instance, Zy is the elastic modulus

about the minor axis.

With no rotation the member y axis (which without a Beta angle is horizontal) and the

BS5950 major axis x-x are coincident.

If the section is rotated when originally extracted from the Steel Section Tables into

the Section Table in SuperSTRESS, this would change matters. A rotation of 90

would align the BS5950 (minor) y-y axis with the member y axis (normally horizontal

as above).

1.3.5 Steel section axes

SuperSTRESS

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OVERVIEW

Note that the rotation described here is not the same as the Beta angle rotation

described under member axes. This rotation has the effect of turning an 'I' section

into a 'H' section for instance. The resulting section's axes will still be aligned with

the global axes in the default orientation unless modified by the Beta angle.

All loads act in the global, member or projected axes as specified. The sign

convention for each load is given in the description of the load types. It is important

to remember that the load will act in the positive axis direction. Therefore, to make a

global load act 'downwards', for example in a grid frame, the load value should be

negative.

Self-weight loading can be applied in the direction of any of the global axes, subject

to the structure type, and acts as a negative distributed load.

Displacements are positive in the direction of the positive global axes. Rotations are

positive clockwise looking along the positive global axis direction.

Axial forces are positive when acting in the direction of the member x-axis. A tensile

force is thus indicated by a negative force at End1 and a positive force at End2 (vice

versa for a compressive force). To clarify this a 't' or 'c' (tension or compression) is

printed after each value as appropriate

Shear forces are positive when acting in the positive member y or z-axis. This is true

regardless of which end of the member is under consideration. In a grid frame for

example, to sum the shear forces acting at a joint, simply add all the shear forces at

the member ends framing into that joint. If the joint is not supported or loaded then

the sum of the shear forces will be zero.

To clarify the sign convention for moments a 'h' or 's' (hogging or sagging) is printed

after each tabulated value

For moments My, a hogging moment produces tension in the side of the member in

the positive z direction (the 'top'). Hogging is indicated by a negative moment at

End1 or a positive moment at End2.

For moments Mz, a hogging moment produces tension in the side of the member in

the positive y direction (the 'top'). Hogging is indicated by a positive moment at End1

or a negative moment at End2.

Graphical representation of displacements and loads are scaled diagrams with the

displacement or load acting in the global or member axis direction.

Graphical representation of moments, shears and axial force are special cases, since

engineers are familiar with these being presented in a particular way. The

descriptions below are for a single span fixed end beam.

Moments

Hogging Sagging

(positive) (negative)

1.3.6 Loading

convention

1.3.7 Tabulated output

convention

1.3.8 Graphical output

convention

SuperSTRESS

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OVERVIEW

Tabular output from SuperSTRESS has the hogging moments at the member ends

with opposite signs. In the graphical representation, SuperSTRESS therefore reverses

the sign of the moment at End1 so moments are shown in the normal way. Thus for

‘downward’ loading on a single member, the hogging moments at the two ends will

both be shown as positive and above the member. The sagging moment at midspan

will be shown as negative and below the member.

Shears

Positive Negative

Shears are also in equal and opposite pairs – positive is when the shear on the left

of the point in consideration is up (and down on the right). Engineers are used to

seeing this as a positive shear at the left hand end of the beam and a negative

shear at the right hand end. In tabular output, SuperSTRESS produces a positive

shear at both ends. In the graphical representation, SuperSTRESS therefore

reverses the sign of the shear at End2.

Axial force

Tension Compression

(negative) (positive)

In tabular output, tension is indicated by a negative force at End1 and a positive force

at End2 (vice versa for a compression force). Engineers are used to compression

positive and tension negative. In the graphical representation, SuperSTRESS

therefore reverses the sign of the axial force at End2.

See the Graphical Properties section for details on how to show results graphically.

Little attention is paid to the way numbers are presented in most frame analysis

programs. SuperSTRESS, however, goes to great lengths to allow you complete

control of the way numbers are presented to and presented by its user interface.

There are two important and mutually dependent aspects of presenting the value for a

particular item; units and formats. For instance, you may wish to specify joint co-

ordinates in either metres or millimetres. If in metres, you would probably like to

specify the numbers to three decimal places. In millimetres you would probably like

to specify the numbers as integers (no decimal places). Or in either case you may

need to specify even greater accuracy for certain entries. SuperSTRESS allows a

wide permutation of units and formats.

One of the important features of SuperSTRESS is that you can change both units and

formats at any time. If you want to enter section values normally in millimetres, but

have a particular section whose details are supplied in inch units, you can simply

change the units for that item, and then change back again.

1.4 Numerical display

1.4.1 Numerical display

SuperSTRESS

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OVERVIEW

The same features apply to output. You may have stresses in N/mm2, moments in

kNm and deflections in cm, and for each, you can specify the accuracy of input or

presentation.

The units facility of SuperSTRESS allows you to set and change the units in which

values are entered and the units in which output is presented. A number of standard

tables are contained within SuperSTRESS, and custom sets can be created from these

and stored for future use.

The standard systems are:

dimensional

N, mm, deg, deg C

kN, m, deg, deg C

tonf, in, deg, deg C

kN, mm, deg, deg C

kgf, cm, deg, deg C

N, m, deg, deg C

tonnef, mm, deg, deg C

The dimensional system assumes that consistent units are used throughout. However,

these units are not named (for example tonnef) but referenced by their dimensions (for

example force, length). For instance density is f / l^3 (force divided by length cubed).

This system allows you to use unit systems not included as variations of the standard

systems.

During input to fields that are controlled by units, the current unit for the item is

shown to the right of the field. Moving the cursor over the unit changes the cursor to

a 'hand'. Now pick and a drop down selection list will appear showing the units

available for that item.

Note that, when units are changed, the values in the relevant fields are automatically

converted to the new units system.

Within SuperSTRESS, influence surface values are calculated and stored in internal

units that are always consistent. It is your responsibility to ensure that the units are

appropriate to the loading to be applied. For instance, if you are going to apply loads

expressed in kN, then you should ensure that the influence line values for moment

for example, are expressed in kNm/kN, and NOT kNm/N.

For information on how to change the unit settings for the job or the defaults for all

new jobs to inherit, see Unit settings.

Formats control the way values are presented rather than input.

During input, even if the field suggests a certain accuracy, the value will be stored to

the accuracy of the input, even if this is not shown. Thus if the field allows space for

five digits and you enter nine, all nine will be stored and used during the analysis, but

only five will be shown after entry.

1.4.2 Units

1.4.3 Number formats

SuperSTRESS

Page 17

OVERVIEW

However, for output presentation, the values stored within SuperSTRESS are to many

decimal places (typically thirteen), so it is up to you to decide what accuracy you

require. Of course, the units currently in use have an affect on the required accuracy.

To change the format for an entry in a dialog box, click the right-hand mouse button

over the field. This will produce a drop down selection list from which you can

choose the required format.

The format indicates the number of places after the decimal point. Note that '0' will

produce an integer number with the decimal point suppressed.

For information on how to change the format settings for the job or the defaults for all

new jobs to inherit, see Format settings.

For a description of the general features of file management, refer to SuperSUITE file

management.

There are two SuperSTRESS specific features, Import CAD and Export CAD that

are described in the following topics.

These allow you to transfer information between SuperSTRESS and CAD programs

that support the DXF file format.

Data from CAD programs that support the DXF file format can be imported into

SuperSTRESS. The file must be compatible with AutoCAD Release 12 or higher.

When imported, the structure is moved to the SuperSTRESS origin.

Pick File / Import / CAD from the main menu bar and the following dialog will

appear.

1.5 File management

1.5.1 File management

1.5.2 Import CAD

SuperSTRESS

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OVERVIEW

AutoCAD

vertical axis

Y One of a pair of radio buttons that specifies what axis

system the AutoCAD model was created in. This is done

by picking the assumed vertical axis of the drawing in

AutoCAD. It is normal in AutoCAD to draw 2D models

in the XY plane and 3D models in the global XYZ system.

However, SuperSTRESS expects plane frames, subframes

and plane trusses to be in the XZ global plane and

grillages to be in the XY global plane. SuperSTRESS

expects space frames and trusses to be in the global XYZ

pane with Z vertical, which is identical to AutoCAD. For

plane frames, subframes and plane trusses, the Y button is

therefore enabled and the default; the Z button is dimmed

and not enabled. For grillages, the Z button is enabled

and the default; the Y button is dimmed and not enabled.

For space frames and trusses, both buttons are enabled and

the Z button is the default.

If the imported file contains joints that are not in the

expected plane, then the import is abandoned and a

relevant warning message issued.

Z See above.

Import to

existing

structure

Overwrite One of a pair of radio buttons that controls what happens

to the existing structure during the import. Picking this

button results in the existing joints and members being

deleted and then replaced by the imported joints and

members. All data associated with the deleted joints and

members such as loads, supports etc will also be deleted.

Append Picking this button results in the imported joints and

members being added to the existing joints and members.

New joints and members are added at the first available

entries, re-using any deleted entries.

File name:

Enter (or browse for) the name of a DXF file containing

the information you wish to import.

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OVERVIEW

Pick Next to move to the second page of the dialog.

As soon as next is pressed on page one, the specified file is opened and the CAD

Layer information in it is read.

Layer selection The names of the layers from the specified file are inserted in

the layer selection area of the dialog. Tick the check box next

to each of the layers that contain line and arc information you

wish to use in your structure. Note that if you have complex

entities in your CAD data, these must be exploded by the

CAD program to form the line types described below before

importing the data.

Generate from

LINEs/POLYLINEs

Tick this check box if you wish to use CAD line and polyline

data in your structure.

Generate from

ARCs

Tick this check box if you wish to use CAD arc and circle data

in your structure.

Max chord length

mm:

If the Generate from ARCs box is ticked, then this field

becomes editable. Enter a value in the field for the maximum

chord length. Arcs in the CAD file are converted into a

number of equal length straight line chords. The length of the

chords is less than or equal to the max chord length value.

Import

Pressing this button will import and convert the CAD data,

close the dialog and refresh the current graphical view to show

the imported joints and members. During import a number of

checks are carried out to ensure consistency of the data. If any

errors are found, warning messages are displayed and the

dialog remains open.

SuperSTRESS

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OVERVIEW

Data from SuperSTRESS can be exported into a file for use by CAD programs that

support the DXF file format. The CAD program must be compatible with AutoCAD

Release 12 or higher.

Pick File / Import / CAD from the main menu bar and the following dialog will

appear.

AutoCAD

vertical axis

Y One of a pair of radio buttons that specifies what axis

system the AutoCAD drawing will be created in.

This is done by picking the vertical axis of the

drawing to be produced in AutoCAD. It is normal in

AutoCAD to draw 2D models in the XY plane and

3D models in the global XYZ system. However,

SuperSTRESS creates plane frames, subframes and

plane trusses in the XZ global plane and grillages in

the XY global plane. SuperSTRESS creates space

frames and trusses in the global XYZ pane with Z

vertical, which is identical to AutoCAD. For plane

frames, subframes and plane trusses, the Y button is

therefore enabled and the default; the Z button is

dimmed and not enabled. For grillages, the Z button

is enabled and the default; the Y button is dimmed

and not enabled. For space frames and trusses, both

buttons are enabled and the Z button is the default.

Z As above.

Export to DXF

file

Overwrite

existing file

One of a pair of radio buttons that controls what

happens to the existing structure during the export.

This button is always depressed (ON), so the

exported data will always overwrite any file

specified.

Append to

existing file

This button is always OFF and dimmed, so the

exported data will never be appended to data in an

existing file.

1.5.3 Export CAD

SuperSTRESS

Page 21

OVERVIEW

File name:

Enter (or browse for) the name of a file to contain the

DXF information you wish to export. If the file does

not exist, you will be asked if you wish it to be

created.

Pick Next to move to the second page of the dialog.

Structure set: A drop down selection list containing the names of all the

structure sets, including ALL and CURRENT, in the job. Pick

the structure set that you wish to form the exported drawing file.

The default is ALL.

Member centreline

A check box and field to enable the entry of a name for the layer

(if any) that the member centreline lines are to be added to. The

default is ticked and the name 'MEMBERS'.

Member profile:

A check box and field to enable the entry of a name for the layer

(if any) that the member profile lines are to be added to. The

default is ticked and the name 'MEMBERPROFILE'.

Export

Pick this button to initiate the Export. See below for notes on the

exported data.

Checks are made on the data during the export and warning

messages generated if necessary.

Notes:

The member centrelines will be coloured blue.

The member profiles will be coloured yellow.

Member profiles that intersect will not be truncated at the intersection. This

can be tidied up in the CAD program if required.

Rendering / shading in the CAD program is only possible if the member

profiles are exported.

All lines generated are 3D polylines. These are defined as CONTINUOUS ie

solid.

SuperSTRESS

Page 22

OVERVIEW

General, Haunch and Taper Section Types are not supported by the member

profile export. If members with these section types are in the specified

structure set, then the profiles will not be generated, just the centrelines (but

on the profile layer).

Having loaded SuperSTRESS from the Windows icon / shortcut, the New Job and

Open Job options are available from the main menu bar.

SuperSTRESS provides two Wizards for beginning a job and building a structure.

These Wizards provide very powerful features to generate a great deal of information

quickly and directly.

Also provided is a powerful Report Wizard that enables you to collate your input and

output data in a professional report.

The New Job Wizard is immediately accessed each time a new job is started. The

New Job Wizard enables you to quickly and easily enter and modify the page header

titles, the Structure Type, and also provides access to the Structure Wizard via the

Structural Form option.

Job Title:

enter a string of characters (max 49)

Structure:

as above

Job Number:

as above (max 19)

Made By:

as above

Date:

this is automatically entered as today's date by SuperSTRESS,

but may be edited if required.

Length units

enter a unit for length to be used in the Structure Wizard. This

defaults to the unit for length as in the units facility.

1.6 Getting started

1.6.1 Wizards

1.6.2 New job wizard

SuperSTRESS

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OVERVIEW

Angle units enter a unit for angles to be used in the Structure Wizard. This

defaults to the unit for angles as in the units facility.

Structure Type this provides a choice of six structural types:

Plane Truss

Plane Frame

Grid Frame

Space Truss

Space Frame

Sub Frame

Structural Form various standard structural forms are already built into

SuperSTRESS to save you time in specifying your job. If you

specify a structural form here you will automatically continue in

the Structure Wizard, otherwise you will start SuperSTRESS in

a completely blank graphics window.

The Structure Wizard enables you to specify the topology of part or the whole of your

structural model with a few keystrokes.

If you enter the Structure Wizard via the New Job Wizard, then the Structural Form

will already have been specified. Otherwise you must specify it on entry to the option

via Tools / Structure Wizard.

In sub frames, only one structural form is available – Simple Frame. This is available

from the new job wizard, but not from the structure wizard

The following structural forms are available:

Meshes

Rectangular mesh

Skew mesh

Quadrilateral mesh

Polar mesh

General truss

Roof truss

Portal frame

General roof truss

1.6.3 Structure wizard

SuperSTRESS

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OVERVIEW

These forms are defined in the following topics.

The mesh generation facility of SuperSTRESS enables the generation of regular

patterns of joints and members from a few simple entries. Both two-dimensional and

three-dimensional meshes can be generated. In plane trusses and plane frames the

mesh is always created in the XZ plane. In grid frames the mesh is created in the XY

plane. In three-dimensional structures the base mesh is created in any of the

orthogonal planes XY, XZ or YZ. The default is XY. In all cases, the Z axis is taken

to be vertical and the 3D mesh, where generated, is referenced by 'top' and 'bottom'

planes. Note that the meshes may be defined in terms of the global axes or any of the

local axis systems as specified.

A new mesh can be grafted onto an existing structure. Thoughtful use of joint and

member numbering of the new mesh can avoid any duplication of joints and

members. The merge joints and merge members facilities enable the elimination of

doubly defined joints and members at the interface of meshes, should any occur.

The mesh is created in the plane as described above, and always has four sides.

In three dimensions, the basic mesh type is extended normal to the plane of definition

to form a prism. There is no change to the mesh shape or dimensions as it is extended

in the third dimension. The basic mesh is referred to as the Bottom, being the lower

ordinate in the third dimension; the higher is the Top.

The basic joint data is defined first. Some of the items outlined below may not be

needed for the particular mesh type being defined. Refer to the specifications

following if in doubt.

Origin The origin of the mesh in terms of the global or local co-

ordinates X, Y, Z. In the case of a Polar mesh, the Mesh

origin is still defined in these Cartesian Co-ordinates.

Primary Plane XY / YZ / XZ - the plane in which the mesh is to be

defined. Some planes are not applicable to certain

structural types, in which case they will not be available.

The mesh can be extended in the third dimension

perpendicular to the plane of definition, but the cross-

sectional shape remains unchanged.

Offsets The perpendicular offset of the specified side from the

axes in the plane of definition. These values will control

the rotation / skew of the mesh.

Offset angle / Inner

radius

This defines the first point on the inner face in terms of a

polar co-ordinate system to define a Polar mesh.

Starting joint / member

number

Joints and members are automatically generated at every

mesh intersection and along the mesh lines respectively.

You can control the numbering of the joints / members by

entering a starting joint / member and a numbering

direction relative to one of the current axes.

Numbering direction You can set the direction of the joint numbering to be

1.6.4 Meshes

SuperSTRESS

Page 25

OVERVIEW

prioritised in either of the axes in the current plane. In a

3D mesh the numbering in the normal direction is always

the lowest priority.

You can specify intervals on the mesh sides as entries in a table. Each entry can

define any number of equally spaced bays.

Number of bays The number of bays to be generated by this entry. The

number of mesh intersections generated by this entry will

of course be equal to this number plus one.

Bay width The size of the bay. All the intersection points generated

by this entry will be equally spaced. To generate

unequally spaced intersection points add another entry to

the table with a different bay size.

Multiple entries in the interval table can be used to define the side of a mesh in which

the bay widths between intersection points change. For example, a side could

comprise 3 bays of 2.0m, 4 bays of 1.5m and 2 bays of 4.0m.

In quadrilateral meshes, although the bay lengths on opposite sides need not

correspond, the total number of bays on opposite sides must be equal. Furthermore,

the side lengths must be specified so that it is physically possible to set out the mesh

correctly. For example, the geometry of Side 1 plus its offset and Side 4 plus its

offset will set a minimum value to the combined lengths of Side 2 and Side 3.

Finally, you are able to control whether members are generated or not on any face of

the mesh. If members are generated then the face is 'closed'; otherwise it is 'open'.

Face member

removal

Open / Closed. You must specify whether members are to be

generated on the faces of the mesh. If Open then members will

not be generated. If Closed then members will be generated. If

generating a grid frame to model a bridge deck then all faces

will usually be Closed. If modelling a multi-storey building

then the bottom face would be Open.

There are four basic mesh types as follows:

rectangular

quadrilateral

skew (a parallelogram)

polar

The following topics describe the data items that are required to define each mesh

type.

The following items are required to define a rectangular mesh

Origin (X, Y and Z).

Primary plane (XY, YZ or XZ).

Axes in which the mesh is defined.

1.6.4.1 Rectangular

meshes

SuperSTRESS

Page 26

OVERVIEW

Starting joint number.

Starting member number.

Whether members are to be generated a well as joints.

Offset of Side 1.

Intervals on Side 1 (Side 3 identical).


Joint numbering direction.

Member numbering direction.

Intervals in the normal direction if 3D.

Face member generation removal (open/closed).

The following items are required to define a skew mesh







Offset of Side 1.

Offset of Side 4.







The following items are required to define a quadrilateral mesh





1.6.4.2 Skew meshes

1.6.4.3 Quadrilateral

meshes

SuperSTRESS

Page 27

OVERVIEW



Offset of Side 1.

Offset of Side 4.

Intervals on Side 1.








Note that when generating a polar mesh, the angles to be input are as shown in the

key diagram for the chosen primary plane. This does not necessarily comply with the

normal angular sign convention.

The following items are required to define a polar mesh

Polar origin in Cartesian co-ordinates X, Y and Z.

Primary Plane (XY, YZ or XZ).





Offset angle for starting point.

Inner radius.


Intervals on Side 4 (angular - Side 2 identical).





The following items are required to define a general truss:



1.6.4.4 Polar meshes

1.6.4.5 General truss

SuperSTRESS

Page 28

OVERVIEW


The truss type or 'style'. This is one of

Warren

Pratt

Howe

Lattice

Braced Vierendeel

Number of trusses




The following attributes apply to certain truss types only:

square ends

half truss

invert

mirror

Selecting any of these automatically modifies the truss style.

Number of bays, bay width along truss

Number of bays, bay width normal to truss (space trusses only)

Truss depth

The following items are required to define a roof truss:





Fink

Single fan

Double fan

Special

Number of trusses




1.6.4.6 Roof truss

SuperSTRESS

Page 29

OVERVIEW


half truss

invert

mirror


Number of divisions on left-hand rafter

Number of divisions on right-hand rafter

Truss depth

Width to left of apex

Width to right of apex


The following items are required to define a portal frame:




Number of bays




Member widths and heights

LH column height

LH diagonal height

LH diagonal width

Centre span width

RH diagonal width

RH diagonal height

RH column height

Whether an eaves tie is present

Member divisions

LH column divisions

LH diagonal divisions

Centre span divisions

RH diagonal divisions

RH column divisions

1.6.4.7 Portal frame

SuperSTRESS

Page 30

OVERVIEW

Number of bays, bay width normal to frame (space frames only)

The following items are required to define a general roof truss:





Pratt

Howe

Lattice

Vierendeel

Number of trusses





square ends

half truss

bracing


Number of bays, bay width along truss (LHS and RHS)


Truss depth (LHS, centre and RHS)

1.6.4.8 General roof truss

SuperSTRESS

Page 31

STRUCTURE ATTRIBUTES

Basic information is provided here to identify the job and the structure, the engineer

who created the job and the date the job was created.

Job Number:

enter a string of characters (maximum 19)

Job Title:

as above (maximum 49)

Structure:

as above

Made By:

as above (maximum 19)

Date:

this is automatically entered as today's date by SuperSTRESS,

but may be edited if required

2. Structure attributes

2.1 Titles

SuperSTRESS

Page 32


The Job Info tab in the Titles dialog contains information on the data entered into

SuperSTRESS. It is not editable.

The Materials table defines the physical properties of the materials used for the

members of the frame. Every member defined in the Member table must be

referenced to a Material Type by its Type number. The attributes of each material are

described in the following Sections.

E

Always essential for solution.

Young's modulus, or the modulus of elasticity, is the ratio of stress to strain for a

material. In SuperSTRESS, this relationship is always linear, i.e. only perfectly

elastic materials can be used.

A value for Young's modulus must be entered for all structure types.

G

This is only required for those members for which shear deformation is to be taken

into account, eg members in plane frames with Az defined, and in grillages and

space frames where torques are calculated.

G, also known as the shear modulus, is related to E by Poisson's ratio, .

G = E

2(1+ )

A value for G is required for plane frames, grillages and space frames.

A value for G is not allowed and cannot be entered in plane trusses or space trusses.

2.2 Material types

2.2.1 Materials

2.2.2 Young's modulus

2.2.3 Modulus of

rigidity

SuperSTRESS

Page 33


α This is only required for those members to which a temperature change is being

applied.

The coefficient of linear thermal expansion α is the linear strain induced in an elastic

material caused by a unit rise in temperature. Since strain is dimensionless, the units

are 'per degree'.

α is not allowed in plane trusses grillages or space trusses, but is optional in plane

frames and space frames.

ρ This is only required for structures that have members to which a self-

weight load is applied. The self-weight per unit length is calculated as

the product of Ax and the density.

Density is defined as the force of gravity per unit volume of material. The units of

density are therefore force per unit volume, rather then mass per unit volume.

In a plane frame the self-weight can act in either the X or Z global axes; the default is

Z.

In a grid frame, all loads are normal to the structure, so the self-weight acts in the

global Z axis.

In a space frame self-weights can act in the X, Y or Z global axes; the default is Z.

The self weight acts in the opposite direction to the specified axis.

Density is not available for plane trusses and space trusses.

Material name

The name can be used as an identification of the material in output

listings and reports. You are allowed a maximum of 50 characters.

The Sections table defines the cross-sectional properties of the members to be used in

the structure. Each section must be defined as one of the following:

General

Geometric

Haunch

Taper

Concrete

The section outline can be drawn in the graphical view to help checking that the

section is the correct type and has the correct orientation. See Graphics Properties .

General sections are defined in terms of previously calculated parameters such as Ax,

Iy etc. These parameters can be found in a variety of printed sources and are also

available in computer data format from which they can be directly imported into

SuperSTRESS. Standard Steel Section tables are available from Integer for the

2.2.4 Coefficient of

linear thermal

expansion

2.2.5 Density

2.2.6 Material name

2.3 Section types

2.3.1 Sections

2.3.2 General sections

SuperSTRESS

Page 34


common UK steel sections and these may be customised and supplemented by tables

from other sources.

The following properties can be entered: -

Ax

The cross-sectional area of the member normal to the member x-axis.

Ay, Az

The shear areas of the member corresponding to shear force acting in the

direction of the member y and z-axes. Note that sections imported from

the SCI Section Tables will have both shear areas set to zero. Shear

areas are not allowed in plane trusses or space trusses.

Ix

The torsional moment of inertia (or torsional constant) of the member

cross-section about its longitudinal axis. Ix is not allowed in plane

trusses, plane frames or space trusses.

Iy, Iz

The second moments of area about the member y and z axes. Iy is

required for plane frames, grillages and space frames. Ix and Iy are not

allowed in trusses.

Cz, Cy

The distance from the member y or z-axis respectively to any point at

which a stress is to be calculated. Distances are positive in the y or z

positive directions. Note that Cz is used for bending about the y-axis and

Cy for bending about the z-axis.

Name

The name can be used as an identification of the section. Maximum 50

characters.

For plane trusses and space trusses, SuperSTRESS must be supplied with Ax. For

plane frames, SuperSTRESS must be supplied with Ax and Iz. For grids,

SuperSTRESS must be supplied with Ix and Iy. For space frames, SuperSTRESS

must be supplied with Ax, Ix, Iy, and Iz.

Ay and Az are optional and are supplied for those members for which shear

deformation is to be taken into account. Members not allocated a value for Ay and

Az are assumed to be infinitely resistant to shear deformation (the same as the

engineer's usual assumption in Moment Distribution and other traditional methods of

analysis).

If Ay or Az is supplied for any member then a corresponding value for shear modulus

G must also be supplied through the Material Type.

If calculation of stresses is not required then both Cy and Cz can be omitted.

Geometric sections are defined in terms of a geometrical shape from which

SuperSTRESS automatically calculates the properties when required. The standard

shapes available are:

Rectangular

Conic (circular or elliptical)

Octagonal

I section

2.3.3 Geometric sections

SuperSTRESS

Page 35


T section

L section

H section

The following properties can be entered:

Dy, Dz

The overall dimensions in the member y and z directions.

Ty, Tz

The thickness in the member y and z directions.

Cy, Cz

The distance from the member z or y-axis to any point at which a stress

is to be calculated. Distances in the y or z direction are positive.

Name

The name can be used as an identification of the section. Maximum 50

characters.

Rectangular, conic and octagonal sections are assumed solid unless a thickness is

specified, in which case they are assumed hollow.

An octagonal section must always be symmetrical. Values for Dz and Tz are

therefore not required.

The section properties required by the analysis are calculated from the geometric

dimensions – see Section geometry definition . Note that values are always calculated

for the shear areas Ay and Az, and that the component of shear deflection will be

incorporated in the in-span member deflection. This relies on an accurate value for

the modulus of rigidity being defined for the relevant material.

In a plane frame the effect of the use of the modulus of rigidity in determining the in-

span displacements is not always appreciated, especially as it is not used when

determining the behaviour of the structure as a whole. Inappropriate values for the

modulus of rigidity can result in very large in-span member displacements in a

structure that appears to have quite normal joint displacements. You can eliminate

the calculation of the shear deflection (in the case of a plane frame) by transposing the

properties calculated for the geometric section into an equivalent General section ,

and setting the Ay and Az properties to zero.

The haunch is a varying section built up of an I section plus an inverted T section.

The haunch section is assumed to consist of an already defined I section with an

inverted T welded to the underside. The T section is tapered such that it has zero

depth at one member end and a depth of Dh at the other.

The following parameters are required:

S1 Base I section. A general I profile section imported from the Steel

Tables.

Dh The depth of the Inverted T section. At mid-span the depth is assumed to

be Dh/2.

Tw T section web thickness.

2.3.4 Haunch sections

SuperSTRESS

Page 36


Tf

T section flange thickness.

Wf

T section flange width.

Cz The distance from the member y-axis to any point at which a stress is to

be calculated. Distances are positive in the z positive direction. Note

that Cz is used for bending about the y-axis.

The section properties at mid-span are calculated from the dimensions of the base

section plus the haunch properties assuming a depth of Dh/2. For the purposes of the

analysis the properties of a haunch member type are assumed to be those calculated at

the mid-span.

A taper is a varying section tapering from one base geometric section to another base

geometric section.

The dimensions of a taper section are taken to be the average of the section at End1

and the section at End2. For the purposes of the analysis the properties of the section

are taken to be those of the average dimensions.

The following parameters are required:

S1

The member type at End1.

S2

The member type at End2.

Both S1 and S2 must be previously defined geometric sections with the same profile.

Do not confuse 'S1" and "S2" with the "S" used to identify a standard steel section.

Standard steel sections cannot be used with the taper section type.

Concrete sections are used principally in conjunction with SuperCONCRETE

modules.

Concrete sections are defined in terms of a geometrical shape from which

SuperSTRESS automatically calculates the properties when required. The standard

shapes available are:

General I

2.3.5 Taper sections

2.3.6 Concrete sections

SuperSTRESS

Page 37


Rectangular I

Tapered I

Rectangular T

Tapered T

Inverted tapered T

SuperSTRESS

Page 38


Simple rectangular

Tapered

rectangular

Simple circular

The following properties can be entered:

od

The overall dimension of the member in the z direction.

wwt, wwb

The thickness of the web (in the y direction) at the top and bottom

(on the inner face of the flange where present).

tfl, tfr, tfd

The dimensions of the top flange. tfl is the left dimension, tfr is

the right dimension and tfd is the flange depth. tfl and tfr are

measured from the centre line (z-axis) in the y direction. tfd is

measured in the z direction.

bfl, bfr, bfd

The dimensions of the bottom flange. bfl is the left dimension, bfr

is the right dimension and bfd is the flange depth. bfl and bfr are

measured from the centre line (z-axis) in the y direction. bfd is

measured in the z direction.

Cy, Cz

Cz is the distance from the member y-axis to any point at which a

stress is to be calculated. Distances in the y direction are positive.

Cy is always zero and is not editable.

Name

The name can be used as an identification of the section. Maximum

50 characters.

SuperSTRESS

Page 39


The section properties required by the analysis are calculated from the geometric

dimensions – as generally described in Section geometry definition. However, for

sections with tapering webs, the contribution of the tapering portion of the web is

ignored.

Note that values are not calculated for the shear areas Ay and Az, so that the

component of shear deflection will not be incorporated in the in-span member

deflection. Fields for Ay, Az are zeroed and dimmed.

The properties of a general section can be imported from any compatible steel

sections file. This is accessed from the Tables / Sections menu. The steel sections

file currently in use is specified in Tools / Options / General / Files.

A complete listing of the steel section tables available for use in SuperSTRESS and

SuperSTEEL is in a separate section. See SuperSTRESS steel section tables.

Details of how to transfer the section properties from the steel sections file to the

Section table are given in the Sections table description.

The steel section tables provided as standard (at additional cost) with SuperSTRESS

are the UK Sections and World Sections. Alternative steel tables can be used,

providing sections that comply with different dimensional specifications. All

sections, however, must be mappable to a standard UK section profile and have all the

data items required for the design process. Alternative steel section tables can be

specified in the Tools / Settings option, but these must be of the correct binary file

format to be recognised. Contact Integer if you wish to prepare such a file. A steel

sections generator is available from Integer, please also contact the support

department for details

Once installed any alternative section tables will be accessible from the drop-down

selection list in Settings on the Files tab. The files must be installed in the System

Files Folder – see Files/Configure.

The formulae used by SuperSTRESS in the computation of section properties are

given. The Engineer is also referred to:

1. 'Formulas for Stress and Strain' by Roark, Published by McGraw Hill

2. 'Reinforced Concrete Designer's Manual' by Reynolds, Published by Concrete

Publications Ltd

3. 'Steel Designers' Manual' published by Crosby Lockwood

In the formulae the following SuperSTRESS variable names have been substituted for

the symbols used by Roark and Reynolds.

Dy : the overall dimension in the local y direction

Dz : the overall dimension in the local z direction

Ty : the thickness in the local y direction

2.3.7 Steel sections

2.3.8 Sections specified

by geometry

2.3.8.1 Section geometry

definition

SuperSTRESS

Page 40


Tz : the thickness in the local z direction

Ax : the cross sectional area of the member

Ay : the shear area of the member corresponding to shear force acting in the

direction of the local y axis

Az : the shear area of the member corresponding to shear force acting in the

direction of the local z axis

Ix : the torsional moment of inertia ( or torsional constant ) of the member cross-

section about its longitudinal axis

Iy : the second moment of area ( moment of inertia ) of the cross-section about

the local y axis

Iz : the second moment of area ( moment of inertia ) of the cross-section about

the local z axis

The axes displayed in the figures refer to the local axes.

Sections specified by geometry include:

Solid Rectangle

Hollow Rectangle

Solid Conic

Hollow Conic

Octagon

I-Section

T-Section

L-Section

H-Section

SuperSTRESS

Page 41


Note that some section properties are not appropriate for some structure types.

A solid rectangle is produced if the values TY and Tz are entered as zero.

Square is a special case when D = Dy = Dz


RHS is a special case when T = Ty = Tz

SHS is a special case when T = Ty = Tz and Dy = Dz

2.3.8.2 Solid rectangle

section

2.3.8.3 Hollow rectangle

section

SuperSTRESS

Page 42


SuperSTRESS

Page 43



A solid conic is produced if the values TY and Tz are entered as zero.

Circle is special case when D = Dy = Dz

2.3.8.4 Solid conic section

SuperSTRESS

Page 44



SuperSTRESS does not allow a non-uniform wall thickness for hollow conic sections.

CHS is a special case when D = Dy = Dz

2.3.8.5 Hollow conic

section

SuperSTRESS

Page 45



SuperSTRESS does not allow a variation in wall thickness for hollow octagon

sections.

2.3.8.6 Octagon section

SuperSTRESS

Page 46



2.3.8.7 I-section

SuperSTRESS

Page 47



2.3.8.8 T-section

SuperSTRESS

Page 48



For Tz < Ty, swap Dz with Dy and Tz with Ty in the above formula for Ix.

The properties of H-Sections are calculated using the same formulas as I sections

properties.

2.3.8.9 L-section

2.3.8.10 H-section

SuperSTRESS

Page 49


Joints are positioned in space by reference to global Cartesian axes. Thus, while

during use of SuperSTRESS, reference is made to member axes, local axes and

projected axes for convenience; the actual joint positions are stored, and displayed in

tables, in global axes. In the global axis system, the origin is normally taken to be at

the bottom left corner of the structure, as viewed by default on the screen, but this is

not essential; it conveniently makes all the co-ordinates positive.

Plane frames and plane trusses are defined in the XZ global plane.

Grillages are defined in the XY global plane.

Space frames and space trusses are defined in general XYZ space.

The joint numbers need not be contiguous as SuperSTRESS renumbers the joints

internally before the analysis in order to reduce the maximum node number difference

and so increase efficiency. This means that undefined entries can be left in the joint

table so that joints can be numbered according to a specific scheme. For example,

level one joints could be numbered from one hundred onwards, level two from two

hundred, level three from three hundred and so on.

All joints are considered unrestrained unless supports are specifically introduced. The

possible restraints of a joint depend on the structure type:

Plane truss DX, DZ

Plane frame DX, DZ, RY

Grid frame DZ, RX, RY

Space truss DX, DY, DZ

Space frame DX, DY, DZ, RX, RY, RZ

Where, for instance, DX represents a Displacement restraint in the X direction, and

RY represents a Rotational restraint about the Y-axis.

The restraint directions are always related to the global axes and are independent of

any member framing into the joint.

The possible values of each restraint are as follows:

Rigid

A rigid restraint. The joint is rigidly fixed in the direction of or about the specified

global axis.

Free

No restraint. The joint is completely free to move in the direction of or about the

specified axis.

Spring

An elastic spring support. The displacement of the joint in the specified direction is

proportional to the reaction in that direction. The value of the spring represents the force

required to displace the joint by a unit distance (or unit rotation). The units for a linear

spring restraint (DX, DY or DZ) are therefore force per unit displacement, and for a

rotational spring restraint (RX, RY or RZ) are moment per unit rotation.

2.4 Joints

2.4.1 Joint co-ordinates

2.4.2 Joint numbers

2.5 Joint supports

SuperSTRESS

Page 50


Every member in the structure must have all of the following attributes specified

(except for beta angle, which only applies to Space Frames):

End1 The joint at the start of the member. End1 is the origin of the

member axes.

End2 The joint at the end of the member. The member x-axis runs from

End1 to End2.

Material type The number of the Material type as defined in the Materials table.

Section type The number of the Section type as defined in the Sections table.

Beta angle The rotation through which the member is rotated about its x-axis.

A positive beta angle is measured clockwise when looking in the

direction of the member x axis. This angle is only available for

Space Frames.

In frame structures, as opposed to trusses, all members are initially assumed to be

fully fixed to the joint at each end. If a member is hinged, or has an axial or torsional

release at either end, then it must be entered in this table. If a member is fully fixed at

each end then it does not have to be entered in this table. Because all members in

truss structures are always assumed to be pinned at both ends, this table has no

relevance to them.

The possible releases that can be applied to a member depend on the Structure Type.

Plane truss None

Plane frame Dx, Ry

Grid frame Rx, Ry

Space truss None

Space

frame

Dx, Rx, Ry, Rz

Dx refers to an axial release. This makes the member to which the release is applied

behave like a telescope. It is not permissible to apply an axial release to both ends of

a member as that member would then be totally unrestrained in the member x

direction, and could fly off like an arrow.

Rx refers to a torsional release. In other words, at the end to which the release is

applied, there will be no transfer of torsion from the joint to the member or vice-versa.

As with the axial release, it is not permissible to apply the torsional release to both

ends of the same member. In this case the member would be free to spin like an axle.

Ry and Rz refer to pins or hinges about the specified member axis of bending. At the

end to which the release is applied, there will be no transfer of moment (about the

specified member axis) from the member to the joint or vice-versa. Typically, a Ry

release applied to both ends of a member in a plane frame would make it behave as a

simply supported beam.

2.6 Members

2.7 Releases

2.7.1 Member releases

SuperSTRESS

Page 51


A common problem in modelling a structure is the occurrence of a local or global

mechanism caused by the introduction of too many releases into the model.

A local mechanism is specific to a joint in the structure and will occur when that joint

is not rigidly fixed to either a member or to a support in all of its global degrees of

freedom. (The global degrees of freedom for each joint in the structure simply refer

to the directions in which that joint can displace or rotate.) This will always be

trapped by the analysis and the joint number at which the mechanism was discovered

will be reported.

As an example, consider a joint in a grid frame that has two members framing into it

at right angles to each other. Both members can have torsional releases (Rx) without

the joint becoming unstable. However if one joint were released in Mx and the other

in My, then both these member releases correspond to the same global release as the

two members are at right angles. The joint would then be unstable and a mechanism

would be reported.

A global mechanism failure is one where part or all of the structure becomes unstable

and is liable to literally fall over. This will normally be reported by SuperSTRESS

during the analysis, but may also be indicated in less severe cases by excessive

displacements or an imbalance of loads and reactions. See ill conditioning .

Truss structures are especially prone to global mechanism failures, as all member /

joint connections are pinned. The only way to guarantee stability in a truss is to

triangulate every panel in the structure. This cannot be over-emphasised, especially

when considering a space truss.

Plane frames, grid frames and space frames are stable unless one of the following

applies:

A joint has no members connected to it. This will be reported as an isolated

joint during the early stages of the analysis.

All members at a joint are released in a particular global direction, and there is

no support in that global direction. This will result in a local mechanism

failure at that joint.

A sub-structure can move independently of the main structure resulting in a

global mechanism failure. See multiple structures.

The structure can move freely in a particular direction, again resulting in a

global mechanism failure.

When trying to determine the cause of a mechanism, always check the releases on the

reported joint first. When you are satisfied that the joint is restrained in all its global

degrees of freedom, you should then consider the stability of the structure as a whole.

Supports and members can be limited to providing a reaction or stiffness in certain

directions only. For example, a member can be limited to act only in compression, or

a support can be limited to providing a reaction only to a resultant downward force.

The following two topics outline the data requirements. Refer to Method of Analysis

for further details.

Supports can be limited to provide a reaction in a specific direction only. For

example, a vertical support on a continuous beam can be modelled to provide a

2.7.2 Mechanisms

2.8 Limits

2.8.1 Limits tables

2.8.2 Support limits

SuperSTRESS

Page 52


reaction to a resultant downward force but not an upward force, thus allowing the

support to lift.

Only displacement restraints can be limited. Therefore, the following support

restraints can be applied to the given structure types:

Plane truss / frame DX, DZ

Grillage / grid frame DZ

Space truss / frame DX, DY, DZ

Note that a structure using this feature requires an iterative solution and so will take

longer to analyse.

The limits for each restraint direction are defined as follows:

Negative The support is free to move in the negative direction of the restraint

to which it is applied. For example a negative limit applied to the DZ

support restraint will allow a downward vertical movement but not an

upward vertical movement.

Positive The support is free to move in the positive direction of the restraint to

which it is applied. For example a positive limit applied to the DZ

support restraint will allow free uplift but prevent downward

displacement.

None The support provides a reaction in both directions of the restraint.

This is the normal state of the restraint.

Note that all the joints that have been defined as supports will appear in the Support

Limits table. It is not possible to delete supports from this table except by deleting

them from the Supports table.

Members can be limited to act in only tension or compression. This can be used to

model such things as tension-only bracing. Any member in the structure can be

specified as being either tension-only or compression-only.

Tension - only The member cannot take compressive forces. It has either a

tensile or zero force.

Compression - only The member cannot take tensile forces. It has either a

compressive or zero force.

Note that loads on tension-only members should be avoided, because the loading may

cause the axial forces at the two ends of a member to be different. In some

circumstances, this can result in the analysis not converging. Loads such as self-

weight can be replaced by loads at joints. Loads such as temperature loads can cause

more difficulty and you may wish to consider replacing the tension-only member with

an ordinary member subject to a pre-strain (load type Member Strain). The member

will not then act in a non-linear way when loaded.

Note that a structure using this feature requires an iterative solution and so will take

longer to analyse.

2.8.3 Member limits

SuperSTRESS

Page 53


Note also that this table is not available when modelling a grid frame, as in this

structure type there is never an axial component of force.

Any number of loadcases can be analysed. Each one can be given a title, and each

will have a complete set of results that can be printed and displayed graphically.

There are three types of loadcase.

Basic Each entry in a basic loadcase consists of an individual load

applied to either a joint or a member such as a point load or a

distributed load. There are a number of possible load types, all of

which are outlined in the following topics.

Pattern Each entry in a pattern loadcase references a previously defined

basic loadcase. Only the basic load entries that relate to the listed

joints and members will be included in the pattern. Each entry in

the pattern can be factored.

Combination Each entry in a combination loadcase references a previously

defined basic, pattern or combination loadcase. As with a pattern

loadcase, each entry can be factored.

Each type of loadcase has its own table of loadcases. Each loadcase is identified

throughout SuperSTRESS both by its title and its reference.

Undefined entries in the loadcase tables do not affect the solution time as they are

renumbered internally to remove the gaps.

The title is entered when changing an existing loadcase or when adding a new one.

The maximum length is 40 characters.

The reference is derived from the loadcase type and the entry number in the relevant

loadcase table. The entry number is appended to the first character of the type.

Therefore, Basic loadcase number 5 is referred to as B5, Pattern number 10 as P10

and Combination number 2 as C2.

There are twelve load types divided into joint, member and area loads. These are

described in the following topics.

Joint

concentrated a force or moment applied to a joint

displacement a displacement (linear or rotational) applied to a joint

Member

concentrated a point force or moment applied to a member

full a uniformly distributed load over the full length of a

2.9 Loads

2.9.1 Load definitions

2.9.1.1 Loadcases

2.9.1.2 Loadcase titles

2.9.1.3 Load type

SuperSTRESS

Page 54


member

self weight the member's self weight acting as a uniformly

distributed load

uniform a uniformly distributed load over part of the length of

a member

linear a linearly varying load over part of the length of a

member

point distortion a distortion at a point along the member's length

full distortion a distortion over the member's full length

temperature a load induced by a temperature increase or decrease,

along or across the member

strain an axial strain affecting the full member's length (also

known as a length coefficient)

Area

uniform a constant uniformly distributed load over the full load

area

This defines the action of the load and its direction. It consists of a pair of characters.

The first character is one of the following:

F Linear Force

M Moment

D Displacement or distortion

R Rotation

The second character specifies the axis in or about which the load acts and will be X,

Y or Z (upper case) for global axes, or x, y or z (lower case) for member axes. The

axis system is not solely defined by the Load Action; for joint loads it is always the

global axes, for member loads (where it is relevant) it is also determined by the Load

Axes parameter.

For example, FX represents a force in the direction of the global X-axis; Mz

represents a moment about the member z-axis.

This defines the axis system to which the Load Action relates.

M Member axes

G Global structure axes

P Projected axes

The following applies to the Load Type, the Load Action and the Axes parameters:

Both types of Joint Load, concentrated and displacement always act in the

global axes. This parameter is not requested for such loads.

Loads specified as Global or Projected act parallel to and in the direction of,

the specified global axis. A negative load value will reverse the direction of

the load.

For a global distributed load, the total applied load is the product of the

average intensity and the loaded length or area.

2.9.1.4 Load action

2.9.1.5 Load axes

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Page 55


For a projected distributed load, the total applied load is the product of the

average intensity and the loaded length or area as projected normal to the

specified global axis.

The diagrams in the following topics show how Member, Global and Projected loads

are applied.

Joint No.

Joint to which load is applied.

Load action

Force or Moment plus direction (for example FY, MX).

P

Value of point load. Joint concentrated loads act parallel to or about

the global axes. A force is positive in the positive global axes

direction. A moment is positive if clockwise about the global axis

looking in the positive axis direction.

An inclined load should be resolved into horizontal and vertical components. If the

inclined load is parallel or normal to one of the members meeting at the joint then it

can be applied directly as a Member Load (MC) a zero distance along that member

from either end.

It is permissible to apply joint concentrated loads against supported joints. Applying

loads against rigid supports will affect only the reaction at that support.

Joint concentrated loads may be entered for all structure types.

2.9.2 Joint loads

2.9.2.1 Joint concentrated

loads

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Page 56


Joint No.

Joint to which displacement applies.

Load action

Displacement or rotation plus direction (e.g. DX, RZ).

D

Value of displacement or rotation. Joint displacements and rotations

act parallel to or about the global axes. A displacement is positive in

the positive global axis direction. A rotation is positive if clockwise

about the global axis looking in the positive axis direction.

Joint displacement loads can only be applied to supported joints and then only in the

direction of a fixed restraint.

Only supported joints can be displaced. Furthermore there cannot be a displacement

specified in the direction of any total release at that support.

Joint displacements are useful for investigating the effects of settlement of

foundations.

Joint displacement loads may be entered for all structure types.

2.9.2.2 Joint displacement

loads

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Page 57


Member no.

Member to which load is being applied.

Load action

Force or Moment plus direction (e.g. MZ).

Axes

Member or Global. Defaults to the previous entry (or to Global if it

is the first entry).

P

Value of concentrated load.

L

Distance from End1 of member.

Member Concentrated loads comprise forces (Fx, Fy, Fz, FX, FY, FZ) or moments

(Mx, My, Mz, MX, MY, MZ) acting parallel to or about the member or global axes.

A moment is positive if clockwise about the relevant axis, looking in the positive axis

direction.

Member concentrated loads may only be entered for plane frames, grid frames and

space frames.

2.9.3 Member loads

2.9.3.1 Member

concentrated load

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Page 58


Member no.


Load action

Force or Moment plus direction (e.g. FY).

Axes

Member, Global or Projected. Defaults to the previous entry (or to

Global if it is the first entry).

W

Load intensity.

Member Full loads comprise forces (Fx, Fy, Fz, FX, FY, FZ) or moments (Mx, My,

Mz, MX, MY, MZ) acting parallel to or about the member or global axes. A moment

is positive if clockwise about the relevant axis, looking in the positive axis direction.

The specified load intensity is applied to the full length of the member regardless of

its length. This means that the load entry need not be adjusted if altering the structure

geometry subsequently changes the member length.

Member full loads may only be entered for plane frames, grid frames and space

frames.

2.9.3.2 Member full load

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Member no.


Load action

Force plus direction (e.g. FY). The load acts parallel to and in the

opposite direction to the specified global axis.

F

Multiplication factor.

In a plane frame the self-weight can act in either the X or Z global axes; the default is

Z.

In a grid frame, all loads are normal to the structure, so the self-weight acts in the

global Z axis.

In a space frame self-weights can act in the X, Y or Z global axes; the default is Z.

The self weight acts in the opposite direction to the specified axis.

The factor is a multiplier to allow for the additional weight of any material (such as

cladding) not accounted for by the cross sectional area of the member. The density

must be defined in the Material Type table for those members to which the load is

applied. The self-weight is calculated as a uniformly distributed load of intensity

multiplication factor x density x Ax.

Member self-weight loads may only be entered for plane frames, grid frames and

space frames.

2.9.3.3 Member self weight

load

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Member no.


Load action

Force or Moment plus direction (e.g. FY).

Axes



W

Load intensity.

La, Lb

Distances from End1 of start and finish of load. La defaults to zero,

the start of the member. Lb defaults to the length of the member in

tables but to zero in graphics where the member to which the load is

to be applied is not yet known.

Member Uniform loads comprise forces (Fx, Fy, Fz, FX, FY, FZ) or moments (Mx,

My, Mz, MX, MY, MZ) acting parallel to or about the member or global axes. A

moment is positive if clockwise about the relevant axis, looking in the positive axis

direction.

If a uniform load is to be applied to the full length of the member regardless of

member length then use load type MF.

Member uniform loads may only be entered for plane frames, grid frames and space

frames.

2.9.3.4 Member uniform

load

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Member no.


Load action

Force or Moment plus direction (e.g. MZ).

Axes



Wa, Wb

Intensities at start and finish of load.

La, Lb

Distances from End1 of start and finish of load. La defaults to

zero, the start of the member. Lb defaults to the length of the

member in tables but to zero in graphics where the member to

which the load is to be applied is not yet known.

Member Linear loads comprise forces (Fx, Fy, Fz, FX, FY, FZ) or moments (Mx, My,

Mz, MX, MY, MZ) acting parallel to or about the member or global axes. A moment

is positive if clockwise about the relevant axis, looking in the positive axis direction.

Member linear loads may only be entered for plane frames, grid frames and space

frames.

2.9.3.5 Member linear load

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Member no.

Member to which the point distortion is being applied.

Load action

Distortion or Rotation plus direction (e.g. Rz).

D

Value of distortion or rotation. Member point distortions act parallel

to or about the member axes. The effect is as if the member were cut

at the point of application, the action applied to the end of the

member attached to End1, and then the member joined together

again. A distortion or rotation is positive if the end of the member

attached to End1 moves in a positive member axis direction.

Because the theory depends on small angles (theta = tan (theta))

there is a limit of 5 degrees on the member distortion.

L

Distance from End1 of member.

Member point distortions can be used for generating influence lines by imposing a

discontinuity in a member at a point.

If a unit linear distortion Dz is applied at the point in the member then the

resulting displacement plot will represent the shear force influence line.

If a unit rotational distortion Ry is applied then the resulting displacement plot

will represent the bending moment influence line.

Similarly, if a unit twisting distortion Rx is applied then the influence line for

torque will be produced

Influence lines and surfaces may also be created automatically using the Tools /

Influence Surface facility.

Member point distortion loads may only be entered for subframes, plane frames, grid


2.9.3.6 Member point

distortion load

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Page 63


Member no.

Member to which distortion is being applied.

Load action

Distortion or Rotation plus direction (e.g. Rz).

D

Value of distortion or rotation. Member distortions act parallel to or

about the member axes. The effect of the distortion takes place over

the full length of the member and is measured by the relative action

on End2 compared to End1. A distortion or rotation is positive if

End2 of the restrained member tries to move in a positive direction

relative to End1. For rotational distortions Rz and Ry, the angle is

measured between the tangents to the member at End2 and End1.


there is a limit of 5 degrees on the member distortion.

This Load type is useful for solving lack-of-fit problems. For example, a member that

is too long to fit properly or is bowed before fixing.

Member distortion loads may only be entered for subframes, plane frames, grid


2.9.3.7 Member full

distortion load

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Member no.

Member to which temperature load is being applied.

Load action

Dx, Dy or Dz.

Temp. rise

For load action Dx, this is the increase in temperature of the whole

member. Enter a negative value if the temperature decreases. The

temperature change affects the length of the member in the member

x direction (along the member). The unrestrained extension of a

member of length l, coefficient of thermal expansion c, undergoing

a rise in temperature t, is the product lct. The coefficient has units

of 'per degree'.

For load actions Dy and Dz, this is the increase in temperature

between the outermost fibre in the top flange and the bottom flange.

'Top' means in the positive y or z direction. A positive increase is

when the temperature in the top increases relative to that at the

bottom. The effect of this load depends on the depth of the member.

The depth is obtained from the Sections table. If no depth has been

defined in the Sections table, this load will have no effect.


there is a limit of 5 degrees on the member distortion caused by the

applied temperature load.

The maximum temperature rise is 5000 degrees Celsius.

The coefficient of thermal expansion (CTE) must be defined in the Material Type

table for those members to which this load is applied.

Member temperature loads may not be entered for plane trusses and space trusses.

For grillages, load action Dx is not allowed. For plane frames and subframes, load

action Dy is not allowed.

2.9.3.8 Member

temperature load

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Page 65


Member no.

Member to which the strain is being applied.

Strain

Dimensionless axial strain.

The strain is defined as the increase in length per unit length of the member. A

negative strain signifies a shortening of the member.

Member strain loads may only be entered for plane frames and space frames.

SuperSTRESS load areas are created so that you may later define area loads as basic

loadcase entries to apply to them. They enable you to control how the area load is

applied to the structure.

Load areas are user defined regions containing panels of members . Members within a

panel must lie in the same plane, but panels within a load area do not have to lie in the

same plane. . Each panel is bounded by a ring of members. Area loads will only be

distributed to rings of members and not to members forming incomplete rings.

To define a load area, you must define a number of members that form complete rings

so that SuperSTRESS can recognise valid panels. Members that do not form part of

complete rings are ignored. Cantilevers, whether internal or external are always

ignored.

The load area may be defined as one-way or multi-way. In one-way load areas, load

is distributed in a single direction relative to one of the global axes. In multi-way load

areas, load is uniformly distributed in all directions. The span direction is an attribute

of the load area and not of the area loads that may be applied to it.

For the global XY plane, or planes parallel to it, the span direction is measured

relative to the global X axis, positive anticlockwise looking in the negative Z

direction. For all other planes, the span direction is measured relative to the

intersection line of the plane with the global XY plane.

2.9.3.9 Member strain load

2.9.4 Area loads

2.9.4.1 Load areas

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Page 66


You may define the members either by entering a list of them in the load areas table,

or graphically.

When defined, load areas may be displayed in graphics as colour shaded panels. The

tool-tip query may be used to identify the load areas. Simply hover the cursor over

the load areas and a pop-up window will appear giving information on them.

The following diagrams show examples of the rules that govern the creation of load

areas.

1. Incomplete rings of members are ignored.

2. Panels with members not in the same plane are ignored.

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Page 67


3. Panels with crossing members are ignored.

4. Horizontal base areas under pitched areas are ignored.

5. Panels with limited members are ignored.

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Page 68


6. Panels with coincident members are ignored.

Area loads are a load type just as joint loads and member loads. They are applied to

load areas previously specified and are converted by SuperSTRESS into member or

joint loads, according to the structure type. For space trusses, joint loads are

generated. For grid frames and space frames, member loads are generated. This load

type is not available for plane trusses, plane frames and subframes, since they do not

allow loading out of the plane of the structure.

In the current release of SuperSTRESS, only one area load type is available -

'Uniform', being a constant uniformly distributed load covering the whole of the load

area.

Load area The name of the load area to which load is being applied.

Load type

This is always 'Uniform'.

Axes



See below for details of the affect the different axes have for area

loading

Action

This must be either FX, FY or FZ for space trusses and space

frames, or FZ for grid frames. The default is FZ.

W

The intensity of the applied uniform loading. The default is zero.

Positive loads act in the positive direction of the specified global

axes. Therefore loading applied to horizontal slabs is normally

negative.

With all types of load axes, Normal, Global and Projected, the load for each panel is

dispersed in its own plane, not the global plane. The diagrams below show how the

load is applied.

2.9.4.2 Area uniform loads

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Page 69


Projected load axes

Global load axes

Normal load axes

The distribution of area loads onto the members contained within the loaded area

takes place in two stages.

Firstly, the load area is split up into individual rings of members. These rings must be

complete so that the area contained is fully enclosed, and the members must not cross

each other.

2.9.4.3 Area load

translation

SuperSTRESS

Page 70


Secondly, these rings are split into triangles of as regular a shape as possible.

Thirdly, the uniform load on each triangle is translated into a number of discrete point

loads.

The creation of point loads is carried out as follows:

1. Taking each triangle in turn, each side is subdivided into the same number of

equally spaced intervals. This spacing is determined from the 'Max load point

spacing for area loads' setting in the SuperSTRESS area loading options. The

actual spacing on each side is determined by dividing the longest side by this

setting and rounding up to the nearest integer. For example, if the length of

the longest side is 2.750mm and the spacing setting is 200 mm then the

number of intervals used is 2750 / 200 = 13.75, which is rounded up to 14.

The spacing of these intervals would then be 2750 / 14 = 196.43mm. The

spacing on the shorter sides will be less than this. These points are then used

to draw a number of smaller triangles inside the larger ones, as shown below.

In each large triangle there are n x n smaller, identical triangles, where n is the

number of intervals along any side of the larger triangles. n x n is the sum of

the arithmetic series 1, 3, 5 … (2n-1).

2. The method for sharing the load between the vertices of the smaller triangles

is based on the mathematical theorem that the centre of gravity of any uniform

triangular lamina is the same as that of three equal particles placed at the

vertices of the triangle. Assuming that a uniform load of 3p is applied over

the surface of each of the smaller triangles, this can then be replaced by a

point load of p at each of the its nodes. For the larger triangle the loads in its

smaller triangles can be summed at each node to produce loads of p at each

vertex, 3p at each edge node (excluding the vertices) and 6p at each internal

node

3. Given that there are n x n smaller triangles in each of the larger triangles then

p can be evaluated from:

3p x n x n = A x w

where A is the area of the large triangle and w is the area load intensity

that is,

p = A x w / (3 x n x n)

SuperSTRESS

Page 71


4. The total number of nodes, m, in each of the larger triangles is calculated from

the formula:

m = (n+1) x (n+2) / 2

which is the sum of the arithmetic series 1, 2, 3 … (n+1)

5. The co-ordinates of the vertices of all the smaller triangles are now calculated

and using the value of p calculated above, m point loads are created and

factored by either 1, 3 or 6 in accordance with 4 above. When taken together

these loads are statically equivalent to the area load over the large triangle.

Following the translation of the area load acting on each member ring into discrete

point loads, these point loads are then distributed to the members of the ring. The

method for doing this is known as dispersion and was invented by Integer for H-

LOAD in 1992. It produces member (or joint) loading that is statically equivalent to

the applied loading, and has proved to give good distributions under a wide variety of

geometries.

A full description of the dispersion method is given in H-LOAD dispersal method.

For the SuperSTRESS implementation, the following generation parameters are

fixed internally.

For one-way spanning areas

member width tolerance is set to 1mm

dispersion direction angle is set to the angle specified in the load areas table

maximum angular increment is set to zero

left dispersal offset is set to zero

right dispersal offset is set to zero

nodelet tolerance is set to 1mm

corner tolerance is set to 1mm

For multi-way spanning areas

member width tolerance is set to 1mm

dispersion direction angle is set to 90 degrees

maximum angular increment is set to 10 degrees

left dispersal offset is set to 90 degrees

right dispersal offset is set to 90 degrees

nodelet tolerance is set to 1mm

corner tolerance is set to 1mm

No torques are produced by SuperSTRESS area loads; these are assumed to be taken

out within the slab or other spanning surface.

Following analysis, the values of area load applied and assigned to the structures are

listed in the equilibrium check. When some area load cannot be applied (for instance

because the load direction is parallel with the plane of the load area) there will be a

difference between the applied and assigned loads. This is reported as unassigned

load.

2.9.4.4 Area load

dispersion

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Page 72

VIEWS

The Explorer can be used as the main vehicle for navigation around SuperSTRESS. It

gives access to Dialog boxes, Data tables, Results tables, Reports and Saved Views.

Dialog boxes enable input of data which is not in a table format. Nonetheless, dialog

boxes are treated in the same way as tables in the Explorer, except that they have a

different icon.

Double clicking on either the Sections branch or one of the section types will open up

the Sections dialog box, the difference being that in the latter case, the section type

will be highlighted as the current section.

As above, tables have a different icon to dialog boxes, and access to the table is

achieved by simply picking on the table branch.

Tables have the same expanded and compressed modes on the tree as dialog boxes,

see below.

3. Views

3.1 Explorer view

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Page 73

VIEWS

If you define and build influence surfaces, these will appear in the Explorer following

the loads.

Temporary basic loads created during building the surfaces will be appended to any

existing basic loads and then deleted on completion (unless you specifically request

that they aren't by removing the tick from 'Delete surface loadcases after use' in the

Define Surfaces dialog box).

When analysed, the various results tables accessible are also shown on the tree.

Again, simply double click on the results table to display it.

Next, any reports you have set up are displayed. Double click on the report you want

to view it.

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VIEWS

Finally, any views you have set up are displayed at the bottom of the tree.

Double click on the view to change the Graphics window to that view.

A complete Explorer view, with results, reports, influence surfaces and views follows.

In addition, the Explorer is expanded to include branches for Wood-Armer, H-

LOAD, AutoLoader, SuperSTEEL and SuperCONCRETE.

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Page 75

VIEWS

In SuperSTRESS, the graphics view is a diagram of the structure, with features such

as loads and supports, and with annotation if required.

For a detailed description of the Graphics facilities, please see the Graphics Section.

Unlike Graphics, the Tables view features a wide variety of different windows. These

are represented by dialog windows and spreadsheet style windows.

There are two main types: input tables and results.

For a detailed description of the Tables facilities, see the Tables Section.

SuperSTRESS has a full implementation of all the facilities on the toolbars. For

information on the facilities provided, see SuperSUITE toolbars.

3.2 Graphics view

3.3 Tables view

3.4 Toolbars

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Page 76

GRAPHICS

SuperSTRESS graphical properties are always available.

The graphical properties in SuperSTRESS are divided into nine areas, in two groups,

Input and Output.

Input

Data

covering what elements of the structure and its properties are shown.

Input labels covering identification of the joints, members, sections and loads.

Load areas

covering what load areas are displayed

Loadcases

covering what loadcases the results are to be displayed for.

Surfaces

covering which influence surfaces are to be displayed.

Input scales

covering the scales used for the structure and loads.

Output

Results

covering what results are displayed.

Output labels

covering labelling of moments, shears, reactions and deflections.

Output scales

covering the scales used for the results and influence surfaces.

4. Graphics

4.1 Graphics

properties

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Page 77

GRAPHICS

The graphical elements that may be plotted are shown above.

To plot a feature, tick the check box next to the feature by picking on it. Features

may be deselected by picking the box again (the tick will disappear).

Each feature (except global axes) has, displayed to its right, a structure set associated

with it. Pick the set name or the down arrow next to it and a selection list showing all

existing structure sets will appear, allowing you to select an alternative set.

Section outlines are drawn part-way along the member to avoid other annotation. The

sections are not drawn to scale, but do show the correct cross section type and

orientation of the member, taking into account any member rotation. The relevant

section is drawn for I, circular, square, rectangular, channel, angle, tee, H and octagon

sections. For general, haunch and concrete sections, a special shape is shown, as

below.

Member, point and uniformly distributed loads are plotted acting towards the member

to which they are applied. If the sign of the load is reversed, then the load is drawn on

the opposite side of the member, but still acting towards the member. Moment loads

are plotted showing their correct sense, ie clockwise or anticlockwise.

Note that the 'structure' structure set overrides all others, so that if you ask for features

on joints or members not in that list, they will not be plotted.

4.2 Input data graphics

properties

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Page 78

GRAPHICS



Each label feature has, displayed to its right, a structure set associated with it. Pick

the set name or the down arrow next to it and a selection list showing all existing

structure sets will appear, allowing you to select an alternative set.

Input labels for joint, member and section numbers are only drawn if the joint or

member is in the current structure set and in the structure set selected for the label.

The Key option, when picked, displays a key on the Graphical Model that helps

identify different loadcases on the model and also states the scale at which the model

is shown. It also enables you to give the view a title for printing. This title is input in

the Page Setup option.

The Graphics / Properties / Load areas displays a selection list of existing load areas

for display. If you wish to change the selected load areas pick on the load areas entry .

This field is a toggle field and each time you pick it, it changes from selected

(highlighted) to deselected. The 'Select All' and 'Deselect All' buttons provide

shortcut selection methods, as well as use of the shift key to select all entries between

selected entries, and the control key to select individual entries without deselecting

others.

At the top of the load areas list is a drop down selection list titled 'Load Area Sets'.

This contains a list of all stored load area sets, the Current load area set and All load

areas. Pick the load area set name you require and the load areas comprising that set

will become highlighted. You may edit these individually as described above. To

store a load area set, select those load areas you wish to be included, then pick the

'Load Area Sets' button and proceed as follows:

4.3 Input label

graphics properties

4.4 Load area graphics

properties

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Page 79

GRAPHICS

Save

The current load area selection will be saved with the name of your

choice. A table of currently saved load area sets is displayed. You

can overwrite an existing load area set by highlighting the entry in the

table before picking Save.

Recall

Pick one of the saved load area sets and select Recall. You will be

presented with three options:

Overwrite

The current load area set will be replaced by the saved set.

Add

The saved load area set will be added to the current set. If a load area

occurs in both sets it will appear only once in the resultant set.

Remove

The saved load area set will be removed from the current set. Only

load areas that occur in both sets will be removed. If a load area in

the saved set does not occur in the current set, it will not appear in the

resultant set.

Delete

A previously saved load area set can be deleted from the list of load

area sets. Pick the set to be deleted and pick the 'Delete' button. You

will be asked to confirm before the deletion takes place.

Rename

Simply pick the load area set you wish to rename and then enter the

new name.

The Graphics / Properties / Loadcases option displays a selection list of existing

loadcases for display. If you wish to change the selected loadcases pick on the

loadcase entry. This field is a toggle field and each time you pick it, it changes from

selected (highlighted) to deselected. The 'Select All' and 'Deselect All' buttons

provide shortcut selection methods, as well as use of the shift key to select all entries

between selected entries, and the control key to select individual entries without

deselecting others.

4.5 Loadcase graphics

properties

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Page 80

GRAPHICS

An icon to the left of each loadcase shows the analysis status as identified in a key at

the bottom right of the dialog box. A solid green circle indicates a loadcase that has

been analysed. A solid red circle indicates a loadcase that has not been analysed.

Only structures with a large displacement analysis setting or with member limits or

support limits can have combination loadcases individually selected for analysis

where the referenced basic loadcases are not also selected. See Analysis loadcases.

Obviously, graphics of results will only be displayed for loadcases that are selected

and have been analysed.

At the top of the loadcase list is a drop down selection list titled 'Loadcase Set'. This

contains a list of all stored loadcase sets, the Current loadcase set and All loadcases.

Pick the loadcase set name you require and the loadcases comprising that set will

become highlighted. You may edit these individually as described above. To store a

loadcase set, select those loadcases you wish to be included, then pick the 'Loadcase

Sets' button and proceed as follows:

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Page 81

GRAPHICS

The loadcase set facility provides two main benefits. Firstly the saved sets can be

recalled, so saving time that would otherwise be needed to re-specify the selection.

Secondly, the loadcase set names are substituted for the string of loadcase references

normally displayed in table headers and on graphical output. Four buttons provide

control:

Save

The current loadcase selection will be saved with the name of your

choice. A table of currently saved loadcase sets is displayed. You

can overwrite an existing loadcase set or pick the next blank entry in

the table and enter a name.

Recall

Pick one of the saved loadcase sets and select Recall. You will be

presented with three options:

Overwrite

The current loadcase set will be replaced by the saved set.

Add

The saved loadcase set will be added to the current set. If a loadcase

occurs in both sets it will appear only once in the resultant set.

Remove

The saved loadcase set will be removed from the current set. Only

loadcases that occur in both sets will be removed. If a loadcase in the

saved set does not occur in the current set, it will not appear in the

resultant set.

Delete

A previously saved loadcase set can be deleted from the list of

loadcase sets. Pick the set to be deleted and pick the 'Delete' button.

You will be asked to confirm before the deletion takes place.

Rename

Simply pick the loadcase set you wish to rename and then enter the

new name.

During graphical display, the Properties dialog box is extended to cover Surfaces to

enable you to select those surfaces you wish to view. Having selected which surfaces

to view, they are then switched on by ticking 'Influence Surfaces' under the Results

option.

4.6 Surfaces graphics

properties

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GRAPHICS

4.7 Input scales

graphics properties

SuperSTRESS

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GRAPHICS

All of the input scaling parameters are controlled from this option. You have access

not only to the structure scale, but also the scales for the various types of loading.

The structure scale is displayed in the form of an engineering scale, such as 1:50 or

1:100. All other scales are given in the form 1mm = X, i.e. 1 millimetre on the

screen represents X units of the scaled item. The units for each scaled variable may

be changed by picking on the units field to the right of each item. A drop down

selection list will open, enabling you to select one of the units options. The structure

scale is automatically calculated from the current graphical view. This will almost

certainly not be a whole number, however you can edit this value to the nearest

suitable scale if you wish.

In the load scales, a choice is available of how the scaling is applied at the next

redraw. See Auto Redraw under Graphics Options for details of when the redraw

takes place.

The options are chosen using a 'Tri-state' tick box; i.e. the tick box has three different

states relating to the following scaling option.

State 1- Unticked

Use current

scale

The scales set in the scale

fields will be used to

redraw graphical views at

the next redraw.

State 2- Ticked, dimmed

Rescale next

redraw

SuperSTRESS will

automatically choose scales

so that the plotted attributes

fit sensibly onto the current

view. These are used at the

next redraw, following

which the calculated scales

are inserted into the scale

fields and the scaling option

is changed to 'Use current

scale' - see above.

State 3- Ticked, undimmed

Rescale always

The scale is automatically

recalculated on each redraw

of the view.

You may toggle between these states by picking on the tick box.

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This enables you to control the display of the following features.

Plane trusses

Space trusses Plane frames

& Sub frames

Grid frames

Space frames

Forces Fx

Reactions FX

Reactions FZ

Deflections

Forces Fx

Reactions FX

Reactions FY

Reactions FZ

Deflections

Moments My

Forces Fx

Shears Fz

Reactions FX

Reactions FZ

Reactions MY

Deflections

Torques Mx

Moments My

Shears Fz

Reactions FZ

Reactions MX

Reactions MY

Deflections

Torques Mx

Moments My

Moments Mz

Forces Fx

Shears Fy

Shears Fz

Reactions FX

Reactions FY

Reactions FZ

Reactions MX

Reactions MY

Reactions MZ

Deflections

To plot a feature pick the check box next to it and a tick will appear to show that it

has been selected. Features may be deselected by picking the box again (the tick will

disappear).

4.8 Results graphics

properties

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Each feature has, displayed to its right, a structure set associated with it. Pick the set

name or the down arrow next to it and a selection list showing all existing structure

sets will appear, allowing you to select an alternative set.

Below the features is 'Envelope' with a check box. If this is ticked then an envelope

will be drawn of the currently selected loadcases for each ticked feature. If it is not

ticked then the currently selected loadcases are drawn individually. A colour key at

the bottom of the screen indicates which loadcase is which.

Note that the deflections are never drawn as an envelope, because the displaced shape

of the structure includes the global joint displacements as well as the local member

displacements so that the displaced shapes are not co-planar.

If results annotation is requested for deflections (see Graphics Options ) then the

values shown will relate to the vector global displacements for the individual selected

loadcase(s) and not to the envelope of deflections. If you want to see displacements

related to member axes, use the Maximum Span Forces , Member Force Diagrams

or Detailed Span Values facilities.



4.9 Output labels

graphical

properties

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Each label feature has, displayed to its right, a structure set associated with it. Pick

the set name or the down arrow next to it and a selection list showing all existing

structure sets will appear, allowing you to select an alternative set.

Results labels will only be drawn if the corresponding result is drawn - see Results

Graphics.

Results labels always take the colour of the corresponding loadcase. The colour of

other labels may be controlled in Graphics Pen Options so that you can easily

distinguish between them.

This option allows you to set scales for the results (deflections, moments and forces)

and influence surfaces.

Note: The influence surface values are calculated and stored in internal units that are

always consistent. It is your responsibility to ensure that the units are appropriate to

the loading to be applied. For instance, if you are going to apply loads expressed in

kN, then you should ensure that the influence line values for moment for example, are

expressed in kNm/kN, and NOT kNm/N.

In both Results and Influence surfaces, a choice is available of how the scaling is

applied at the next redraw. See Auto Redraw under Graphics Options for details of

when the redraw takes place.

The options are chosen using a 'Tri-state' tick box; i.e. the tick box has three different

states relating to the following scaling option.

State 1- Unticked

Use current scale

The scales set in the scale

fields will be used to

redraw graphical views at

the next redraw.

State 2- Ticked, dimmed

Rescale next redraw

SuperSTRESS will

automatically choose scales

so that the plotted attributes

fit sensibly onto the current

4.10 Output scales

graphical

properties

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GRAPHICS

view. These are used at the

next redraw, following

which the calculated scales

are inserted into the scale

fields and the scaling option

is changed to 'Use current

scale' - see above.

State 3- Ticked, undimmed

Rescale always

The scale is automatically

recalculated on each redraw

of the view.

You may toggle between these states by picking on the tick box.

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The following topics describe how to change your structural model by various

drawing manipulations. You can start from a clean sheet and build the model as if

using graph paper, you can use the structure wizard to start with a basic model or add

to an existing one, and when you have something to work with, you can use the

extensive editing facilities provided to achieve exactly what you want.

Because there are so many things you can change, and so many ways of changing

them, the following topics are intricately cross-referenced to provide exactly the

information you need.

The item you wish to manipulate is chosen from the Drop down selection list on the

Drawing toolbar.

The next step is to select the operation you wish to perform:

The changes you can perform are:

Change

|

Delete

|

Move

|

Divide

|

|

Add

|

Copy

|

Intersect

You cannot make all of the changes on all of the items; for instance, you cannot

divide a joint. In these cases the option is disabled and will appear dimmed in the

menu, and the button dimmed in the tool bar.

Note: If any of your structure is currently selected you are prompted to apply the

operations to either the current selection set or make a new selection of items to be

affected. If no items are currently selected you will be required to make a selection.

Also note that when adding or changing items the context menu allows you to change

the attributes of the new item.

If you make a mistake during any of these operations, simply pick the Undo button.

This gives you the freedom to try various techniques without fear of irreversibly

changing your data.

This option enables you directly to modify the co-ordinates of joints. Pick the joint or

joints whose co-ordinates you wish to change. You may either change the Current set

or change joints individually.

5. Drawing

5.1 Drawing

interaction

5.2 Drawing joints

5.2.1 Changing joints

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Change joints

in the current

set

The joints in the Current set will be changed as described below.

Pick joints to be

changed

A square pick window will appear in the current graphical

window. This may be used simply to pick individual joints to be

changed - they will be changed as described below. Or the

window may be resized by holding down the left-hand mouse

button and dragging - the 'in window' and 'crossing window'

features will apply - see Selecting joints and members.

The behaviour is different, depending on whether a single joint or multiple joints are

picked by either method.

Single joint

Note that the three check boxes are dimmed and are inoperative. These boxes are

only relevant to multiple joint selection - see below. The fields for X, Y and Z may

be individually edited to the values required.

Multiple joints

The co-ordinates of the first joint found are entered in the co-ordinate fields. If the

co-ordinates of any of the other joints in the selected group are different to the first

joint, then the relevant ordinate field is dimmed. If all joints have the same ordinates

in any axis, then that field is not dimmed and may be edited. All joints will then have

that changed ordinate. The other ordinates will not be affected.

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Note that with multiple joints, the check boxes are not dimmed. If you pick one of

these boxes, it will be ticked and the relevant ordinate will no longer be dimmed if it

was previously dimmed. If you change that ordinate, then all selected joints will have

the changed ordinate regardless of what their original ordinates were. This is a very

powerful feature and should be used with care, although you can always use the undo

facility.

This option enables you to add joints to the model. The usual location methods are

available when defining the position of a new joint.

Crosshairs Pick joint / split member

Crosshair

The new joint is positioned at the crosshair location, and snaps to the

background grid.

Pick

A joint can be positioned part way along a member. Pick the

member and then define the position of the new joint. The position

can be defined either as a proportion of the member length from

End1, or as a distance from End1.

Direct entry

Pick the co-ordinate tracking fields in the Point Co-ordinates pop-up

and enter the co-ordinates of the new joint directly. These co-

ordinates do not have to lie on the background grid.

While entering joints, the properties (available from the right-hand mouse button

Context menu) are extended to include:

New joint

attributes

This enables you to specify the number of the next joint to be added.

Each time a joint is added, this number is incremented. If the entry

already belongs to an existing joint then the requested number is

automatically incremented until an undefined entry is found. It is not

generally necessary to set this value explicitly unless you want the

new joints to start at a specific number.

Merge joints

If ticked the new joint will be merged with any existing joint found at

the same co-ordinates.

5.2.2 Adding joints

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This option enables you to either delete joints from the Current set or delete joints

individually.

Delete joints from

the current set

The joints in the current set will be deleted instantly. Any

members connected to those joints will also be deleted.

Pick joints to be

deleted


window. This may be used simply to pick individual joints for

deletion - they will be deleted instantly. Or the window may be

resized by holding down the left-hand mouse button and dragging

- see 'Selecting joints and members'.

Delete isolated

joints

This will delete any joint to which members are not connected. It

is useful where members have been deleted and there may be

some unconnected joints remaining which would otherwise cause

an analysis failure. If picked, all isolated joints will be found and

deleted instantaneously.

The 'in window' and 'crossing window' features do not apply since the operation is

solely dependent on joints within the window. Any members connected to joints

within the window will be deleted automatically. Members which cross through the

window, but neither of whose joints are in the window will not be deleted, even if the

crossing window feature is in operation.

This operation is more powerful than the delete members action since it will delete

both joints and members. It can therefore be used to good effect in situations where

large areas of the structure are to be deleted. The delete members operation on the

other hand can be used with more precision, particularly in conjunction with the 'in

window' and 'crossing window' features.

The Undo facility may be used where joints are deleted inadvertently.

This option enables you to perform a repeated copy of the Current set of joints and

members. Note that this is the same operation whether selected via the joints or

members routes, and that both joints and members are copied. The transformation

5.2.3 Deleting joints

5.2.4 Copying joints

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applied to the joint co-ordinates during the copy can be translational, rotational or

mirrored. Both translational and rotational copies can be repeated any number of

times. The offsets from the original are factored by the copy number to generate the

new co-ordinates. The original set of joints and members will not be moved. The

view is continuously updated during the positioning process as a visual check on the

new location.

The translate, rotate and mirror operations are covered in the following three topics.

While copying joints, the properties (available from the right-hand mouse button


New joint

attributes




automatically incremented until an undefined entry is found. It is not

generally necessary to set this value explicitly unless you want the

new joints to start at a specific number.

New member

attributes

This enables you to specify a number of attributes to be applied to the

new members generated.

Member number

The number of the next member to be added. Each time a member is

added, this number is incremented. If the entry already belongs to an

existing member then the requested number is automatically

incremented until an undefined entry is found. It is not generally

necessary to set this value explicitly unless you want the new

members to start at a specific number.

Material

The material type of all new members to be added. A drop down list

of currently available materials is presented.

Section

The section type of all new members to be added. A drop down list

of currently available sections is presented.

Beta angle

The Beta angle of all new members to be added.

Merge joints

The copying process will generate new joints. Tick this option to

merge the new joints with any existing joints that have the same co-

ordinates.

Merge

members

The copying process will generate new members. Tick this option to

merge the new members with any existing members that connect the

same joints.

Merging joints and members during the copy will slow down the process, as the entire

structure is searched for duplications. As an alternative you can switch both these

options off and use the Tools / Merge joints and Merge members options after the

copy is complete.

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DRAWING

After entering the number of copies, you must do the following:

Pick the

reference point

Pick a point in space that will provide the reference point for the

copy. It does not need to be related in any way to the structure or

the Current structure set, but it is often convenient to use an

existing joint for this purpose. All of the usual methods of

selecting a point are available.

Reposition the

reference point

Reposition the reference point by picking another point in space.

The movement of the reference point provides the offsets in each

axis for the first copy. The offsets for each subsequent copy are

factored by the copy number. As the reference point is moved the

positions of all of the copies are continuously updated.

A prompt for which point is required is displayed in the Status Bar.

When the final reference point position has been picked, the new joints and members

are added to the model. Duplicate joints and members will be merged if the

appropriate options have been ticked. The view of the structure will be updated to

reflect the additions.

If you select a rotational copy, the Copy dialog box is extended as follows:

Rotation axis

You must first define the orientation of the axis about which the

rotation is to be made. The following options are available :

X, Y or Z axis

Align the rotation axis about one of the current axes. The current

axis system can be either the global axis or a previously defined

local axis system

Two points

Pick two points. The rotation axis will be aligned with a line

between these two points. All the usual selection methods are

available.

Member

Pick a member. The rotation axis will be aligned with the member

x-axis.

Note that at this stage the position of the rotation axis is not defined,

only its direction.

Angle

definition

method

After you have aligned the rotation axis you must specify the

method by which you want to define the degree of rotation. The

following options are available :

5.2.5 Translational joint

copy

5.2.6 Rotational joint

copy

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Specify angle

The rotation is specified directly in terms of the angle.

Specify two points

Two points are entered. The degree of rotation is derived from the

angle between these two points in the plane normal to the rotation

axis. All of the usual methods of picking points can be used.

After entering the number of copies, you need to specify the position of the rotation

axis.

Position

rotation axis

The rotation axis must be positioned by picking a point. A graphical

representation of the alignment of the rotation axis will be

superimposed on the mouse cursor during this process.

The next actions depend on the angle definition method selected:

Specify angle

A Specify angle dialog box will appear. Moving the mouse cursor

will update the rotation angle displayed in the prompt area. Click the

left mouse button when the angle is at the correct value. Set the angle

snap so that you can achieve a suitable level of sensitivity.

Alternatively pick the rotation angle field and enter the required value

directly. A positive angle is measured clockwise when looking along

the rotation axis from its origin.

Specify two

points

Pick the first point

Pick a point in space which will provide the first reference point for

the copy. It does not need to be related in any way to the structure or

the Current structure set, but it is often convenient to use an existing

joint for this purpose. All of the usual methods of selecting a point

are available

Pick the second point

In the same way, pick a point in space which will provide the second

reference point for the copy. The degree of rotation is derived from

the angle between the two points in the plane normal to the rotation

axis.

Prompts for which input is required are displayed in the Status Bar.

The new joints and members will then be added to the model. Duplicate joints and

members will be merged if the appropriate options have been ticked. The view of the

structure will be updated to reflect the additions.

If you select a mirrored copy, the Copy dialog box is extended as follows:

5.2.7 Mirrored joint

copy

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You will be asked to specify the plane in which the Set is to be mirrored. This must

be the YZ, XZ or XY plane of the current axis system.

Select mirror

plane

Select the mirror plane by picking the required radio button in the

dialog box. The plane relates to the current axis system. You can

mirror about a plane that is not aligned to the global axes by

defining a local axis system such that one of its planes is in the

required orientation. Make this local system the current axes and

the mirror will then be performed relative to the local axes rather

than the global axes.

It is not possible to do a multiple copy when using the mirror option, so this is not

presented. If you want a multiple mirror, then do a mirrored copy and then a multiple

translational copy.

You must finally pick and reposition the mirror reference point:

Pick the

reference point






Reposition the

reference point

Move the reference point to its new position. The Current

structure set will be mirrored about a plane centred half way

between the original reference point position and its new position.

A square box represents the location and orientation of the plane.


If you find that neither the mirror plane nor the structure set move when you move the

handle, it is probably because the axis normal to the mirror plane is the fixed axis. If

this is the case, fix either one of the other two axes and then proceed as before.

This option enables you to move the Current set of joints and members. Note that this

is the same operation whether selected via the joints or members routes, and that both

joints and members are moved. The transformation applied to the joint co-ordinates

during the move can be translational, rotational, mirrored or stretched. The view is

continuously updated during the positioning process as a visual check on the new

location. Note that the Current set is automatically extended for the move operation

so that all members attached to joints in the set are selected as well. This is because,

if a joint moves, then members attached to it must also move. If a member has only a

joint at one end in the set then that joint will move while the other end remains

stationary, thereby stretching the member. A special case exists where a member is in

the Current set, but neither of its joints are. This is clearly impossible, and both joints

will be automatically selected in this case.

5.2.8 Moving joints

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The translate, rotate, mirror and stretch operations are described in the following

four topics.

Build the Current set to be moved using any of the Selection methods described

earlier. When ready to proceed, select the Joints / Move or Members / Move options

from the main menu bar or Drawing tool bar buttons and choose a translational,

rotational, mirrored or stretched move.

While moving joints, the properties (available from the right-hand mouse button


Merge joints

The moving process will not generate new joints, but moved joints

may end up at the same location as an existing joint in the non-

moved structure. Tick this option to merge the moved joints with

any existing joints that have the same co-ordinates.

Merge

members

The moving process will not generate new members, but moved

members may end up at the same location as an existing member in

the non-moved structure. Tick this option to merge the new

members with any existing members that connect the same joints.

Merging joints and members during the move will slow down the process, as the

entire structure is searched for duplications. As an alternative you can switch both

these options off and use the Tools / Merge options after the move is complete.

After selecting the Move / Translate option you will need to do the following:

Pick the

reference point

Pick a point in space which will provide the reference point for

the move. It does not need to be related in any way to the

structure or the Current structure set, but it is often convenient to

use an existing joint for this purpose. All of the usual methods of


Reposition the

reference point



axis. Every joint in the Current set will be moved by these

offsets. As the reference point is moved the position of the set is

continuously updated.


When the final reference point position has been picked, all the joints and members in

the Current set will be moved to their new location. Duplicate joints and members

will be merged if the appropriate options have been ticked.

If you select a rotational move, the Move dialog box is extended as follows:

5.2.9 SuperSTRESS

drawing -

translational joint

move

5.2.10 Rotational joint

move

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Rotation axis



X, Y or Z axis



local axis system.

Two points



available.

Member


x-axis.


only its direction.

Angle

definition

method




Specify angle


Specify two points




Position

rotation axis




The degree of rotation must next be specified. The actions depend on the angle

definition method selected:

Specify angle A Specify angle dialog box will appear. Moving the mouse cursor







Specify two

points



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the move. It does not need to be related in any way to the structure or



are available.



reference point for the move. The degree of rotation is derived from


axis.


Joints and members will be merged if the appropriate options have been ticked.

If you select a mirrored move, the Move dialog box is extended as follows:

You must first specify the plane in which the Set is to be mirrored. This must be the

YZ, XZ or XY plane.

Select mirror

plane








Pick the

reference point

Pick a point in space which will provide the reference point for the

move. It does not need to be related in any way to the structure or




Reposition the

reference point






If you want to mirror about a specific joint, then all you have to do is pick that joint

twice.

5.2.11 Mirrored joint

move

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This option enables you to stretch a selected part of the structure. The direction of the

stretch is related to the current axes, which can be either the global axes or a

previously defined local axis system. This feature operates on the Current set, so you

should make sure that the set is correct before proceeding.

Position stretch

origin

The stretch origin provides the base position which will be used to

calculate the new location of the Current set. A set of two or

three-dimensional crosshairs will be drawn at the origin position.

Pick the

reference point

Pick a point to act as the reference point for the stretch. The

position of the reference point relative to the stretch origin will

determine the possible directions of the stretch.

Reposition the

reference point

Move the reference point to its new position. As you do so the

position of the Current set will be continuously updated as a visual

check on the operation.

When the handle has been repositioned the co-ordinates of the selected joints will be

updated.

The new co-ordinates are calculated as follows :

Xn = Xo + (X-Xo)(Xr1-Xo)

(Xr2-Xo)

where X is the original co-ordinate

Xn is the new X co-ordinate after the stretch

Xo is the X co-ordinate of the stretch origin

Xr1 is the X co-ordinate of the reference point before the stretch.

Xr2 is the X co-ordinate of the reference point after the stretch.

The new Y and Z co-ordinates are calculated in a similar fashion.

Two things should be noted regarding this calculation:

If the reference point has the same X co-ordinate as the stretch origin then

there will be no movement of any joint in the direction of the X-axis.

Any joint which shares the same X co-ordinate as the stretch origin will not be

moved (in the X direction).

Note that the stretch may be different in each axis direction. If you wish to achieve a

uniform stretch, then pick a reference point at 45 degrees to the relevant axes and

move the point in the same direction.

5.2.12 Stretched joint

move

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This option enables you to add and edit global joint supports graphically. The

supports will be displayed automatically when this option is entered even if the

supports option is not switched on in the Graphics properties / input.

Refer to Joint supports for details of the possible restraint conditions.

This option enables you directly to modify the fixities of supports. Pick the support

or supports whose fixities you wish to change.

Change supports

in the Current set

The supported joints in the Current set will be changed as

described below.

Pick supports to

be changed


window. This may be used simply to pick individual supports

to be changed - they will be changed as described below. Or

the window may be resized by holding down the left-hand

mouse button and dragging, the 'in window' and 'crossing

window' features will apply - see Selecting joints and members.

The behaviour is different, depending on whether a single support or multiple

supports are picked by either method.

Single support

Note that the six check boxes are dimmed and are inoperative. These boxes are only

relevant to multiple support selection - see below. The fields for DX, DY, DZ, RX,

RY and RZ may be individually edited to the values required. The possible support

types are rigid, free and spring. When a spring support is specified, a numeric value

must be entered into the adjacent field, which will become editable.

5.3 Drawing supports

5.3.1 Changing supports

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Multiple supports

The fixities of the first support found are entered in the fixities fields. If the fixities of

any of the other supports in the selected group are different to the first support, then

the relevant fixity field is dimmed. If all supports have the same fixities in or about

any axis, then that field is not dimmed and may be edited. All supports will then have

that changed fixity. The other fixities will not be affected.

Note that with multiple supports, the check boxes are not dimmed. If you pick one of

these boxes, it will be ticked and the relevant fixity will no longer be dimmed. If you

change that fixity, then all supports will then have that changed fixity regardless of

what their original fixities were. This is a very powerful feature and should be used

with care, although you can always use the undo facility.

When adding supports the attributes of the support to be added will appear in a dialog

as shown below. The attributes may be changed at this point, or, if adding by picking

with the cursor, they may be changed at any time by picking New Support Attributes

from the right-hand mouse button Context menu.

The possible attributes are Rigid, Free and Spring. For details, see Joint supports.

This option enables you to either add supports to joints in the Current set or add

supports to joints individually.

5.3.2 Adding supports

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Add supports to

the Current set

The joints in the Current set will receive the current support

attributes instantly.

Pick joints to be

supported



supports to be added to - they will be added instantly. Or the


button and dragging, the 'in window' and 'crossing window'


This option enables you to either delete supports from joints in the Current set or

delete supports from joints individually.

Delete supports

from joints in

the Current set.

The joints in the Current set will have their support attributes

deleted instantly.

Pick joints to be

deleted.



supports to be deleted from - they will be deleted instantly. Or

the window may be resized by holding down the left-hand mouse



Two types of limit are available in SuperSTRESS, support limits and member limits.

To enable these facilities, SuperSTRESS performs a non-linear analysis of the

structure through a series of repeated analyses. At each cycle, a member or support is

removed if it is found to be outside the limits previously set. Only the most critical

member or support is removed each time.

This option enables you to graphically edit the support limits. The support limits will

be displayed automatically when this option is entered even if the support limits

option is not switched on in Properties / Input.

Refer to Support limits for details of the possible limit conditions.

5.3.3 Deleting supports

5.4 Drawing support

limits

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This option enables you directly to modify the limits of supports. Pick the support or

supports whose limits you wish to change.

Change limits

in the Current

set

The limited supports in the Current set will be changed as

described below.

Pick limits to be

changed


window. This may be used simply to pick individual limited

supports to be changed - they will be changed as described below.

Or the window may be resized by holding down the left-hand

mouse button and dragging, the 'in window' and 'crossing window'


The behaviour is different, depending on whether a single limited support or multiple

limited supports are picked by either method.

Single limited support

Note that the three check boxes are dimmed and are inoperative. These boxes are

only relevant to multiple support selection - see below. The fields for DX, DY and

DZ may be individually edited to the values required. The possible limit types are

None, Positive and Negative

Multiple limited supports

The limits of the first support found are entered in the limits fields. If the limits of

any of the other supports in the selected group are different to the first support, then

the relevant limit field is dimmed. If all supports have the same limits in any axis,

5.4.1 Changing support

limits

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then that field is not dimmed and may be edited. All supports will then have that

changed limit. The other limits will not be affected.

Note that with multiple limited supports, the check boxes are not dimmed. If you pick

one of these boxes, it will be ticked and the relevant limit will no longer be dimmed.

If you change that limit, then all supports will then have that changed limit regardless

of what their original limits were. This is a very powerful feature and should be used

with care, although you can always use the undo facility.

When adding support limits the attributes of the support limits to be added will appear

in a dialog as shown below. The attributes may be changed at this point, or, if adding

by picking with the cursor, they may be changed at any time by picking New support

Limits Attributes from the right-hand mouse button Context menu.

The possible attributes are Positive, Negative and None. For details, see Support

limits.

This option enables you to either add limits to supports in the Current set or add limits

to supports individually.

Add limits to

the current set

The supported joints in the current set will receive the current

support limit attributes instantly.

Pick supports to

be limited


window. This may be used simply to pick individual supports for

limits to be added to - they will be added instantly. Or the




This option enables you to either delete limits from supports in the Current set or

delete limits from supports individually.

5.4.2 Adding support

limits

5.4.3 Deleting support

limits

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Delete limits from

supports in the

Current set.

The limited supports in the Current set will have their limit

attributes deleted instantly.

Pick support

limits to be

deleted.



supports for limits to be deleted from - they will be deleted

instantly. Or the window may be resized by holding down the

left-hand mouse button and dragging, the 'in window' and

'crossing window' features will apply - see Selecting joints and

members.

This option enables you directly to modify the attributes of members. Pick the

member or members whose attributes you wish to change. You may either change the

Current set or change members individually.

Change

members in the

Current set

The members in the Current set will be changed as described

below.

Pick members to

be changed


window. This may be used simply to pick individual members to

be changed - they will be changed as described below. Or the




The behaviour is different, depending on whether a single member or multiple

members are picked by either method.

Single member

5.5 Drawing members

5.5.1 Changing

members

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Note that the five check boxes are dimmed and are inoperative. These boxes are only

relevant to multiple member selection - see below. The fields for End1, End2,

Material, Section and Beta angle may be individually edited to the values required.

Multiple members

The attributes of the first member found are entered in the relevant fields. If the

attributes of any of the other members in the selected group are different to the first

member, then the relevant attribute field is dimmed. If all members have the same

attributes in any field, then that field is not dimmed and may be edited. All members

will then have that changed attribute. The other attributes will not be affected.

Note that with multiple members, the check boxes are not dimmed. If you pick one of

these boxes, it will be ticked and the relevant attribute will no longer be dimmed. If

you change that attribute, then all members will then have that changed attribute

regardless of what their original attributes were. This is a very powerful feature and

should be used with care, although you can always use the undo facility.

This provides a quick way of regrouping members, for instance to change all the

diagonal bracing of a truss to a new Section type.

This option enables you to add members to the model. The usual location methods

are available when defining the position of a new member end. This is the same as

adding joints, and joints are in fact added, the difference being that members are

added between each successive pair of joints.

Crosshairs Pick joint / split member

Crosshair

The new joint at a member end is positioned at the crosshair

location, and snaps to the background grid.

5.5.2 Adding members

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Pick joint

In pick mode, a new joint at a member end may be picked at an

existing joint position. This will connect the new member to any

existing members framing into that joint. If 'merge joints' is ticked

(see below) then the new joint will be merged with the existing

joint.

Pick member

A new joint at a member end can be positioned part way along

another member. Pick the member and then define the position of

the new joint. The position can be defined either as a proportion of

the member length from End1, or as a distance from End1.

Direct entry

Pick the co-ordinate tracking fields in the Point Co-ordinates pop-up

and enter the co-ordinates of the new joint directly. These co-

ordinates do not have to lie on the background grid.

While entering members, the properties (available from the right-hand mouse button


Cancel current

member

If you realise that the current member is incorrect in some way,

you can abandon it and start again. SuperSTRESS will remain in

member adding mode and you can change the attributes and the

start position of the new member as you wish.

New joint

attributes

This enables you to specify the number of the next joint to be

added. Each time a joint is added, this number is incremented. If

the entry already belongs to an existing joint then the requested

number is automatically incremented until an undefined entry is

found. It is not generally necessary to set this value explicitly

unless you want the new joints to start at a specific number.

New member

attributes

This enables you to specify the attributes of a new member being

added. These attributes are:

Member number

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The number of the next member to be added. Each time a member

is added, this number is incremented. If the entry already belongs

to an existing member then the requested number is automatically




Material

The Material number of the next member to be added.

Section

The Section number of the next member to be added.

Beta angle

The Beta angle of the next member to be added.

Start from

previous end

If ticked then the next member will be automatically started from

the end of the previous member. This can be useful when adding a

string of members. If not ticked then End1 must be specifically

located each time a new member is added.

Merge joints

If ticked the new joint will be merged with any existing joint found

at the same co-ordinates.

Merge

members

If ticked then new members will be merged with existing members

that run between the same joints

This option enables you to either delete members from the Current set or delete

members individually.

Delete

members

from the

current set

The members in the current set will be deleted instantly. Any joints

connected to those members will not be deleted - this may result in

isolated joints not connected to any members.

See Deleting Joints for a quick way to remove isolated joints.

Pick

members to

be deleted

A square pick window will appear in the current graphical window.

This may be used simply to pick individual members for deletion -

they will be deleted instantly. Or the window may be resized by

holding down the left-hand mouse button and dragging; the 'in

window' and 'crossing window' features will apply - see 'Selecting

joints and members'.

This operation is more selective than the delete joints action since it

will delete only members. It can therefore be used to good effect,

particularly in conjunction with the 'in window' and 'crossing

window' features, in situations where members are to be removed

5.5.3 Deleting members

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with precision, without affecting the rest of the structure.

This option enables you to perform a repeated copy of the Current set of joints and

members. Note that this is the same operation whether selected via the joints or

members routes, and that both joints and members are copied. The transformation

applied to the joint co-ordinates during the copy can be translational, rotational or

mirrored. Both translational and rotational copies can be repeated any number of

times. The offsets from the original are factored by the copy number to generate the

new co-ordinates. The original set of joints and members will not be moved. The

view is continuously updated during the positioning process as a visual check on the

new location.

The translate, rotate and mirror operations are covered in the following three topics.

While copying joints, the properties (available from the right-hand mouse button


New joint

attributes




automatically incremented until an undefined entry is found. It is

not generally necessary to set this value explicitly unless you want

the new joints to start at a specific number.

New member

attributes

This enables you to specify a number of attributes to be applied to

the new members generated.

Member number

The number of the next member to be added. Each time a member

is added, this number is incremented. If the entry already belongs to

an existing member then the requested number is automatically




Material

The material type of all new members to be added. A drop down

list of currently available materials is presented.

Section

The section type of all new members to be added. A drop down list

of currently available sections is presented.

Beta angle

The Beta angle of all new members to be added.

Merge joints The copying process will generate new joints. Tick this option to

merge the new joints with any existing joints that have the same co-

5.5.4 Copying members

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ordinates.

Merge

members

The copying process will generate new members. Tick this option

to merge the new members with any existing members that connect

the same joints.

Merging joints and members during the copy will slow down the process, as the entire

structure is searched for duplications. As an alternative you can switch both these

options off and use the Tools / Merge options after the copy is complete.

After entering the number of copies, you must do the following:

Pick the

reference point






Reposition the

reference point



axis for the first copy. The offsets for each subsequent copy are

factored by the copy number. As the reference point is moved the

positions of all of the copies are continuously updated.


When the final reference point position has been picked, the new joints and members

are added to the model. Duplicate joints and members will be merged if the

appropriate options have been ticked. The view of the structure will be updated to

reflect the additions.

If you select a rotational copy, the Copy dialog box is extended as follows:

Rotation axis



X, Y or Z axis


axis system can be either the global axis or a previously defined local

axis system

Two points



available.

5.5.5 Translational

member copy

5.5.6 Rotational

member copy

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Member

Pick a member. The rotation axis will be aligned with the member x-

axis.


only its direction.

Angle

definition

method

After you have aligned the rotation axis you must specify the method

by which you want to define the degree of rotation. The following

options are available :

Specify angle


Specify two points




After entering the number of copies, you need to specify the position of the rotation

axis.

Position

rotation axis




The next actions depend on the angle definition method selected:

Specify angle

A Specify angle dialog box will appear. Moving the mouse cursor







Specify two

points



the copy. It does not need to be related in any way to the structure or



are available



reference point for the copy. The degree of rotation is derived from


axis.


The new joints and members will then be added to the model. Duplicate joints and

members will be merged if the appropriate options have been ticked. The view of the

structure will be updated to reflect the additions.

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If you select a mirrored copy, the Copy dialog box is extended as follows:

You will be asked to specify the plane in which the Set is to be mirrored. This must

be the YZ, XZ or XY plane of the current axis system.

Select mirror

plane








It is not possible to do a multiple copy when using the mirror option, so this is not

presented. If you want a multiple mirror, then do a mirrored copy and then a multiple

translational copy.

You must finally pick and reposition the mirror reference point:

Pick the

reference point






Reposition the

reference point









This option enables you to move the Current set of joints and members. Note that this

is the same operation whether selected via the joints or members routes, and that both

5.5.7 Mirrored member

copy

5.5.8 Moving members

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joints and members are moved. The transformation applied to the joint co-ordinates

during the move can be translational, rotational, mirrored or stretched. The view is

continuously updated during the positioning process as a visual check on the new

location. Note that the Current set is automatically extended for the move operation

so that all members attached to joints in the set are selected as well. This is because,

if a joint moves, then members attached to it must also move. If a member has only a

joint at one end in the set then that joint will move while the other end remains

stationary, thereby stretching the member. A special case exists where a member is in

the Current set, but neither of its joints is. This is clearly impossible, and both joints

will be automatically selected in this case.

The translate, rotate, mirror and stretch operations are described in the following

four topics.

Build the Current set to be moved using any of the Selection methods described

earlier. When ready to proceed, select the Joints / Move or Members / Move options

from the main menu bar or Drawing tool bar buttons and choose a translational,

rotational, mirrored or stretched move.

While moving joints, the properties (available from the right-hand mouse button

Context Menu are extended to include:

Merge joints

The moving process will not generate new joints, but moved joints

may end up at the same location as an existing joint in the non-

moved structure. Tick this option to merge the moved joints with

any existing joints that have the same co-ordinates.

Merge

members

The moving process will not generate new members, but moved

members may end up at the same location as an existing member in

the non-moved structure. Tick this option to merge the new

members with any existing members that connect the same joints.

Merging joints and members during the move will slow down the process, as the

entire structure is searched for duplications. As an alternative you can switch both

these options off and use the Tools / Merge options after the move is complete.

After selecting the Move / Translate option you will need to do the following:

Pick the

reference point






Reposition the

reference point



axis. Every joint in the Current set will be moved by these offsets.

As the reference point is moved the position of the set is

continuously updated.


5.5.9 Translational

member move

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When the final reference point position has been picked, all the joints and members in

the Current set will be moved to their new location. Duplicate joints and members

will be merged if the appropriate options have been ticked.

If you select a rotational move, the Move dialog box is extended as follows:

Rotation axis



X, Y or Z axis



local axis system.

Two points



available.

Member


x-axis.


only its direction.

Angle

definition

method




Specify angle


Specify two points




Position

rotation axis




The degree of rotation must next be specified. The actions depend on the angle

definition method selected:

Specify angle A Specify angle dialog box will appear. Moving the mouse cursor



5.5.10 Rotational

member move

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Specify two

points



the move. It does not need to be related in any way to the structure or



are available.



reference point for the move. The degree of rotation is derived from


axis.


Joints and members will be merged if the appropriate options have been ticked.

If you select a mirrored move, the Move dialog box is extended as follows:

You must first specify the plane in which the Set is to be mirrored. This must be the

YZ, XZ or XY plane.

Select mirror

plane








Pick the

reference point

Pick a point in space which will provide the reference point for the





Reposition the

reference point





5.5.11 Mirrored member

move

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If you want to mirror about a specific joint, then all you have to do is pick that joint

twice.




This option enables you to stretch a selected part of the structure. The direction of the

stretch is related to the current axes, which can be either the global axes or a

previously defined local axis system. This feature operates on the Current set, so you

should make sure that the set is correct before proceeding.

Position stretch

origin

The stretch origin provides the base position which will be used to

calculate the new location of the Current set. A set of two or

three-dimensional crosshairs will be drawn at the origin position.

Pick the

reference point

Pick a point to act as the reference point for the stretch. The

position of the reference point relative to the stretch origin will

determine the possible directions of the stretch.

Reposition the

reference point

Move the reference point to its new position. As you do so the

position of the Current set will be continuously updated as a visual

check on the operation.

When the handle has been repositioned the co-ordinates of the selected joints will be

updated.

The new co-ordinates are calculated as follows :

Xn = Xo + (X-Xo)(Xr1-Xo)

(Xr2-Xo)

where X is the original co-ordinate

Xn is the new X co-ordinate after the stretch

Xo is the X co-ordinate of the stretch origin

Xr1 is the X co-ordinate of the reference point before the stretch.

Xr2 is the X co-ordinate of the reference point after the stretch.

The new Y and Z co-ordinates are calculated in a similar fashion.

Two things should be noted regarding this calculation:

If the reference point has the same X co-ordinate as the stretch origin then

there will be no movement of any joint in the direction of the X-axis.

Any joint which shares the same X co-ordinate as the stretch origin will not be

moved (in the X direction).

5.5.12 Stretched member

move

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Note that the stretch may be different in each axis direction. If you wish to achieve a

uniform stretch, then pick a reference point at 45 degrees to the relevant axes and

move the point in the same direction.

This option can be used to create joints at the intersections of members. A set of

members is selected in the usual way. When the set is complete, pick the Intersect

option from the menu bar (Draw / Members / Intersect) or pick the Intersect button

from the Drawing tool bar.

Any two selected members which intersect will be joined at the point of intersection

using an automatically created new joint. Two members are deemed to intersect if the

length of the common normal between them is less than the specified intersection

tolerance (set in Tools / Options / General / Drawing). The intersection point is taken

to be the mid-point of the common normal.

There are two options available:

Either intersect the Current set (this will happen immediately you pick OK) or pick

the members to be intersected. In the latter case, the members are picked using the

selection pick window. Only a single window may be picked and the intersection

takes place immediately the left-hand mouse button is released. If no members in

those selected are found to intersect then a message to this effect appears.

Note that this process does not affect the Current set.

5.5.13 Intersecting

members

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This feature can be used to divide selected members into either a specified number of

members or into members of a specified length.

There are two options on selecting members:

Divide

members in

the Current

set

All members in the Current set will be divided. Each member in the

set will be divided in the same way. The division process takes

place immediately you pick OK.

Pick members

to be divided

In this option, the members are picked using the selection pick

window. Only a single window may be picked and the division

takes place immediately the left-hand mouse button is released.

Each member in the set will be divided in the same way. Note that

this process does not affect the Current set.

There are also two options on the way the member is divided:

Specify

number of

divisions

You must enter the number of subdivisions. All the selected

members will then be divided into the specified number of new

members.

Specify length

of divisions

You will be prompted for the length of each subdivision. All the

selected members will then be divided into members of the specified

length. The subdivision process starts from End1 of each member.

Therefore, if there is an odd length of the original member

remaining, then this will be at End2 of the member.

Each member's loads, end releases and limits will be split among the new members as

appropriate.

This option enables you to edit the member end releases graphically. The releases

will be displayed automatically when this option is entered even if the releases option

is not switched on in Properties / Input.

5.5.14 Dividing members

5.6 Drawing releases

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Refer to Member releases for details of the possible release conditions.

This option enables you directly to modify the end releases of members. Pick the

member or members whose releases you wish to change.

Change

releases in the

Current set

The released members in the Current set will be changed as

described below.

Pick releases to

be changed


This may be used simply to pick individual released members to be

changed - they will be changed as described below. Or the window

may be resized by holding down the left-hand mouse button and

dragging, the 'in window' and 'crossing window' features will apply

- see Selecting joints and members.

The behaviour is different, depending on whether a single released member or

multiple released members are picked by either method.

Single released member

Note that the four check boxes are dimmed and are inoperative. These boxes are only

relevant to multiple member selection - see below. The fields for Dx, Rx, Ry and Rz

may be individually edited to the values required for End1 and End2 independently.

The possible support types are Rigid and Free.

5.6.1 Changing releases

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Multiple released members

The fixities of the first released member found are entered in the End1 and End2

releases fields. If the releases of any of the other members in the selected group are

different to the first member, then the relevant release field is dimmed. If all

members have the same release in or about any axis, then that field is not dimmed and

may be edited. All members will then have that changed release. The other releases

will not be affected.

Note that with multiple released members, the check boxes are not dimmed. If you

pick one of these boxes, it will be ticked and the relevant release will no longer be

dimmed. If you change that release, then all members will then have that changed

release regardless of what their original releases were. This is a very powerful feature

and should be used with care, although you can always use the undo facility.

When adding releases the attributes of the releases to be added will appear in a dialog

as shown below. The attributes may be changed at this point, or, if adding by picking

with the cursor, they may be changed at any time by picking New Release Attributes

from the right-hand mouse button Context menu.

The possible attributes are Rigid and Free. For details, see Member releases.

This option enables you to either add releases to members in the Current set or add

releases to members individually.

5.6.2 Adding releases

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Add releases to

the current set

The members in the current set will receive the current release


Pick members to

be released


window. This may be used simply to pick individual members

for releases to be added to - they will be added instantly. Or the




This option enables you to either delete releases from members in the Current set or

delete supports from members individually.

Delete

releases from

members in

the Current

set.

The released members in the Current set will have their release


Pick releases to

be deleted.


window. This may be used simply to pick individual released

members for releases to be deleted from - they will be deleted


left-hand mouse button and dragging, the 'in window' and 'crossing

window' features will apply - see Selecting joints and members.

Two types of limit are available in SuperSTRESS, support limits and member limits.

To enable these facilities, SuperSTRESS performs a non-linear analysis of the

structure through a series of repeated analyses. At each cycle, a member or support is

removed if it is found to be outside the limits previously set. Only the most critical

member or support is removed each time.

This option enables you to graphically edit the member limits. The limits will be

displayed automatically when this option is entered even if the member limits option

is not switched on in Properties / Input.

5.6.3 Deleting releases

5.7 Drawing member

limits

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Refer to Member limits for details of the possible limit conditions.

This option enables you directly to modify the limits of members. Pick the member

or members whose limits you wish to change.

Change

limits in the

Current set

The limited members in the Current set will be changed as

described below.

Pick limits to

be changed


This may be used simply to pick individual limited members to be

changed - they will be changed as described below. Or the window

may be resized by holding down the left-hand mouse button and

dragging, the 'in window' and 'crossing window' features will apply

- see Selecting joints and members.

The behaviour is different, depending on whether a single limited member or multiple

limited members are picked by either method.

Single limited member

Note that the check box is dimmed and is inoperative. This box is only relevant to

multiple limited member selection - see below. The field for limit type may be edited

to the value required. The possible limit types are None, Tension only and

Compression only.

Multiple limited members

The limit of the first limited member found is entered in the limits field. If the limit

of any of the other limited members in the selected group is different to the first

5.7.1 Changing member

limits

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member, then the limit field is dimmed. If all limited members have the same limit,

then the field is not dimmed and may be edited. All limited members will then have

that changed limit.

Note that with multiple limited members, the check box is not dimmed. If you pick

the box, it will be ticked and the limit field will no longer be dimmed. If you change

that limit, then all limited members will then have that changed limit regardless of

what their original limit was. This is a very powerful feature and should be used with

care, although you can always use the undo facility.

When adding member limits the attributes of the member limits to be added will

appear in a dialog as shown below. The attributes may be changed at this point, or, if

adding by picking with the cursor, they may be changed at any time by picking New

Member Limit Attributes from the right-hand mouse button Context menu.

The possible attributes are Tension only and Compression only. For details, see

Member limits.

This option enables you to either add limits to members in the Current set or add

limits to members individually.

Add limits to the

current set

The members in the current set will receive the current limit


Pick members to

be limited


window. This may be used simply to pick individual members

for limits to be added to - they will be added instantly. Or the




This option enables you to either delete limits from members in the Current set or

delete limits from members individually.

5.7.2 Adding member

limits

5.7.3 Deleting member

limits

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Delete limits

from members in

the Current set.

The limited members in the Current set will have their limit


Pick member

limits to be

deleted.



members for limits to be deleted from - they will be deleted


left-hand mouse button and dragging, the 'in window' and

'crossing window' features will apply - see Selecting joints and

members.

This option enables you to enter and edit the load areas on the structure.

Choose Load areas from the Drawing tool bar drop down selection list or from the

Draw menu item. On selection of the option you will be presented with a further

choice; Change, Add or Delete. These are described in the following topics.

The Current Load Area Attributes option is also available from the context menu

while adding loads.

5.8 Drawing load areas

5.8.1 Changing load

areas

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This enables you to either change the load areas related to the current structure set

or pick the load areas to be changed. Pick the option you want and a dialog box will

appear. If using the current structure set, all load areas having any members in the set

will be listed. If you picking using the mouse cursor, all load areas at that point will

be listed.

Initially the first load area in the list will be highlighted and the dialog will not have

focus. Instead focus is in the graphics window with a loading cursor icon. You may

pick individual members in the graphics window to add or delete them from the load

area. (Whether they are added or deleted depends on the current selection mode.

This is indicated by the status of the Add / Remove buttons in the selection toolbar, or

from the graphics context menu.) You may change selection mode on the fly. You

may also switch between graphics and the dialog as many times as you wish, simply

by clicking on them. Members that are included in a load area are indicated by a

dashed line style, those that are not are shown in a full line style.

Alternatively, you may change the attributes of the load area by editing the fields in

the dialog.

Load areas

This is a list of selected load areas. The attributes of the fields to

the right are for the currently highlighted load area (changes,

whether to the fields or in graphics mode, will affect only the

currently highlighted load area). You may change to a different

load area by clicking on it.

Name The name of the currently highlighted load area. You may edit the

name in this field if you wish.

Member list

A list of the members forming the currently highlighted load area.

You may edit this list to change the extent of the load area.

Span direction

One way or Multi. The default is Multi.

Angle direction

The spanning direction for one-way spanning load areas. The

default is 0 degrees. See load areas table for a definition of the

load direction. This field will be dimmed if the span direction is

set to Multi.

When adding load areas, the following dialog will appear. you to specify a load area

name and the spanning attributes of the .

5.8.2 Adding load areas

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Name The name of the new load area (maximum 100 characters). The

name defaults to 'Load area x' where x is the next available load

area number.

Span direction

One way or Multi. The default is Multi.

Angle direction

The spanning direction for one-way spanning load areas. The

default is 0 degrees. See load areas table for a definition of the

load direction. This field will be dimmed if the span direction is

set to Multi.

On picking OK, the following dialog will appear.

The load area may be defined by using the members in the current structure set or

picking members in the graphics window.

If using the current structure set, the set will be created immediately, using the rules

described in load areas.

If picking members to form the new load area, focus will change to the graphics

window with a loading cursor icon. You may pick individual members in the

graphics window to add or delete them from the load area. (Whether they are added

or deleted depends on the current selection mode. This is indicated by the status of

the Add / Remove buttons in the selection toolbar, or from the graphics context

menu.) You may change selection mode on the fly. Members that are included in a

load area are indicated by a dashed line style, those that are not are shown in a full

line style. The load area will be updated continuously, depending on the current

member selection. When you are happy with the load area, pick Cancel from the

context menu or click again on the Add button in the Drawing toolbar.

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On selecting this option the following dialog appears.

Delete loads

areas using the

Current set.

All load areas that have any members in the Current set will be

deleted instantly.

Delete loads

areas by picking

load areas


window. This may be used to pick individual load areas to be

deleted - they will be deleted instantly. If several load areas exist

at the pick point then the following dialog appears.

You may select as many load areas as you wish by highlighting

them. On picking Ok they will be deleted instantly.

Whichever method is used to delete load areas, when SuperSTRESS finds that the

load area is used in a basic loadcase, the following dialog appears, allowing you to

delete the relevant basic loadcase as well. If you do not delete the basic loadcase, the

load area entry will change to 'undefined' in the basic loadcase table.

5.8.3 Deleting load areas

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DRAWING

This option enables you to enter and edit the basic loads on the structure.

Choose Basic loads from the Drawing tool bar drop down selection list or from the

Draw menu item. On selection of the option you will be presented with a further

choice; Change, Add or Delete. These are described in the following topics.

The New Load Attributes option is also available from the context menu while adding

loads.

This enables you to either change the loads acting on the current selection set or

pick a new selection of joints, members or load areas to be changed. Pick the option

you want and a dialog box will appear. If you pick a single joint, member or load

area by either method, a dialog box referring to that item will appear.

Note that only a single joint appears in the load tree in the left box, and only a single

joint in the joint list on the right. When you select multiple joints and / or members

and / or load areas by either method, the tree structure and lists are expanded as the

following example.

5.9 Drawing loads

5.9.1 Changing loads

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In either case, pick on a load in the load tree and the details of that load will be

presented for editing. Note that the load references in the tree are generic e.g. 'joint

load'. Each generic entry refers to a distinct entry which may occur on more than one

joint or member - the load details for each must be identical.

While changing loads, you will also have the opportunity to add and delete loads and

add loadcases; these are covered in detail in the following topics.

When adding loads, if no loadcases exist, then a dialog will appear asking you to

specify a loadcase name (maximum 40 characters).

Following the loadcase definition (or immediately if a loadcase already exists) the

attributes of the load to be added will appear in a dialog as shown below. The

attributes may be changed at this point, or, if adding by picking with the cursor, they

may be changed at any time by picking New Load Attributes from the right-hand

mouse button Context menu.

5.9.2 Adding loads

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The load type is selected from the drop down list.

There are also drop down lists for load axis and load action.

You may add loads to joints and members in the Current set or to selected joints,

members and load areas.

Add loads to

the Current set

The joints and members in the Current set will receive the load

type that is specified next. Obviously, member loads will only be

applied to members and joint loads to joints.

Pick items to be

loaded

Loads will be added as items are picked. Each joint or member

picked will immediately receive the current load type if it is

appropriate. The load type can be changed from the context menu

at any time.

When picking load areas , to avoid confusion when these overlap,

a dialog is shown when more than one is present at the pick point.

Select the load area(s) you wish to apply the load to. You may

make multiple selections using the keyboard shift and control keys.

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This option enables you to either delete loads from joints and members in the Current

set or delete loads from joints and members individually.

Delete loads

from the

Current set.

The joints and members in the Current set will have their

loads deleted instantly.

Pick items to be

deleted.


window. This may be used simply to pick individual

joints, members or load areas for loads to be deleted from -

they will be deleted instantly. Or the window may be

resized by holding down the left-hand mouse button and

dragging, the 'in window' and 'crossing window' features

will apply - see Selecting joints and members.

5.9.3 Deleting loads

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The table operations in SuperSTRESS are consistent with those of SuperSUITE.

Table operations cover keyboard control, mouse control, block entry, filters, list input,

calculator and sorting.

A full description of these features is given in the topics following SuperSUITE table

data input.

Table import and export is as the standard SuperSUITE operation, described in

SuperSUITE import text and SuperSUITE export text.

The import / export formats of SuperSTRESS tables are given in the topics following

SuperSTRESS table formats.

This option provides a more intelligent interpretation of the data in the clipboard. It

provides two main options for how the data in the clipboard is pasted into the selected

area. Note that the data on the clipboard must also be preceded by the relevant table

header on a separate line - see Table Formats.

The mode that is available is dependent on the information that has been copied:

Insert

Inserts the data in the clipboard into new rows, renumbering

subsequent rows if necessary. The data will be inserted into the

table below the row where the cursor is currently located.

Insert is available after the relevant row headers, i.e. the first

column of the rows required, have been selected, eg

Overwrite

The modified data will overwrite the highlighted cells. Note that the

number of rows and columns highlighted when pasting must be the

same as those highlighted when the data was copied.

6. Input tables

6.1 Input table

operations

6.1.1 Table operations

6.1.2 Paste special

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Overwrite is available if only the cells are copied by dragging the

mouse within the table, eg

The 'Change loadcase' option allows you to copy data from one loadcase to another.

You can then enter the new Basic Loadcase Number into the Adjustment Table. The

Basic load data stored in the clipboard will then be inserted into the loadcase that is

specified. If this loadcase is to be modified, for example increasing the magnitudes, a

further paste special should be used.

The data can be modified as it is pasted. The options described below can be used to

produce job data with a minimum of manually modified information.

Constant

difference

Adds the stated difference to each value in the clipboard.

For example, using a constant difference of 5000:

Incremental

difference

Adds the value entered to the clipboard value and continues to do

so for all the highlighted cells. This option is only available when

one row has been copied to the clipboard

For example, using an incremental difference value of 2000 and a

clipboard value of 2500:

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Factor Multiplies the clipboard values by the stated factor.

For example, using a factor of -2.0:

Apply to ALL

Applies the adjustment specified to all columns.

The adjustment methods are not applicable when there is no numerical data in the

table, eg in the releases and limits tables. In these cases a simplified paste special

table will be displayed with only the overwrite option available. Note that a simple

paste could perform the same operation.

The 'Adjustment Method table' is displayed to allow greater flexibility of the Paste

Special operation.

The table can be used to apply multiple differences or factors to each column of cells.

Alternatively the 'Apply to all' option can be used so that the same adjustment is made

to all columns.

Only one option will be effective for all columns at one time, i.e. you cannot apply

both a constant difference and a factor in one adjustment, although the adjustment

may vary from column to column.

The Basic Loadcases table has a modified Adjustment Method Table so that it is

possible to copy data from one Basic Loadcase and Paste it into a different Basic

loadcase.

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The 'Change loadcase' option has been added. You can enter the new Basic Loadcase

Number into the Adjustment Table. The Basic load data stored in the clipboard will

then be inserted, with its specified adjustment, into the loadcase that is specified.

After selecting Add Special a dialog box will appear on the screen.

This allows you to enter a single joint or member or a list of joints or members. The

list need not be continuous.

If the list contains joints or members that already exist, these will not be overwritten

and a warning message will be given.

If no warnings are given, the listed entries will be inserted automatically in the

relevant table. Default values will be used where relevant.

In the case of adding joints, you will be prompted for the co-ordinates of the first and

last referenced joints in the list. Any intermediate joints will be equally spaced

between these two, regardless of the spacing of the joint numbering.

6.1.3 Add special

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In the case of adding members, you will be prompted for a list of joints forming the

End1 joints of the members and a list forming the End2 joints. The lists must specify

the same number of joints, but the sequencing and spacing can be different.

The specified material type, section type and beta angle will be applied to all

members created.

With basic loads, Add Special becomes active when a single basic loadcase entry is

selected. When a list of joints / members is entered, basic loadcase entries will be

created for all entries in the list and appended to the table, each having the load

attributes of the selected entry.

SuperSTRESS text import is one of the pages of the Text Import Wizard. The first

page of the wizard is common to all SuperSUITE modules and is described in

SuperSUITE import text.

6.2 Input table import /

export

6.2.1 Import text

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The list of components is shown in the area to the left of the dialog. Only those

components found in the data file are listed. For instance there were no member

limits contained in the file for the above dialog: if there had been, it would have been

included in the list.

Initially, all the check boxes are ticked, and the data for all components will be

included in the import. However, you may untick components and they will not then

be included. Pick select all and deselect all to make wholesale changes.

Pick Next to proceed to the next page or back to return to the previous page. If this is

the last page of the dialog, Next is replaced with Finish. Picking finish will start the

import process.

As the file is read a syntax check is performed. If the syntax check fails then relevant

error messages will be listed in a window and the import will be terminated and an

undo operation carried out.

The imported data is always in the format for a 3D structure. When exporting a 2D

structure additional zero or empty string fields are added for the 3D missing

components. When importing to a 2D structure, superfluous 3D components are

ignored.

As an example, it is possible to list all the input data of a job to a delimited file, and

then read it back in its entirety to a new job of a different type, eg from a plane frame

to a space frame. Note that some components are not appropriate to certain structure

types, eg member releases in a plane truss. In these cases, the check boxes for that

component will not be selected, and if you select them a warning message will be

issued and you will not be able to leave the current page of the wizard.

SuperSTRESS SS-SURF text import is one of the pages of the Text Import Wizard.

The first page of the wizard is common to all SuperSUITE modules and is described

in SuperSUITE import text.

6.2.2 SURF import text

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The list of components is shown in the area to the left of the dialog. Only those

components found in the data file are listed. For instance there were no member

effects contained in the file for the above dialog: if there had been, it would have been

included in the list.

Initially, all the check boxes are ticked, and the data for all components will be

included in the import. However, you may untick components and they will not then

be included. Pick select all and deselect all to make wholesale changes.

Pick Next to proceed to the next page or back to return to the previous page. If this is

the last page of the dialog, Next is replaced with Finish. Picking finish will start the

import process.

As the file is read a syntax check is performed. If the syntax check fails then relevant

error messages will be listed in a window and the import will be terminated and an

undo operation carried out.

The imported data is always in the format for a 3D structure. When exporting a 2D

structure additional zero or empty string fields are added for the 3D missing

components. When importing to a 2D structure, superfluous 3D components are

ignored.

As an example, it is possible to list all the input data of a job to a delimited file, and

then read it back in its entirety to a new job of a different type, eg from a plane frame

to a space frame. Note that some components are not appropriate to certain structure

types, eg member releases in a plane truss. In these cases, the check boxes for that

component will not be selected, and if you select them a warning message will be

issued and you will not be able to leave the current page of the wizard.

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The text export feature is available from File / Export / Text on the main menu bar

from any SuperSUITE module and from any window. See SuperSUITE export text

for a general description of its operation.

There are two options under Export Text. If a table is open, then you may export that

table only - select 'Current Table' from the menu. If you highlight cells in the table,

only those cells will be exported, otherwise the whole table will be exported.

If you select 'Current Job' from the menu, then you will start up the Text Export

Wizard, which allows selective export of multiple tables from any SuperSUITE

module. The operation of the Text Export Wizard follows.

The first page of the Text Export Wizard is common to all modules, subsequent pages

are presented depending on which modules are selected in the first page. For a

description of the first page, see SuperSUITE export text.

SuperSTRESS data will always be present, and always comes as page two of the

wizard, as below.

There are two lists, one for input tables and the other for results tables. At the left

hand side of each item in the lists is a check box. Initially this box will be ticked if

there is any data for that item present in the job.

Simply select or deselect the items to produce the required contents of the exported

file. Note that ticking a box where no data is present will have no effect. The select

and deselect buttons can be used to make wholesale changes. These buttons are

slightly different to the normal ones found in other dialogs in that a drop down list is

produced when you pick the button.

6.2.3 Export text

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You may choose to select or deselect all input data, results or both.

Finally, pick Next to proceed to the next page, or, if this is the last page, Finish.

The export feature is available from File on the main menu bar from any SuperSUITE

module and from any window.

The export of text from all SuperSUITE modules is carried out through the Text

Export Wizard, which will start when Export / Text is selected. The first page of the

Text Export Wizard is common to all modules, subsequent pages are presented

depending on which modules are selected in the first page. For a description of the

first page, see SuperSUITE export text.

The SuperSTRESS SS-SURF page (when SS-SURF data is present) always follows

the SuperSTRESS page of the wizard, as below.

There are two lists, one for input tables and the other for results tables. At the left

hand side of each item in the lists is a check box. Initially this box will be ticked if

there is any data for that item present in the job.

Simply select or deselect the items to produce the required contents of the exported

file. Note that ticking a box where no data is present will have no effect. The select

and deselect buttons can be used to make wholesale changes. These buttons are

slightly different to the normal ones found in other dialogs in that a drop down list is

produced when you pick the button.

You may choose to select or deselect all input data, results or both.

Finally, pick Next to proceed to the next page, or, if this is the last page, Finish.

6.2.4 Export text

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There are different options for default attributes and filters with each table.

For details of the facilities available see the appropriate table:

Titles

Materials

Sections

Joints

Supports

Support limits

Members

Releases

Member limits

Load areas

Basic loads

Pattern loads

Combination loads

The Job Titles define the Job name, date, engineer's name etc. The titles are included

in the title block of the printed output.

The only significance of the titles is as a source of reference and identification for you

and can consist of any alpha/numeric characters.

Job Number:19 characters

Job Title:49 characters

Structure Name:49 characters

Made by:19 characters

Date :DD/MM/YY

6.3 Specific input

tables

6.3.1 Input tables

6.3.2 Titles table

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The Job Info tab in the Titles dialog contains information on the data entered into

SuperSTRESS. It is not editable.

The Materials table is a dialog box containing a list of currently defined materials, and

the properties of each.

The table has two group boxes, Materials and Properties, described below.

The current materials in the job are shown in a list on the left-hand side. One of the

materials in the list will be highlighted, and the details of this material will be shown

in the various properties fields on the right-hand side. When you start a new job, the

list will be empty and the fields blank, unless you have set up some defaults. To add

a material pick the 'New' button at the bottom of the dialog box. This will highlight

the first available field in the list ready for you to enter its details. If you already have

entries in the list, then the next entry will be highlighted.

To add any of the materials in the current job to the defaults, (so that they may be

available for a future job), highlight the material in the table and pick the 'Add To

Defaults' button at the bottom of the list. You may display and edit the default

6.3.3 Materials table

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materials using the Default facility described below. If you pick a material name that

already exists in the defaults, then a warning message will be displayed.

You will be asked if you want to append or overwrite the existing default material

with that name or not.

If you append the material, you will have two materials with the same name (but

possibly different properties) in your defaults. If you overwrite the existing material,

the name in your defaults will not change, but the properties may. Press Cancel to

abort.

When you start a new job, all the materials from your defaults will be entered into the

Materials table for that job.

The properties required are:

Material

name

The name is a string of characters of your choice, but note that

the name must be between 1 and 25 characters long.

E

Young's Modulus

G

Modulus of Rigidity or Shear Modulus

CTE

Coefficient of linear thermal expansion

Density

Unit weight

For each property you can define the units for display. Simply pick on the units field

to open a drop down selection list and choose the appropriate one.

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Default materials can also be accessed by picking the browse button at the right of the

material name or the ‘Defaults’ button at the bottom of the dialog box. In this case

the default materials appear in a list to the left of a pop up window. When you

highlight one, the 'Copy' button will become active and picking this will copy the

material to the right-hand list to be added to the job materials when 'OK' is picked.

You can add any number of materials in one session.

The Section table dialog box is divided into a number of areas:

The current sections in the job are shown in a list on the left-hand side. One of the

sections in the list will be highlighted, and the details of this section will be shown in

the various fields on the right-hand side. When you start a new job, the list will be

empty and the fields blank unless you have set up some default sections. To add a

section, pick the 'New' button at the bottom of the dialog box. This will highlight the

first available field in the list ready for you to enter its details. If you already have

entries in the list, then the next entry will be highlighted.

To add any of the sections in the current job to the Defaults, (so that they may be

available for a future job), highlight the section in the table and pick the 'Add To

Defaults' button at the bottom of the list. You may display and edit the sections using

the Defaults facility described below. If you pick a section name that already exists in

the Defaults, then a warning message will be displayed.

When you start a new job, all the sections from your defaults will be entered into the

Sections table for that job.

6.3.4 Sections table

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For a new section, the first information to specify is the section name and type. The

name is a string of characters of your choice, but note that the name must not be left

blank. When you choose a Standard section, the name will be automatically inserted.

To the right of the Section type group box are two tick boxes, for standard and

Grillage slab sections.

Standard sections are accessed from the browse button above the tick box. You have

access here to the Steel section tables where you can select a section. When a

standard section is selected the tick box becomes undimmed and ticked. However,

the rest of the fields in the dialog become dimmed - you cannot edit them because this

is a standard section. If you pick the tick box, the tick will disappear and the tick box

will be dimmed. You will also see that the [S] following the section name in the

Name field will disappear. The rest of the fields are now available for editing because

this is no longer a standard section. This is a way of modifying the properties of a

standard section. However, note that the section will no longer be compatible with

SuperSTEEL.

Grillage slab sections are those used for a grillage idealisation of a solid slab. In such

idealisations, the slab is represented by a grillage of rectangular members. It is

customary in such idealisations to modify the Ix properties of the rectangular section

(usually by halving the Ix value). The Grillage slab section tick box is dimmed unless

a Rectangle section category is selected. The section must also be solid. In this case,

the tick box will become undimmed. If you now tick the tick box, the Ix field in the

inertias will become editable and you can enter an appropriate value. The box may be

ticked either before or after the section dimensions are input. Unticking the box

returns the Ix field to its previously calculated value.

From the Section type group box you can also select the category of section from a

drop down selection list.

The section type may be one of those listed above (see Sections for details) or a

Standard type (see Steel Section Tables). In the case of the general, geometric,

haunch and taper sections, you will need to enter the section property values into the

fields directly. For geometric sections, the section properties are calculated and

displayed when you pick the 'Apply' button at the bottom of the dialog box.

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A key diagram explains what dimensions are required.

For general sections, all properties must be input directly.

Standard sections may be accessed by picking the browse button in the Section Type

group box to the right of the section name. This allows you to select from the library

sections and standard sections. The selected section will replace the section currently

highlighted in the sections list, whether this is an existing section or a new one being

added at the end of the list. The section properties of standard sections are not

editable and are therefore dimmed. However, the units of these standard sections can

be altered to suit.

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In the section list, standard sections are identified by a [S] to the left of the name. A

tick in the check box underneath the browse button also identifies standard sections.

If you pick on the check box it will become unticked, the properties fields will no

longer be dimmed and become editable, and the [S] disappears from the section name.

It is important to note that this is an irreversible process and the section will then not

be recognised by SuperSTEEL.

Default and standard sections can also be accessed by picking the ‘Defaults’ button at

the bottom of the dialog box. In this case, the default and standard sections appear in

a list to the left of a pop up window. When you highlight one, the 'Copy' button

will become active and picking this will copy the section to the right-hand list to be

added to the job sections when 'OK' is picked. You can add any number of sections in

one session. You may also rotate the section as it is added to the right-hand list by

picking the Rotation field to open up a drop down selection list giving the choice of 0,

90, 180 and 270 degrees.

Note that the rotation described here is not the same as the Beta angle rotation

described under member axes. This rotation has the effect of turning an 'I' section

into a 'H' section for instance. The resulting section's axes will still be aligned with

the global axes in the default orientation unless modified by the Beta angle.

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See Keyboard control and Mouse control for information on how to interact with the

table.

When adding joints, the default co-ordinate is assumed to lie in line with and equally

spaced from the preceding two entries in the table. If there is only one preceding

entry then the default will be equal to that one entry. If there are no preceding entries

then the default will be zero.

Units, fonts and colours are changeable via options on the right-hand mouse button

Context menu.

The sort options simply sort the joint co-ordinates into ascending and descending

order. See Sorting table columns for details.

The table filters are available via Properties on the context menu.

There are five filters for the joints table. Each filter has a check box to the left. If

ticked the filter is active and the associated field settings take effect. If not ticked, the

field settings have no effect, regardless of their content.

6.3.5 Joints table

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Note that, to be listed, the table entry must pass all filters that have been ticked. It is

quite possible to set filters such that all entries are excluded.

Structure set

Pick from one of your defined structure sets, or use CURRENT (the

currently selected joints and members) or ALL (all joints and

members).

X value

The 'From' and 'to' fields specify the range of values for the X co-

ordinate filter (minimum and maximum). Only those joints within

this range will be listed.

Y value

The 'From' and 'to' fields specify the range of values for the Y co-



Z value

The 'From' and 'to' fields specify the range of values for the Z co-



Joint list

Only those joints listed will be included in the table. See List input

for details of list specification.

Joints can be imported from an ASCII delimited file. The imported joints will be

merged with the existing entries in the table. This feature enables the geometry to be

generated using a third party program such as a text editor or more sophisticated pre-

processor. Select File / Import from the menu bar.


table.

6.3.6 Supports table

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When adding supports the default fixity is 'Rigid'. You may change this to 'Free' or

'Spring' using the drop down selection list. See Joint Supports for more information

on support types.


Context menu.

The sort options simply sort the fixities into ascending and descending order, 'Rigid'

being the lowest sort priority and 'Spring' the highest. See Sorting table columns for

details.


There are two filters for the joints table. Each filter has a check box to the left. If





Structure Set This gives you the choice of a previously defined structure set, ALL,

or the CURRENT set. Only those supported joints in the selected

Structure Set will be listed.

Joint list Only those supported joints listed will be included in the table. See

List input for details of list specification.


table

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table.

When adding support limits, the default is 'None'. You may change this to 'Positive'

or 'Negative' using the drop down selection list.


Context menu.

The sort options simply sort the limits into ascending and descending order, 'None'

being the lowest sort priority and 'Negative' the highest. See Sorting table columns

for details.


There are two filters for the joints table. Each filter has a check box to the left. If





Structure Set

This gives you the choice of a previously defined structure set, ALL,

or the CURRENT set. Only those supported joints with limits in the

selected Structure Set will be listed.

Joint list

Only those joints with limited supports listed will be included in the

table. See List input for details of list specification.

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table.

When adding members, a dialog box will pop up to allow the next member number,

Material, Section and Beta angle to be set.

The End1 joint number will default to the End2 joint number of the preceding

member. The End2 joint number will default to the End1 joint number plus one. The

Material Type, the Member Type and the Beta Angle will default to those entered for

the preceding member.


Context menu

The sort options simply sort the various columns into ascending and descending order

based on the numerical values in the cells. See Sorting table columns for details.


6.3.8 Members table

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There are five filters for the members table. Each filter has a check box to the left. If





Structure Set This gives you the choice of a previously defined structure set, ALL,

or the CURRENT set. Only those members in the selected Structure

Set will be listed.

Section type

Only those Sections listed will be included in the table. See List

input for details of list specification.

Material type

Only those Materials listed will be included in the table. See List


Length

The 'From' and 'to' fields specify the range of values for the member

length filter (minimum and maximum). Only those members within


Member list

Only those members listed will be included in the table. See List


Members can be imported from an ASCII delimited file. The imported members will

be merged with the existing members. Note that an existing member can be

overwritten by an imported member that has been given the same member number.


table.

When adding releases, the default is 'Rigid'. You may change this to 'Free' using the

drop down selection list.


Context menu.

The sort options simply sort the releases into ascending and descending order, 'Rigid'

being the lowest sort priority. See Sorting table columns for details.


6.3.9 Releases table

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INPUT TABLES

There are two filters for the releases table. Each filter has a check box to the left. If





Structure Set


or the CURRENT set. Only those members with releases in the


Member list




table.

When adding member limits, the default is 'None'. You may change this to 'Tension'

or 'Compression' using the drop down selection list.


Context menu.

The sort options simply sort the limits into ascending and descending order, 'None'

being the lowest sort priority. See Sorting table columns for details.


6.3.10 Member limits

table

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INPUT TABLES

There are two filters for the member limits table. Each filter has a check box to the

left. If ticked the filter is active and the associated field settings take effect. If not

ticked, the field settings have no effect, regardless of their content.



Structure Set


or the CURRENT set. Only those members with limits in the


Member list



Name

You may enter a string of up to 100 characters to identify the load

area. The default is' Load area n', where n is the next available entry

number.

Members

A list of the members that make up the load area. The default is no

list. Only valid SuperSUITE lists may be entered. When load areas

are entered graphically, the list will be entered into the table

automatically.

When the list length exceeds the space available in the table column,

a tool tip showing the whole list will be displayed if you hover the

mouse cursor over the table cell.

There is no limit to the list length.

Span

direction

This is a drop down selection list containing 'One way' or 'Multi'.

The default is 'Multi'.

Angle

The angle of the span direction. For the global XY plane, or planes

parallel to it, the span direction is measured relative to the global X

6.3.11 Load areas table

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INPUT TABLES

axis, positive anticlockwise looking in the negative Z direction. For

all other planes, the span direction is measured relative to the

intersection line of the plane with the global XY plane. The default

is zero. This field is dimmed if the span direction is set to Multi.

The units of angle may be changed in SuperSTRESS Options.

From Tables / Basic loads on the main menu bar, or by double clocking on Basic

loads in the Explorer, you will go to the Basic Load Titles table. From here the

loadcase entries can be opened by double clicking on the required title or right

clicking and selecting Open Entries. Or you can right click on the basic loadcase

branch of the Explorer to open the titles or entries from there.

You can also open the loadcase directly by double clicking on the loadcase title in the

explorer. Further options are given if you right click on the loadcase title in the

Explorer.

Open

Opens the selected basic loadcase table.

Open using current

structure set

Opens the selected basic loadcase, filtered for the current

structure set. Only loads applied to the current structure set

will be included in the table.

6.3.12 Basic loads table

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INPUT TABLES

Open using joint list

You will be asked for a list of joints. The selected basic

loadcase will be opened, filtered for the specified joint list.

Only loads applied to the joint list will be included in the

table.

Open using member

list

You will be asked for a list of members. The selected basic

loadcase will be opened, filtered for the specified member

list. Only loads applied to the member list will be included

in the table.

New loadcase

A new branch will be added to the Explorer tree with a field

to enter the loadcase name (maximum 40 characters).

Delete loadcase

Deletes the currently selected loadcase. You may use undo

to reverse this action.

Rename loadcase

The field containing the loadcase name will become

editable.

Make loadcase the

current set

Makes the currently selected loadcase the current loadcase

set.

Add loadcase to

current set

Adds the currently selected loadcase to the current loadcase

set.

Remove loadcase

from current set

Removes the currently selected loadcase from the current

loadcase set.

The loadcase entries table has a variable number of headers depending on the load

type. The headers will change according to the load type you are currently entering.

There are four tabs at the bottom of the basic loadcase table, for joint loads, member

loads, area loads and distributed area loads. The loads are automatically filtered to be

displayed in the appropriate tab. The number of loads in the tab is also displayed, eg

Joints (8) below means that there are eight loads in the Joints tab.

Joint tab

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Member tab

Note that the member tab is not available for plane trusses or space trusses.

Area tab

Note that the area tab is not available for plane frames, plane trusses and subframes.

Distributed area tab

The distributed area loads are the loads generated by SuperSTRESS to model the

effects of the area loads. For grid frames and space frames, member linear loads are

generated. For space trusses, joint concentrated loads are generated. As with the area

tab, this tab is not available for plane frames, plane trusses and subframes. No fields

in the distributed area tab are editable.

To add new entries to the table (apart from the distributed area tab), right click and

select Add from the Context menu.


table.

Each basic load entry is defined in terms of a load type, load action, the reference

axes and the load values.

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INPUT TABLES

There is no limit to the number of loads in any loadcase apart from the available disk

space in the Working and Data Directories.

For information on copying load information from one basic loadcase to another, see

Paste Special.

The properties available can be accessed from the Properties dialog (right click in the

table).

You may filter by load type, structure set and joint or member list depending on the

tab (there are no filters available in the area tab). You may also specify which

loadcases to view in the table. This is a useful way to be able to see several loadcases

at the same time.

The filter options apply to the current tab (there are no filters for the area tab). The

loadcase selection applies to all tabs.

From Tables / Pattern loads on the main menu bar, or by double clocking on Pattern

loads in the Explorer, you will go to the Pattern Load Titles table. From here the

loadcase entries can be opened by double clicking on the required title or right

clicking and selecting Open Entries. Or you can right click on the pattern loadcase

you want in the Explorer and open the titles or entries from there.

To add new entries to the table, right click and select Add from the Context menu.

6.3.13 Pattern loadcase

table

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INPUT TABLES

Each Pattern load entry references part or all of the load entries in a previously

defined Basic loadcase.

Basic loadcase

The number of the basic loadcase being referenced.

Load factor

The factor applied to the load values from the basic

loadcase.

Loaded joint list

A list of joints whose loads are to be included.

Loaded member list

A list of members whose loads are to be included.

Loaded load area list

A list of load areas whose loads are to be included.

During the analysis the pattern loadcases are composed from the referenced basic

loadcases. Each pattern loadcase entry is dealt with in turn. All load entries

belonging to the basic loadcase are examined. The joint, member or load area number

is checked against the loaded joint list, loaded member list or loaded load area list. If

the joint, member or load area is found to be included in the relevant list then the load

entry is factored and then copied into the pattern.

The pattern loadcase is treated during the analysis as though it was an additional basic

loadcase.

From Tables / Combination loads on the main menu bar, or by double clocking on

Combination loads in the Explorer, you will go to the Combination Load Titles table.

From here the loadcase entries can be opened by double clicking on the required title

or right clicking and selecting Open Entries. Or you can right click on the

combination loadcase you want in the Explorer and open the titles or entries from

there.

To add new entries to the table, right click and select Add from the Context menu.

Previously defined loadcases, basic, pattern and combination, can be added,

subtracted and factored to generate combination loadcases.

6.3.14 Combination

loadcase table

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INPUT TABLES

Loadcase

reference

The reference of the loadcase to be included in the combination (for

example B1, P15 or C12).

Load factor

The factor by which the results of the referenced loadcase are

multiplied. A negative factor will subtract the effect of the

referenced loadcase from the combination.

The tables for SS-SURF are dialogs to specify the type of influence surface and the

position in the structure.

For more details see:

Joint effects table

Member effects table

The SuperSTRESS SS-SURF joint effects table is a tab of the Influence Surfaces

dialog.

Simply enter a list of joints in the fields for which you wish to produce influence

surfaces.

The Joint effects produce influence surfaces for the displacements and rotations at the

listed joints. These are measured in the Global axes directions.

The Supports effects produce influence surfaces for Reaction forces and moments at

the listed supports. Again these act in the Global directions. If any joints are listed in

the support section that are not supports, they will be ignored.

The SuperSTRESS SS-SURF joint effects table is a tab of the Influence Surfaces

dialog.

6.3.15 SS-SURF input

tables

6.3.16 SS-SURF joint

effects table

6.3.17 SS-SURF member

effects table

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Member effects produce influence surfaces for forces and moments at the listed

Member End1's and End2's. Fx is an axial force. Fy and Fz are shear forces. Mx is a

torque. My and Mz are bending moments. These are all in the Member Axes

directions.

The formats of the imported and exported tables in SuperSTRESS conform to the

general rules for table formats of SuperSUITE.

For details of these conventions, see SuperSUITE table formats.

The formats are described in the following topics.

All specifications use ',' as the separator and ' " ' as the character field delimiter.

[SS TITLES]

"Number", " Name", " Structure", "By", "Date", "Type"

Type is one of the following:

“Plane truss”, “Plane frame”, “Grillage”, “Space truss”, “Space frame”, “Sub frame”

eg “A1234”, “Bridge”, “A24”, “GKY”, “10/08/04”, “Grillage”

The following validation checks are performed when importing.

Number – Max = 19 characters

Name – Max = 49 characters

Structure – Max = 49 characters

By – Max = 19 characters

Date – Format dd/mm/yy

Type – Valid structure type name

6.4 Input table formats

6.4.1 Table formats

6.4.2 Job titles format

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[SS MATERIALS]

Entry, E, G, CTE, Density, "Name"

eg 2, 81000, 24000, 1e-05, 24, “Steel”


Entry – Max = 10,000

Properties – range = ±10e96


[SS SECTIONS]

Type:

Entries:

1 Entry, "Type", Ax, Ay, Az, Ix, Iy, Iz, Cy, Cz, "Name"

2 Entry, "Type", "Grillage slab section", Modified Ix, Dy, Dz, 0.0, Ty, Tz, 0.0,

Cy, Cz, "Name"

3-8 Entry, "Type", Dy, Dz, 0.0, Ty, Tz, 0.0, Cy, Cz, "Name"

9 Entry, "Type", S1, Dh, Wf, 0.0, Tf, Tw, Cy, Cz, "Name"

10 Entry, "Type", S1, 0.0, 0.0, S2, 0.0, 0.0, Cy, Cz, "Name"

11-19 Entry, "Type", od, wwt, wwb, tfl, tfr, tfd, bfl, bfr, bfd, Cy, Cz, "Name"

Type:

Section:

Standard Sections

1 "General"

2 "Rectangle"

3 "Conic"

4 "Octagon"

5 "I section"

6 "T section"

7 "L section"

8 "H section"

9 "Haunch"

10 "Taper"

Concrete Sections

11 "Concrete general I"

12 "Concrete rectangular I"

13 "Concrete tapered I"

14 "Concrete rectangular T"

15 "Concrete tapered T"

16 "Concrete inverted tapered T"

17 "Concrete simple rectangular"

18 "Concrete tapered rectangular"

19 "Concrete simple circular"

eg 1, “General”, 12.34, 34,54, 23.23, 23.23, 33.32, 2.3, 1.2, 2.5, “300x300 column”

Note: For rectangle standard sections there are two additional values. "Grillage slab

section" is either "Yes" or "No". When "Yes", Modified Ix is the value of Ix you

choose to override the normal calculation with.

6.4.3 Material types

format

6.4.4 Sections format

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INPUT TABLES


Entry – Max = 10,000

All dimensions / properties – range = ±10e96


Cannot import any section other than concrete sections into a sub-frame

[SS JOINTS]

Joint, X,Y,Z

eg. 1,200.23,100.23,25.32


Entry – Max = 100,000,000

[SS SUPPORTS]

Support,” DX”,DY”,“DZ”,“RX”,“RY”,“RZ”

Support condition: “Free”, “Rigid”, spring = “value”

eg 1,”Free”,”Rigid”,”1234.3456”,”Rigid”,”Free”,”Rigid”


Support – Max = 100,000,000

The support must exist.

[SS MEMBERS]

Member, Joint End1,Joint End2, Material type, Section type, Beta

eg 23,25,1,2,3,2.3654


Member – Max = 100,000,000

Joint end – Max = 100,000,000

Material & section type – Max = 10,000

The joints, materials and sections need not exist.

[SS RELEASES]

Member, “Dx1”, “Rx1”, “Ry1”, “Rz1”,” Dx2”, “Rx2”, “Ry2”, “Rz2”

6.4.5 SuperSTRESS

joints format

6.4.6 Supports format

6.4.7 Members format

6.4.8 Releases format

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INPUT TABLES

Release conditions: “Free”, “Rigid”

eg 23,”Rigid” ,”Rigid” ,”Rigid” ,”Rigid” ,”Rigid” ,”Rigid” ,”Rigid” ,”Rigid”


Member – Max = 100,000,000

Condition – Must be a valid name.

The member must exist.

Cannot import into a space truss or plane truss.

[SS SUPPORT LIMITS]

Space trusses and frames: Support, “DX”, “DY”,” DZ”

Limit conditions: “None”, “Positive”, “Negative”

eg 23,”None”,”Positive”,”None”


Support – Max = 100,000,000

Limit – Must be a valid name

The support must exist.

[SS MEMBER LIMITS]

All but grid frames: Member, “Dx”

Limit conditions: “None”, “Tension only”, “Compression only”

eg 12, “Tension only”


Member – Max = 100,000,000

Condition – Must be a valid name.

The member must exist.

Cannot import into grillage or sub-frame

[SS LOAD AREAS]

Grid frames, space trusses and space frames: Entry number, “Load area name”,

Member list, “Span direction”, Spanning angle

Entry number: 1-10,000

Member list: valid SuperSUITE string


format

6.4.10 Member limits

format

6.4.11 Load areas format

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INPUT TABLES

Span direction: "One way" or "Multi"

Spanning angle 0 - +180 degrees

eg 2, "1st Floor","20-40", "Multi", 45.0


Entry – Max = 10,000. This is ignored during the paste operation and the table

entry number updated automatically.

Load area name - Max 100 characters

Member list -valid list

Span direction: "One way" or "Multi"

Spanning angle 0 - +180 degrees

Cannot import into sub-frame, plane frame or plane truss

[SS LOADCASE TITLES]

"Reference", "Name"

Reference =B, P or C followed by entry number.

eg “B4”, “Basic loadcase 4”


Reference – First character must be B, P or C and remaining must be an integer

value. max = 100,000,000

Cannot import into a sub-frame

[SS BASIC LOADS]

Entry number, Basic Loadcase, “Type”, Element, “Axes”, “Action”, V1, V2, V3, V4

Type: “Joint concentrated”, “Joint displacement”, “Member concentrated”, “Member

full”, “Member self weight”, “Member uniform”, “Member linear”, “Member point

distortion”, "Member full distortion", “Member temperature”, “Member strain”,

“Area Uniform”

Axes: “Local”, “Global”, “Projected”

Action: “FX” , “FY” , “FZ”, “DX” , “DY” , “DZ”, “MX” , “MY” , “MZ”, “RX”,

“RY”, “RZ”, “Fx”, “Fy”, “Fz”, “Dx,”, “Dy”, “Dz”, “Mx”, “My”, “Mz”, “Rx”, “Ry”,

“Rz”

Values V1: P, D, W, Wa, R, t, as appropriate to load type, V2: MC = L; MU = La;

ML = Wb, V3: MU = Lb; ML = La, V4: ML = Lb

eg 2,”B2”, “Member concentrated”, 3, “Global”, “FX”, 12, 0, 12, 0


Entry – Max = 100,000,000

6.4.12 Loadcase titles

format

6.4.13 Basic load entries

format

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INPUT TABLES

Basic loadcase – Basic loadcase title entry must exist

Type – Must be a valid name.

Element – Joint or member need not exist.

Action and axis must be valid for the current type

[SS PATTERN LOADS]

Entry number, Pattern Loadcase, “Basic Loadcase”, Factor, ”Joint list”, ”Member

list”, "Load area list"

eg 2, 3, “B2”, 2.0, “ALL”, “ALL”, "1-3"


Entry – Max = 100,000,000

Pattern loadcase – Pattern loadcase title entry must exist.

Basic loadcase – First character must be B and remaining must be an integer value,

but basic loadcase need not exist.

Joint list – Valid Integer style list but all joints need not exist.

Member list - Valid Integer style list but all members need not exist.

Load area list - Valid Integer style list but all load areas need not exist.

[SS COMBINATION LOADS]

Entry number, Loadcase, "Source", Factor

Loadcase

Combination loadcase number

Source

The reference of the source loadcase. This can be either a

basic, pattern or combination loadcase. For example:

B61would refer to basic loadcase number 61

P15 would refer to pattern loadcase number 15

C31 would refer to combination number 31


Entry – Max = 100,000,000

Combination loadcase – Combination loadcase title entry must exist.

Loadcase reference – First character must be B, P or C and remaining must be an

integer value, but basic loadcase need not exist.

[SF JOINT EFFECTS]

“Action”, “List”

6.4.14 Pattern load

entries format

6.4.15 Combination load

entries format

6.4.16 SS-SURF joint

effects format

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INPUT TABLES

Action may be: “DX”, “DY”, “DZ”, “RX”, “RY”, “RZ”, “FX”, “FY”, “FZ”, “MX”,

“MY”, “MZ”

List may be: ”Joint List“, ”Support List”

eg “DX”, ”1T3“


Action – Must be a valid action.

Joint list – Valid Integer style list but all joints need not exist.

Support list – Valid Integer style list but all support need not exist.

[SF MEMBER EFFECTS]

“Action”, “List”

Action may be: “FX1”, “FY1”, “FZ1”, “MX1”, “MY1”, “MZ1”, “FX2”, “FY2”,

“FZ2” “MX2”, “MY2”, “MZ2”

List may be: ”Joint List“, ”Support List”

E.g. “MZ2” , “1T3”


Action – Must be a valid action.

Member list – Valid Integer style list but all members need not exist.

6.4.17 SS-SURF member

effects format

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TOOLS

The Tools provided in SuperSTRESS cover the following areas

Wizards

Removing gaps in tables

Coincident members

Merging joints and members

Re-ordering joints, members, and member orientation

Delete Results

Flip Axes

Influence Surfaces

Links to pre- and post-processors

Options customisation

SuperSTRESS provides two wizards to get you started immediately. These are the

New Job Wizard and the Structure Wizard. If you are a new user, this is a way of

7. Tools

7.1 Tools overview

7.2 Wizards

introduction

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TOOLS

getting to know the program and supplying something to work with. If you are

familiar with SuperSTRESS, these wizards provide very powerful features to generate

a great deal of information quickly and directly.

A Report Wizard is also available to prepare customised reports, which, once set up,

can be reused without additional work.

Gaps, or undefined entries in tables, can be a result of a number of things, and are not

always undesirable. They may form part of a rational joint and member numbering

system in which different levels in the structure are allocated specific ranges of

numbers. However, if this is not the case and you want to shuffle all the entries up

the tables to remove the undefined entries then this option provides that facility.

A dialog box containing the various input table names is displayed. The check boxes

at the left of each table can have one of three possible states.

Dimmed

There are no gaps in this table, and so this option is not appropriate

Ticked

If a table is ticked, then there are gaps in it. If you then pick the

'Remove Gaps' button, this table (and any others that are ticked) will

have its gaps removed.

Not ticked

If you do not want gaps to be removed from a particular table, then

pick on it and the tick will disappear. When you pick the 'Remove

Gaps' button, this table (and any others that are not ticked) will not

have its gaps removed.

When you pick the 'Remove Gaps' button, the entries in the selected tables will be

shuffled up to remove the undefined entries. The order of the entries in the tables will

remain unchanged but not the numbering. All appropriate cross-referencing between

joints, members and load tables will be automatically dealt with to maintain the

integrity of the structural model.

The 'Purge Files' option flushes all unnecessary files and carries out an integrity check

and any necessary (and possible) repairs to the database. This may for instance be

necessary following inadvertent deletion of SuperSTRESS files by another

application. Please note that, if you select this option, the undo / redo list will be lost.

7.3 Remove gaps

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TOOLS

This option is available from the Tools Menu. It provides a report of any members in

the model that are coincident.

A wait box will appear while the program compares every member in the structure

with every other member in the structure.

Members are coincident with one another when part of one member shares the same

space with some part of another member. It need only be over a fraction of the length

for the coincidence to be detected.

The members in question must be axially 'in line' with one another so that their end

joints all lie on the same line in space.

A special case is a member that crosses another member at an angle so that there is a

point on both members where the space is shared. However, these two members

would not be considered coincident in this case, as they aren't in line (the space shared

is not a fraction of the length, but a brief point).

In the dialog box that appears members will be grouped into sets that are coincident

with each other. It is up to you to decide what action to take as a result of the report.

Merging members will only have an effect on members that have the same end joints.

It can of course be a deliberate and useful modelling technique to have members that

overlap, and so SuperSTRESS takes no automatic actions.

This option enables joints that have the same co-ordinates to be merged. If two joints

have the same co-ordinates they are said to be duplicated. Sometimes this may be a

deliberate modelling technique, but, if so, care needs to be exercised to avoid ill-

conditioning. More usually duplication occurs as a by-product of data generation,

modelling and timesaving techniques, for instance when joining meshes or copying a

structure set. Note that if more than two joints have the same co-ordinates, this is

considered as a number of pairs of duplicated joints.

7.4 Coincident

members

7.5 Merge joints

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TOOLS

Structure set

You may choose to search for duplicated joints from a Structure

set. All, Current and all named structure sets are available from a

drop down selection list. The default is All.

Tolerance mm

In a computer it is rare that two non-integer numbers are ever

exactly equal. Two joints may appear to have identical co-

ordinates whereas internally the values are slightly different. To

avoid this being a problem, you are asked to specify a tolerance. If

the difference between two co-ordinates is less than this tolerance

then those two co-ordinates are said to be equal.

Duplicate

joints

Use the 'Find First' and 'Find Next' buttons to search for duplicated

joints. As each pair is found, they are inserted into the 'Duplicate

Joints' fields, together with their co-ordinates.

Merged joints

When you decide to merge duplicate joints, there are two options.

Merge

This merges the pair of joints currently reported in the 'Duplicate

Joints' fields. Following the merge, the pair of merged joints is

reported in the 'Merged Joints' area.

Merge all

This merges all duplicate joints. Following the merge, all pairs of

merged joints are reported in the 'Merged Joints' area.

When dealing with a pair of duplicated joints the lower numbered joint always takes

priority; the higher numbered joint will become undefined. References to the higher

numbered joint in all the various input tables will be changed to refer to the lower

numbered joint.

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TOOLS

Note that the reporting of duplicated joints in this table is done automatically. For

example if more than two joints are merged then all of these duplicates will be

removed automatically and one merge will be reported.

The Merge Joints operation can be done on-the-fly by changing the Drawing Options.

This option enables the removal of duplicated members. If two members run between

the same two joints then they are said to be duplicated. It is possible for duplicated

members to be used as a deliberate modelling technique. For example, back-to-back

angles in a steel structure can be modelled by putting two members alongside each

other.

Structure set

You may choose to search for duplicated members from a Structure


drop down selection list. The default is All.

Duplicate

members

Use the 'Find First' and 'Find Next' buttons to search for duplicated

members. As each pair is found, they are inserted into the 'Duplicate

Members' fields, together with their End1 and End2 joints.

Merged

members

When you decide to merge duplicate members, there are two

options.

Merge

This merges the pair of members currently reported in the 'Duplicate

Members' fields. Following the merge, the pair of merged members

is reported in the 'Merged Members' area.

Merge all

This merges all duplicate members. Following the merge, all pairs

of merged members are reported in the 'Merged Members' area.

When dealing with a pair of duplicated members the lower numbered member always

takes priority; the higher numbered member will become undefined. All references to

7.6 Merge members

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TOOLS

the higher numbered member in all the various input tables will be changed to refer to

the lower numbered member.

Note that the reporting of duplicated members in this table is done automatically. For

example if more than two members are merged then all of these duplicates will be

removed automatically and one merge will be reported.

The Merge Members operation can be done on-the-fly by changing the Drawing

Options.

When entering the structure using the Draw option you do not necessarily end up with

a logical numbering system for joints and members. For instance use of the mirror

facility may cause some sequences of joints to be numbered from left to right and

others from right to left. The Re-order facilities allow you to obtain a logical and

consistent numbering system for the structure.

Structure set

You may choose to re-order joints only within a particular Structure


drop down selection list. The default is All. During re-ordering,

only the joints within the structure set are considered, and these are

re-assigned within that set as appropriate; no other joints are

affected.

Sort criteria

Three sort criteria, X Co-ordinate, Y Co-ordinate and Z Co-ordinate,

are presented, and an 'Up' and 'Down' button. Using these buttons

you may prioritise X, Y and Z by selecting them and moving them

up or down (for two-dimensional structures one of these will not be

required). For instance if X is the highest priority (at the top of the

list), the joints will be numbered in predominantly X order. If two

joints have the same X co-ordinate (within tolerance), the next

priority co-ordinate (say Z) will be compared.

Sort control

parameters

Sort Order

The first sort parameter is the Sort Order, which can be either

7.7 Re-order joints

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TOOLS

ascending or descending. This does not affect the priority, but how

each co-ordinate is sorted within itself.

Tolerance

The second sort parameter is the tolerance mentioned above when

two joints are considered to have the same co-ordinate in one axis.

It may be different for each axis.

When you are ready to carry out the sort, pick the 'Sort' button.

Note that certain applications such as SuperSTEEL and Wood-Armer make direct

references to the SuperSTRESS joint and member numbers. Any such data held in

the job file will get cross-referenced automatically when the joints and members are

re-ordered.

Re-ordering the joints can have a beneficial effect on the analysis time by reducing

the maximum joint difference, especially if the previous numbering arrangement was

disrupted by extensive use of Drawing options such as Copy, Move and Intersect.


a logical numbering system for joints and members. For instance use of the rotate

facility may cause members to be ordered in an inconsistent fashion with regard to the

Cartesian global axes. The Re-order facilities allow you to obtain a logical and

consistent numbering system for the structure.

Structure set

You may choose to re-order members only within a particular

Structure set. All, Current and all named structure sets are available

from a drop down selection list. The default is All. During re-

ordering, only the members within the structure set are considered,

and these are re-assigned within that set as appropriate; no other

7.8 Re-order members

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TOOLS

members are affected.

Sort criteria

Five sort criteria; midpoint X, midpoint Y, midpoint Z, Material and

Section are presented, together with an 'Up' and 'Down' button.

Using these buttons you may prioritise the criteria by selecting them

and moving them up or down (for two-dimensional structures one

of these will not be required). For instance if midpoint X is the

highest priority (at the top of the list), the members will be

numbered in predominantly X order. If two member midpoints

have the same X co-ordinate (within tolerance), the next priority co-

ordinate (say midpoint Z) will be compared.

Sort control

parameters

Sort Order

The first sort parameter is the Sort Order that can be either


each sort criterion is sorted within itself.

Tolerance


two midpoints are considered to have the same co-ordinate in one

axis. It may be different for each axis.





re-ordered.


a logical numbering system for joints and members. For instance use of the mirror

facility may cause some members to be numbered from left to right and others from

right to left. The Re-order facilities allow you to obtain a logical and consistent

numbering system for the structure

This option enables you to ensure that all members have a consistent orientation, so

that, for example, all columns have End1 at the bottom and End2 at the top (i.e. the

local member x axis is pointing vertically upwards). Select the members to be re-

ordered in the usual way and pick Re-order End1/End2 to define the controlling

parameters.

7.9 Re-order member

ends

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TOOLS

Structure set

You may choose to re-order member ends only within a particular

Structure set. All, Current and all named structure sets are available

from a drop down selection list. The default is All.

Sort criteria

Three sort criteria, X Co-ordinate, Y Co-ordinate and Z Co-ordinate

are presented, together with an 'Up' and 'Down' button. Using these

buttons you may prioritise the criteria by selecting them and moving

them up or down (for two-dimensional structures one of these will

not be required). For instance if X is the highest priority (at the top

of the list), the members will aligned predominantly in the X

direction. If two member ends have the same X co-ordinate (within

tolerance), the next priority co-ordinate (say Z) will be compared.

Sort control

parameters

Sort Order

The first sort parameter is the Sort Order that can be either


each sort criterion is sorted within itself. For instance, if ascending

sort order is chosen for the X co-ordinate, then member x axes will

point in the positive general global X direction.

Tolerance


two end joints are considered to have the same co-ordinate in one

axis. It may be different for each axis.





re-ordered.

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TOOLS

Use this option to delete the results of the current job to reduce the size of the data

file. This is useful when large jobs are required to be saved onto disk for backup.

The results are easily recoverable by simply analysing the job.

Please note that this option is for use with files created in SuperSTRESS Version 3

and earlier. Do not use this option in any other circumstances.

This option will flip the global axes of your structure 90 degrees anti-clockwise about

the X-axis and then close the job down. This will be the same operation as rotating

the structure 90 degrees clockwise about the X-axis with one subtle difference: the

loading that is defined as global will follow the structure and be in the correct position

in relation to it.

This option can be utilised in many different ways, including:

If you have a H-LOAD Space Frame structure which was created in an earlier

version of SuperSTRESS (it will have been created with the XZ plane as the

major plane rather than the XY plane), then this option can be used to rotate

the structure and its loads so that it returns to the 'normal' rotation, i.e. with

XY as the major plane. To do this you would need to perform the Flip Axes

operation three times.

If you do not use the direct link to take your Space Frame model to H-LOAD,

SuperSTRESS will not automatically adjust for the difference in Global

systems between SuperSTRESS version 3 and H-LOAD for this structure

type. Therefore, you can use this option to rotate the structure. This will save

and close the job after rotating the Global axes to the correct format for H-

LOAD. When you now open the job in H-LOAD the correct orientation will

be applied for you to continue modelling.

7.10 Delete results

7.11 Flip axes

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OPTIONS

The SuperSTRESS options in SuperSUITE are those that are specific to

SuperSTRESS and not shared by other modules.

The options available are:

Graphics

Drawing

Units and formats

Pens

Fonts

Area loading

Analysis

SS-SURF

Wood-Armer

8. Options

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OPTIONS

Graphics settings covers those aspects of a graphical view which are stored with the

job. Parameters which are not stored with the job and are specific to a particular view

are accessible in the properties window of the graphical view.

Support default

size (mm)

The global joint supports are drawn diagrammatically to indicate

the restraint condition in each of the possible six degrees of

freedom. The value specified relates to the size that the support

will be drawn on the default view.

Support cut-off

size (mm)

If scaled supports have been requested then there will be a size

below which they will be impossible to interpret. It would be

wasteful to continue drawing the diagram under these conditions.

Below the cut-off size the supports are represented by a cross

rather than by the full diagram.

Scale supports

The support size is specified in mm and is related to the default

view. If the 'Scale supports' check box is ticked, then, as the

structure is scaled up and down, the supports are scaled up and

down as well. As the structure gets enlarged, so does the

representation of the support. If the check box is not ticked, then

the supports will remain at the default size.

Joint size (mm)

Joints in graphics are always represented as a square of constant

size, irrespective of scale and structure orientation. The size of

the square is set here as a value in millimetres.

8.1 Graphics

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OPTIONS

Structure limit

arrow size (mm)

The length of the arrow drawn on the graphical view to represent

support and member limits is configurable. It is defined in

millimetres.

Annotate

member axes

The member axes orientation can be plotted on each member; the

x-axis will be along the member and the y and z-axes will be

perpendicular to it. On the plot the y-axis will be drawn twice

the length of the z-axis, enabling you to distinguish between the

two. If the 'Annotate member axes' check box is ticked, the

letters x, y and z will be added to the axes to help identification.

Hatching

If ticked, the loads and moment / force results envelopes will be

hatched. Under some circumstances, in the interests of clarity or

speed, you may prefer to suppress the hatching by unticking the

check box. Note that the deflections will never be hatched.

Load area

shading

A slider to control the intensity of shading used for load areas.

Move the slider to the left for low intensity (L) and to the right

for high intensity (H).

Area load

shading

A slider to control the intensity of shading used for area loads.

Move the slider to the left for low intensity (L) and to the right

for high intensity (H).

Force Diagram

Columns / Rows

When plotted, the member force diagrams can be displayed and

printed in a tiled fashion. This setting controls the number of

diagrams across the page or screen (columns), and the number

down (rows). Diagrams are plotted in order across each row in

turn, starting at the top.

Force Diagram

Hatching

If ticked, the member force diagram result plots will be hatched.

Under some circumstances, in the interests of clarity or speed,

you may prefer to suppress the hatching by unticking the check

box. Note that this option is independent of the main graphics

hatching option described above

Results

Annotation

Max values

/ End values

If ticked these will determine what values are annotated when

result labels are selected under properties. Max values will

annotate both the largest positive and the largest negative value

(where they exist) within each member. End values will annotate

the values at member ends only. Annotation labels will be

produced for each currently selected loadcase, so to avoid

overwriting it may be best to select an envelope of loadcases for

annotation - see Properties / Results Graphics.

If results annotation is requested for deflections then the values

shown will relate to the vector global displacements for the

individual selected loadcase(s) and not to the envelope of

deflections.

Display All / Top

% Only

These radio buttons determine whether either all values are

labelled or only values within a certain range. For instance, if

Top 20% Only is selected, this will label only those values that

are greater than or equal to 80% of the maximum value anywhere

within the currently plotted Structure Set.

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OPTIONS

This option enables you to set the parameters that control the behaviour of the

graphical modelling options. The merge joints and merge member options can also

be set so that the merge is done automatically during the relevant drawing operation.

Merge joints

Certain operations that create new joints can be made to check if

a joint already exists at the proposed location and then use that

joint instead of generating a new one. This prevents the

undesired duplication of joints, but will slow down those

operations while the check is carried out. Tick the 'Merge joint'

check box if you want joints to be merged in this way.

Merge members

This is similar to the merge joints option and comes into effect

when a new member would be created between the same two

joints as an existing member.

Merge joint

tolerance (mm)

This tolerance is used during the merge joint check when

comparing two co-ordinates. If the difference between the values

is less than the tolerance then they are deemed to be equal and if

the merge joints check box is ticked, a new joint will not be

created. The tolerance is measured in internal units (mm).

For all of the standard systems, each item of input or output that can be given

different units is listed with the default units shown against each.

8.2 Drawing

8.3 Units and formats

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OPTIONS

The different standard unit systems may be selected from the drop down list at the top

of the dialog.

A set of Custom units can be created from one of the standard systems by changing

individual items. These non-standard unit systems are stored with each job so that

different jobs may have individual units systems. The default custom units system

contains mixed units that are suitable for general structures. For instance, bending

moments are in kNm and stresses in N/mm2.

The units facility may be used at any time. For instance, you may have the units for

point load force set as kN, but wish to enter the loads in tonnes because you have

received a schedule of loads in those units. Change the point load unit to tonnes,

enter the loads, and then change back to kN. SuperSTRESS will convert all the load

values automatically.

Each item of input and output may have its units changed by clicking on the units

field to the right of the item in the dialog. This produces a drop down list from which

you may choose a suitable unit. The list for material density is shown below.

Similarly the format for any of the data items may be changed. The current format for

each item is shown to the right of the units. These can be changed by picking in the

relevant field to produce a drop down list of available formats.

The format indicates the number of places after the decimal point. Note that '0' will

produce an integer number with the decimal point suppressed.

Within SuperSTRESS, influence surface values are calculated and stored in internal

units that are always consistent. It is your responsibility to ensure that the units are

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OPTIONS

appropriate to the loading to be applied. For instance, if you are going to apply loads

expressed in kN, then you should ensure that the influence line values for moment for

example, are expressed in kNm/kN, and NOT kNm/N.

This option enables you to configure the screen and printer colours and printer line

thickness. The screen line thickness is constant and cannot be changed. All the

various items of the SuperSTRESS graphics view can be allocated colours from the

palette.

A list is displayed of the various items. If you pick on any item a sample of the item's

current colour will be displayed both as text and as a line. If you wish to change the

colour of an item, pick the change button and a typical Windows colour palette

selection and customisation window will be displayed for your use.

8.4 Pens

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OPTIONS

This option enables you to configure the screen fonts. All the various items of the

SuperSTRESS graphics view can be allocated fonts.

A list is displayed of the various items. If you pick on any item a sample of the item's

current font will be displayed as upper and lower case text. If you wish to change the

font of an item, pick the change button and a typical Windows font selection and

customisation window will be displayed for your use.

Max interval for

member loads

Controls the spacing of the distributed loads along the member.

When area loading is applied, the load is distributed to the

members through a process called dispersion. This results in a

8.5 Fonts

8.6 Area loading

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OPTIONS

set of discrete member varying loads along the members in the

load area. The maximum length of these varying loads is

controlled by this setting. The actual spacing for each member is

determined by dividing its length by this setting and rounding up

to the nearest integer.

For example, if the length of the member is 3425mm and the

spacing setting is 225mm then the number of intervals used is

3425 / 225 = 15.22, which is rounded up to 16. The length of

each member varying load on this member would then be 3425 /

16 = 214.06mm. The load length and number of loads varies

with the length of each member.

The default is 250mm.

Max load pt

spacing for area

loads

Controls the spacing of the point loads that the area load is

decomposed into. See SuperSTRESS area load translation. This

happens before these loads are dispersed to the members.

The translation splits each ring of members within the load area

into triangles, then turns the area load within each triangle into a

number of discrete point loads over the triangle. This setting

controls the spacing of these point loads over the sides of each

triangle and consequently within each triangle.

The actual spacing on each side of a triangle is determined by

dividing the longest side by this setting and rounding up to the

nearest integer. For example, if the length of the longest side is

2.750mm and the spacing setting is 200 mm then the number of

intervals used is 2750 / 200 = 13.75, which is rounded up to 14.

The spacing of these intervals would then be 2750 / 14 =

196.43mm.

Warning: setting a low value for this spacing will slow down the

operation of the program.

The default is 250mm.

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OPTIONS

The analysis settings are available from the Analysis tab on the Settings tabbed dialog

box.

A number of settings relating to the analysis are configurable.

Save stiffness

matrix

If ticked, the decomposed stiffness matrix will be saved after a

successful analysis and re-used for the next analysis providing

that only the load data has been edited. If any other data has

been changed then the matrix will be discarded and will have to

be built and decomposed again. Re-use of the matrix can save

time if repeated modification of the loading is necessary.

Note that the decomposed stiffness matrix will never be saved or

re-used if the model has any support or member limits defined,

as it may be different for every loadcase.

Recombine

loadcases

If, after a successful analysis, only the combination loadcases

have been edited then it is possible to regenerate the combination

results from the existing basic loadcase results. This

recombination of loadcases can be considerably faster than re-

analysing the structure from scratch. If ticked then this feature

will be enabled.

Note that the combinations can not be recombined if the model

includes support or member limits, as each combination has to be

analysed individually with its own matrix.

Automatic

equilibrium

check

If ticked, the equilibrium check will be run immediately after

each analysis. If not ticked, then by selecting 'Equilibrium check'

from the Analysis menu on the main menu bar, you may still run

8.7 Analysis

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OPTIONS

the equilibrium check at any time following a successful

analysis.

Equilibrium

check tolerance

%

Whether the equilibrium check is displayed automatically or by

selection, the error is measured using this setting. The error is

calculated based on the difference between the sum of the forces

and the sum of the reactions for each degree of freedom (forces

in global X, Y and Z; moments about global X, Y and Z, as

appropriate to the structure type). This difference is then

expressed as a percentage of the sum of the forces. Where this

error is greater than the tolerance entered here, the Equilibrium

Check dialog will be displayed automatically following analysis

(if the 'Automatic equilibrium check' check box above is ticked).

If the error is greater than the tolerance, but the sum of forces for

that degree of freedom is zero, then the error is expressed as

100%. The default tolerance is 0.1%.

Interrupt

frequency

The analysis can be interrupted while it is in progress. (You may

realise that you have missed out a loadcase or don't have time to

wait for it to complete.) The number entered here is a measure of

how often SuperSTRESS checks to see if you have made an

interruption. The value depends on a number of factors, and

should be adjusted up or down according to experience.

Maximum cycles

To avoid possibly endless cycles during the iterations, this value

sets the limit for the maximum number of iterations to take place.

Trace level

During iterative analysis a window showing a trace of the

analysis as it progresses may be displayed. The options are:

No trace output

Summary output

Detailed output.

To print the contents of the window, right click, pick select all,

and choose one of the standard Windows print options.

Large

displacements

If large displacement analysis is required, then tick this check

box. An iterative method is used in SuperSTRESS for non-linear

analysis and the settings that control the iteration and

convergence are described below.

Load increments

For the large displacement analysis, each loadcase is divided into

the number of increments specified here, and the increments of

load applied successively.

Convergence

tolerance

(mm)

During the series of analyses for each load increment, the

displacements are added back onto the original geometry before

each analysis. The cycle is complete when the maximum

difference in displacement between two successive analyses is

less than this value.

Max. deflection

(mm)

This value is set to impose a maximum deflection. The analysis

will be stopped if this value is reached to avoid excessive

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OPTIONS

deflection.

Remove:

One per cycle

Top nn%

With member limits or support limits specified, this parameter

governs which members or supports are removed between

successive analyses. Specifying 'one per cycle' means that either

the tension-only member with the largest compression force or

the compression-only member with the largest tension force is

removed, whichever is the largest absolute value. A similar rule

is applied to positive and negative support limits. This option is

comparatively slow, but should produce convergence in most

cases.

With 'Top nn%' specified, the maximum value to be removed is

found as above, but then all other members or supports within

nn% of the maximum are removed as well. This can be used to

speed up the iteration process, but large values could lead to lack

of convergence.

Support

tolerance (N)

When deciding if an individual support is a candidate for

removal during a particular analysis cycle, this tolerance may be

applied to help the analysis converge. For instance if the

tolerance was 1000N, no supports with a force of less than

1000N in the limited direction would be removed.

Member

tolerance (N)

When deciding if an individual member is a candidate for

removal during a particular analysis cycle, this tolerance may be

applied to help the analysis converge. For instance if the

tolerance was 1000N no members with a force of less than

1000N in the limited direction would be removed.

There are currently no SS-SURF options available.

8.8 SS-SURF

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Page 190

ANALYSIS

There are two options available from the Analysis pull-down menu.

Loadcases

This allows you to specify which loadcases will be analysed for non-

linear analysis (large displacements or structures with member limits

or support limits).

Analyse

The structure is analysed using whatever analysis settings are

currently active. See Options for more details.

As a quality assurance measure, results will not be available once the structure has

been edited. This is a deliberately severe restriction, to prevent input data and results

that are not compatible being in the same file.

The matrix file, if stored, will not be deleted immediately. If your editing is restricted

to the loadcases then it is not deleted and can be re-used automatically during the next

analysis. This re-use of the stiffness matrix can save a considerable amount of time.

To make use of this feature you must switch the Tools/Options/Analysis/Save

stiffness matrix option ON.

Similarly, if your editing is restricted to the combination loadcases then the basic

loadcase results from a previous analysis can be re-used to generate the edited

combinations. Again, re-combining the combinations can make a second analysis

much quicker. To make use of this feature you must tick the

Data/Settings/Analysis/Re-combine loadcases option.

Once the appropriate settings are configured, SuperSTRESS will decide automatically

whether the matrix can be re-used or whether the combinations can be re-combined,

based on the time/date stamps stored in the input and results files.

This facility allows you to specify which loadcases will be analysed.

Only structures with a large displacement analysis setting or with member limits or

support limits can have combination loadcases individually selected for analysis

where the referenced basic loadcases are not also selected.

When the OK button is picked, all previous analysis results will be lost. A subsequent

analysis will then only provide results for the most recently selected loadcases. To

avoid losing previous analyses, pick 'Cancel' or close the dialog window with the

Close button.

Choosing this option displays a selection list of existing loadcases for analysis. If you

wish to change the selected loadcases pick on the loadcase entry. This field is a

toggle field and each time you pick it, it changes from selected (highlighted) to

deselected. The 'Select All' and 'Deselect All' buttons provide shortcut selection

methods, as well as use of the shift key to select all entries between selected entries,

and the control key to select individual entries without deselecting others.

9. Analysis

9.1 Analysis overview

9.2 Analysis loadcases

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ANALYSIS

The analysis status of loadcases is represented by coloured icons next to the loadcase

names (and also in Graphics / Properties / Loadcases ). The meaning of the icons is

given in an analysis loadcase key. A solid green circle indicates a loadcase that has

been analysed. A solid red circle indicates a loadcase that has not been analysed.

Note that the icon preceding a loadcase will not change until after the OK button is

pressed, when all loadcases will revert to 'not analysed', and after the analysis has

taken place, when the selected loadcases are flagged as analysed.

Before 'OK'

After 'OK', before

analysis

After analysis

When you elect to analyse, the progress of the job - reading and verifying data,

forming the stiffness matrix etc. is displayed on screen in a pop-up window with

progress indicators showing the proportion of each task achieved. For most jobs, the

pop-up will only appear for a few seconds, but for large jobs (especially non-linear

9.3 Analyse

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ANALYSIS

ones) this provides a useful estimate of the time remaining to completion. Each

indicator bar represents 100% completion for that activity.

The analysis can be interrupted while it is in progress. (You may realise that you

have missed out a loadcase or don't have time to wait for it to complete.) Press the

Cancel button and a dialog window will appear with the following options:

Yes

The analysis will terminate and you will be returned to the previously

active window. There will be no results.

No

The analysis will resume from the point at which you interrupted it.

Following a successful analysis the results will automatically be stored on disk for

subsequent reports and plotting. If errors are detected in the data then the relevant

error messages will be displayed in an Analysis Errors window, from where they may

be sent to a printer or disk file if required. A list of the possible error messages can be

found in a following topic.

Other types of error associated with ill-conditioning or rounding may also occur.

Details of these are given in the following Sections.

The interactive input routines check the data for consistency as it is entered and trap

any errors. However, subsequent editing can introduce errors that are not always

detected. Any such errors or omissions will be detected during the analysis.

SuperSTRESS will then terminate the analysis and display relevant messages in an

Analysis Errors window, from where they may be sent to a printer or disk file as

required.

9.4 Data consistency

checks

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ANALYSIS

A list of the possible error messages can be found in the Analysis Error Messages

section.

Other types of error associated with ill-conditioning or rounding may also occur.

Details of these are given in the following topics.

Linear Analysis

SuperSTRESS uses the 'stiffness method' of analysis in which the displacements of

the joints are considered to be the basic unknowns. The four main stages in the

analysis are as follows:

With the structure locked solid at all joints, for each joint in turn and each possible

direction of movement, give a unit displacement and compute the resulting force by

applying slope deflection equations to each of the members framing into the joint.

These forces per unit displacement can then be used to build the 'structure stiffness

matrix'. Shear deformations (the effects of which are significant in short span beams

and at haunches) are rigorously taken into account.

Again with the structure locked solid, compute fixed end forces for each member due

to loads on the member and add them to the joint loads to build the 'combined joint

load vector'.

Solve the matrix equations:

[Combined joint load vector] = [stiffness matrix] x [displacements]

to yield displacements at all joints in each possible direction of movement.

Substituting these displacements in the slope deflection equations gives the end forces

in each member and from these the internal forces and displacements together with

the support reactions can be found.

Tension-only members or One-way supports

To help identify tension-only and compression-only members a 't' or 'c' is added after

the member number in the tool tip query.

Note that loads on tension-only members should be avoided, because the loading may

cause the axial forces at the two ends of a member to be different. In some

circumstances, this can result in the analysis not converging. Loads such as self-

weight can be replaced by loads at joints. Loads such as temperature loads can cause

more difficulty and you may wish to consider replacing the tension-only member with

an ordinary member subject to a pre-strain (load type Member Strain). The member

will not then act in a non-linear way when loaded.

9.5 Method of analysis

9.6 Non-linear analysis

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ANALYSIS

Analysis of structures that include support or member limits requires an iterative

approach to the analysis. A cycle of analyses is made for each loadcase. After each

cycle all limited supports and members are checked to ensure that the reactions or

axial forces are acceptable. If a support or member is found to be loaded outside its

limit then it becomes a candidate for removal before the structure is re-analysed.

A parameter under Analysis settings governs which members or supports are removed

between successive analyses. Specifying 'one per cycle' means that either the tension-

only member with the largest compression force or the compression-only member

with the largest tension force is removed, whichever is the largest absolute value. A

similar rule is applied to positive and negative support limits. This option is

comparatively slow, but should produce convergence in most cases.

With 'Top nn%' specified, the maximum value to be removed is found as above, but

then all other candidate members or supports within nn% of the maximum are

removed as well. This can be used to speed up the iteration process, but large values

could lead to lack of convergence.

At each cycle when members or supports are removed, all supports or members that

have previously been removed are also checked to see whether the criteria for their

removal are still valid, and if not they are re-inserted into the structural model. When

'one per cycle' is specified, only one (if any) support or member is re-inserted in each

cycle.

When deciding if an individual member or support is a candidate for removal during a

particular analysis cycle, a tolerance may be applied to help the analysis converge

(see Analysis settings). For instance if the tolerance was 1000N, no supports with a

force of less than 1000N in the limited direction would be removed.

If there are no supports or members to be removed then the loadcase analysis is

complete and SuperSTRESS will proceed to the next loadcase. Note that, because of

the different loading regimes, each loadcase may require the removal of different

members, thus leading to a different stiffness matrix. The option to save and re-use

the stiffness matrix therefore becomes invalid.

During iterative analysis a window showing a trace of the analysis as it progresses

may be displayed according to the Trace level option selected under Analysis settings.

The options are:

No trace output

Summary output

Detailed output

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ANALYSIS

To print the contents of the window, right click, pick select all, and choose one of the

standard Windows print options.

A maximum cycles option, also under Analysis settings will halt the analysis if

convergence has not been reached within the specified maximum.

The reactions and the member end forces for supports and members that have been

removed will be printed as zero in the tabulated output, and displayed as zero in the

graphical output.

Large displacements

The basic feature of a structure having geometric non-linearity such as with large

displacements is that the structure is in equilibrium with the deformed geometry that

is not known in advance. In a linear analysis, deformations are ignored as being too

small to be significant.

An iterative method is used in SuperSTRESS to obtain the unknown deformation. At

first, a certain level of loading is applied to the structure, and a deformation is

obtained. The structural geometry is then modified based on the deformed shape.

The next iteration is then carried out under the same loading but with respect to the

new geometry. Convergence is said to be achieved when the maximum difference

between deformations of two successive iterations is less than a small positive real

number - the Convergence Tolerance.

In each loadcase, the total loading can be applied incrementally depending on the

setting of Load Increments. The magnitude of each loading increment is then:

Total Loading / Load Increment.

In each increment, convergence must be achieved before the next increment is

applied.

During iterative analysis a window showing a trace of the analysis as it progresses

may be displayed according to the Trace level option selected under Analysis settings.

The options are:

No trace output

Summary output

Detailed output

To print the contents of the window, right click, pick select all, and choose one of the

standard Windows print options.

The analysis fails if either of two limits is exceeded, Number of Cycles and

Maximum deflection. The first is set to avoid possibly endless cycles during the

iterations, the second to stop the analysis when the structure has deformed

excessively.

All four of the above parameters are set under Tools / Options / Analysis. Care

should be taken in choosing appropriate values for the parameters to ensure correct

convergence. In general the Convergence Tolerance value is the most critical, and it

is recommended that at least two analysis runs are carried out with alternative values,

to form a judgement of the solution accuracy. Another important influence is the

division of members into sub-members to more accurately model the deformation

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ANALYSIS

along the member length. A division into five appears to produce good results in

most cases.

It should be noted that large displacement analysis cannot be applied to Grid Frames

due to the incompatibility of the structural geometry.

An influence line shows the effect on a parameter (eg a bending moment) at a specific

position caused by a load applied at various points on a structure. Influence lines may

be generated for actual loading or for unit loads. The latter are of more general scope

since they allow greater flexibility and they are used by SuperSTRESS. Once an

influence line has been generated for unit loading, then any actual loading can be

catered for by multiplying the load intensity by the influence line value at the load

position. SuperSTRESS can generate these lines automatically, or you can use the

member distortion load type to produce effects that give the influence line as the

displaced shape of the structure.

SuperSTRESS allows the automatic generation of influence lines and surfaces for all

structure types. For plane frames and trusses, these are normally referred to as

influence lines, while for grid frames, space trusses and space frames they are

normally referred to as influence surfaces.

The influence surface controls are available from the Tools menu and also via the

Explorer.

Within SuperSTRESS influence surface values are calculated and stored in internal

units that are always consistent. It is your responsibility to ensure that the units you

use for tabular or graphical output are appropriate to the loading to be applied. For

instance, if you are going to apply loads expressed in kN, then you should ensure that

the influence line values for moment for example, are expressed in kNm/kN, and

NOT kNm/N.

The surfaces to be built are specified by their effects, either at joints or members. A

great many surfaces can be built at the same time using lists to specify the joints and

members where the effects are to be measured. It does not matter if some surfaces are

added later (if surface loadcases are not automatically deleted after use) because

SuperSTRESS will have carried out all the necessary analysis on the specified

structure set and so additional surfaces are processed very quickly.

9.7 Influence lines and

surfaces

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ANALYSIS

The Structure set specifies the extent of the structure for which influence lines are to

be generated. For instance, in a bridge deck with columns modelled in 3D, influence

lines may not be required for the supporting columns, even though they are taken into

account in the analysis. Structure sets must have been previously defined unless ALL

or CURRENT are used.

A global direction FX, FY or FZ must be given for the unit forces applied to produce

the influence surface. Any loading subsequently applied to the structure using the

influence values must be in the same direction. Most loading is applied in the Z

direction, and this is the default.

During building of the influence surfaces, SuperSTRESS sets up a number of

temporary loadcases, each of which represents a single unit load at every joint in the

Structure set. If the 'Delete surface loadcases after use' box is ticked, then these

temporary basic loadcases will be automatically removed following generation.

The Joint effects produce influence surfaces for the displacements and rotations at the

listed joints. These are measured in the Global axes directions.

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ANALYSIS

The Supports effects produce influence surfaces for Reaction forces and moments at

the listed supports. Again these act in the Global directions. If any joints are listed in

the support section that are not supports, they will be ignored.

Member effects produce influence surfaces for forces and moments at the listed

Member End1's and End2's. Fx is an axial force. Fy and Fz are shear forces. Mx is a

torque. My and Mz are bending moments. These are all in the Member Axes

directions.

To create the influence surfaces, pick the build surface option from the Tools menu.

Following the necessary automatic analyses required, the influence surface icons will

be displayed in the Explorer.

If any data is subsequently changed such that the influence surfaces become invalid,

the icons will be displayed with a red cross through them to signify that. They may

be rebuilt at any time using the Build Surfaces option.

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ANALYSIS

Once created, influence surfaces can be displayed and printed in both tabular and

graphical format. From the context menu from any Surface, the following options

appear.

Facilities are available to filter the values using joint lists and sets, and there is control

over what constitutes the current surface set.

During graphical display, the Properties dialog box is extended to cover Surfaces to

enable you to select those surfaces you wish to view. Having selected which surfaces

to view, they are then switched on by ticking 'Influence Surfaces' under the results

tab.

Similarly the Properties / Scales tab is extended as follows

Both the scale and units for each parameter can be changed. The influence surface

values are calculated and stored in internal units that are always consistent. It is your

responsibility to ensure that the units are appropriate to the loading to be applied. For

instance, if you are going to apply loads expressed in kN, then you should ensure that

the influence line values for moment for example, are expressed in kNm/kN, and

NOT kNm/N.

The shear component of deflection is computed by integration of the shear force

diagram. This compares well with the shear deflections computed by 'exact' methods

for usual loadings and where bending deflection predominates. For very high point

loads near the supports some variation may be found with the 'exact' deflections

9.8 Shear component of

deflection

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ANALYSIS

computed by the analysis. The term 'exact' is used in the mathematical sense based on

the assumptions of linear elastic behaviour.

Note that the value of the modulus of rigidity is used in the calculation of the shear

deflection. It follows that if an inappropriate value of the modulus is used then the

calculated shear deflection in the members can be several magnitudes larger than the

deflections due to bending that can in turn result in some unexpected deflected

shapes.

The speed of solution is dependent on the particular hardware on which

SuperSTRESS is being run, since the processor speed and disk access speeds vary

from computer to computer. Basically more conventional memory will mean quicker

operation and solution.

If SuperSTRESS is being run over a Network, the Working Folder should be set to a

temporary directory located on the local hard-drive. This will mean that, during

performing operations within SuperSTRESS, the computer is not required to look

over the network after each operation is performed.

In general a set of equations for a structural model is well conditioned, having few

terms away from the leading diagonal and large terms on the diagonal. (In the jargon,

the matrix is symmetric, banded and positive definite.) You can therefore normally be

confident in the accuracy of any results obtained.

A set of equations may be said to be ill-conditioned when:

There are large differences in numerical value in the coefficients

Any of the diagonal terms are small

Any two or more equations have almost identical coefficients

Sometimes the ill-conditioning has a direct analogy in the structure:

Local mechanisms at a joint

Sub-frame mechanisms involving a group of members and joints

Multiple structures (with unconnected members)

Mixing members with very high and low stiffness in the same structure

To remedy the ill-conditioning problem is then either a question of correcting the

modelling error or of changing (usually simplifying) the structural model.

SuperSTRESS will usually pick up problems associated with local mechanisms and

produce a relevant error message . However, rounding errors may mean that the

mechanism is not detected and the symptoms of ill-conditioning will then become

apparent.

R K Livesley in 'Matrix Methods of Structural Analysis', Pergamon Press, gives a

figure of 1,000 for the relative axial stiffnesses of rolled steel joists in simple frames

before ill-conditioning becomes serious. In SuperSTRESS however, using double

precision real arithmetic throughout, noticeable problems are unlikely to arise before

the ratio is 1,000,000. Double precision real numbers are stored to an accuracy of 15-

16 significant figures.

There are other causes of error in calculations known as rounding or round-off errors,

which are simply dependent on the number of calculations performed. These are

unlikely to have an effect in practice unless you have several thousand joints.

9.9 Speed of solution

9.10 Ill-conditioning

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ANALYSIS

There are two main tests to check if the analysis has been subject to ill-conditioning.

Excessive

deflections

If the maximum deflection or rotation in the structure is much

larger than expected, this can be a sign of ill-conditioning. It is

always good practice to make a rough manual assessment of the

expected deflection before carrying out any computer analysis.

It does happen that an analysis may be subject to ill-conditioning

(as shown by this check) but still pass the equilibrium check (see

below). Any results produced must be classed as suspect in

these circumstances.

To find the maximum deflection of the structure, open the Joint

displacements table and right click in the table. Select

Properties. On the Filter tab, set List by to Loadcase,

Joint/Member list to ALL, tick the Envelope box and pick the

Max values radio button. On the Loadcases tab, pick the Select

All button.

Equilibrium

check

An equilibrium check may be displayed or printed. For the

equilibrium check display, see the following Topic. An

equilibrium check may also be printed in Reports, Support

Reactions. Note that the equilibrium check of total applied force

compared to total reactions is only printed if the Support

Reactions Table is part of a Report, and then only if the Structure

Set is set to ALL.

If any of the forces and reactions are not in balance then this is a

sign of ill-conditioning and the results will be suspect.

SuperSTRESS cannot analyse a model that contains more than one structure. Every

joint must be connected by one or more members to all the other joints. If an analysis

fails with an error 1655 the most likely cause is the presence of more than one

structure in the model.

Multiple structures in the model can be difficult to find as they generally result from

joints that appear to be connected into a member but which are in reality only

positioned on the line of the member. Try the following methods:

Eliminate any unwanted duplicate joints using the Tools / merge option. Two joints

that appear to be one can be the root cause of multiple structures in a model.

Switch member labels on and redraw the view. Check that the member labels are

displayed centrally between what you think are the start and end joints of the

members. Any oddly positioned member labels (for instance one that lies on a joint)

could indicate that the member is not connected into the structure where you think it

is.

Use the Drawing / Query option to confirm the location of the members. If there are

several members instead of the expected one, the member numbers will be reported

instead of the expected member's details.

See also ill-conditioning.

9.11 Multiple structures

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ANALYSIS

The settings which control the display of the equilibrium check are accessed in

Options / Analysis.

Note that the equilibrium check feature is not available if support or member limits

are enabled.

An equilibrium check may be displayed or printed. For the equilibrium check

display, see below.

An equilibrium check may also be printed in Reports , Support Reactions . Note that

the equilibrium check of total applied force compared to total reactions is only printed

if the Support Reactions Table is part of a Report, and then only if the Structure Set is

set to ALL.

If any of the forces and reactions are not in balance then this is a sign of ill-

conditioning and the results will be suspect.

The error is calculated based on the difference between the sum of the forces and the

sum of the reactions for each degree of freedom (forces in global X, Y and Z;

moments about global X, Y and Z, as appropriate to the structure type). This

difference is then expressed as a percentage of the sum of the forces. Where this error

is greater than the maximum error (specified as 'Equilibrium check tolerance %' in

Analysis options ), the Equilibrium Check dialog will be displayed automatically

following analysis (if the 'Automatic equilibrium check' check box is ticked in

analysis options). If the error is greater than the tolerance, but the sum of forces for

that degree of freedom is zero, then the error is expressed as 100%. The default

tolerance is 0.1%.

9.12 Equilibrium check

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ANALYSIS

The dialog may also be displayed at any time when analysis results are available by

picking Equilibrium Check from the Analysis main menu.

The dialog displays the following items:

a list box containing the reference and name of the filtered loadcases. Only

one of these must be selected for display of the error details.

a group of radio buttons providing three loadcase filters (all unbalanced

loadcases, all basic and pattern loadcases, all loadcases). The default is all

basic and pattern loadcases.

the sum of the forces, the sum of the reactions and the percentage error (as

defined above) in the degrees of freedom relevant for the structure type, for

the loadcase currently selected in the list box.

If all the loadcases analyse within the acceptable error the following dialog will be

displayed.

The following is a list of error messages that may be displayed after an unsuccessful

analysis complete with an explanation of their most likely cause.

Some messages contain one or more strings of asterisks. When the messages are

listed on screen after the analysis failure, these will be replaced by the number of the

item that originated the error.

175 ANALYSIS TERMINATED. ***** ERRORS

521 No loads defined. The structure cannot be analysed without any applied loads.

Enter loads using the Tables or Drawing options.

522 No supports defined. The structure must have some global joint supports. Enter

supports using the Tables or Drawing options.

523 Less than two joints defined. The structure cannot be analysed if it only has one

joint.

524 No members defined. The structure cannot be analysed if it does not have any

members.

526 Sections not defined.

9.13 Analysis error

messages

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ANALYSIS

726 No sections defined. The structure cannot be analysed if no sections have been

defined. Enter the sections using the Tables option and ensure that all sections

referenced in the member table are properly defined.

728 Member file not found. The file (JOB.X06) containing the member data cannot

be found. This is highly unusual (the analysis should fail with error number 524

before raising this message) and may indicate a low-level disk access problem.

756 Joint supports file not found. The file (JOB.X05) containing the joint support

data cannot be found. This is highly unusual (the analysis should fail with error

number 522 before raising this message) and may indicate a low-level disk access

problem.

761 Joint no. *****. Support conditions not allowed. This is caused by the existence

of support data that is not relevant to the structure type being analysed. For example,

if support data is copied from a space frame to a plane frame then there may be

supports in the Y direction.

762 Cannot have negative values for springs.

763 Support *****. Joint is not supported in direction of limit.

811 Member no. *****. Release not allowed. This is caused by the existence of

release data that is not relevant to the structure type being analysed. For example, if

releases are copied from a space frame to a plane frame then there may be releases in

the Mz direction.

812 Member no. *****. Specified combination of releases not allowed. For a given

member the end releases cannot be such that the member can detach itself from the

structure. For example, if Fx is released at both ends then the member is free to fly

like an arrow. Similarly, if Mx is released at both ends the member can spin about its

longitudinal axis.

861 Member no. *****. Joint ***** is undefined. A member makes reference to a

joint that is undefined.

862 Member no. *****. Material ***** is undefined. A member makes reference to

a material that is undefined.

863 Member no. *****. Section ***** is undefined. A member makes reference to

a section that is undefined.

926 Materials file not found. The file (JOB.X03) containing the material properties

data cannot be found. This is highly unusual and may indicate a low-level disk access

problem.

927 Sections file not found. The file (JOB.X04) containing the sections data cannot

be found. This is highly unusual and may indicate a low-level disk access problem.

1005 Out of disk space. Job needs ***** KB to analyse. There is insufficient disk

space to analyse the job. The value reported in place of the asterisks is the number of

kilobytes required for the particular stage of the analysis at which the job failed.

Several of the analysis stages set up new permanent and temporary files. The

available space is checked before proceeding with the stage, and if the check fails

then this message is raised. If you are unable to clear enough disk space, then make

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ANALYSIS

sure that Save stiffness matrix is switched off in analysis options, as this will use a

considerable amount of space.

1266 Section type ***** has zero width or depth. A geometrical member type has

been defined with zero or negative width or depth. Correct this in the sections table.

1267 Section type ***** has negative thickness. A geometrical member type has

been defined with negative thickness (Ty > Dy or Tz > Dz). Correct this in Tables /

Sections.

1268 Variable section type ***** references an undefined section type. A Taper or

Haunch section type has been defined which references an undefined section type.

Correct this in Tables / Sections.

1269 Tapered section type ***** end profiles do not match. The section types at

each end of a tapered member must be previously defined steel sections with similar

profiles.

1270 Variable section type *****. profile not allowed. A haunch member type must

reference previously defined geometric 'I' sections.

1271 Variable section type ***** must not reference itself. A variable section type is

not allowed to reference itself. This situation is prevented in the normal course of

input and editing but can be introduced by using the copy or import options.

1272 Steel tables not installed.

1273 Steel sections not defined in current tables. Section *****.

1320 Section not implemented for space frame / truss, Section type *****. A

geometric L section is not allowed in a space frame or truss. The properties for the

section must be calculated and the section type defined as an equivalent general

section.

1321 Section type *****, Ax not set. A general section type has been defined with

negative or zero sectional area (Ax). This parameter is required for all structure types

with the exception of the grid frame.

1322 Section type *****, Ix not set. A general section type has been defined with

negative or zero torsional constant (Ix). This parameter is required for grid frames

and space frames.

1323 Section type *****, Iy not set. A general section type has been defined with

negative or zero second moment of area about the local member y-axis. This

parameter is required for plane frames, grid frames and space frames.

1324 Section type *****. Iz not set. A general section type has been defined with

negative or zero second moment of area about the local member z-axis. This

parameter is only required for space frames.

1365 Young's modulus not set for member *****. Each member references a

material type. If the value of Young's modulus for that material type is negative or

zero then this message will be raised.

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ANALYSIS

1370 Invalid section properties for Section type *****. A general section type has

been defined with dimensions that make it impossible to calculate valid section

properties.

1380 Joint ***** isolated. The specified joint is not connected to any members. The

analysis is unable to deal with this circumstance. Either delete the isolated joint or

connect it into the structure.

1385 Modulus of rigidity not set for member *****. Each member references a

material type. If the value of the modulus of rigidity for that material type is negative

or zero, and is required by the structure type, then this message will be raised.

1400 Member *****. Length must be greater than zero. A member has zero length.

This is either because the joint number at End1 is equal to the joint number at End2,

or the joints at End1 and End2 have the same co-ordinates. Check the specified

member in the Tables / Members option. If the joint numbers at each end are

different then use the Tools / Merge option to check for and remove duplicated joints.

1405 More than 20 members frame to joint *****. Unable to continue. A maximum

of twenty members are allowed to frame into any one joint. This limitation is not

onerous when the practical implications of such an arrangement are considered. If the

situation appears unavoidable then try remodelling the connection with a number of

joints.

1606 Undefined joint or member (loadcase *****, entry *****). A basic loadcase

entry has referenced a member or joint that does not exist. Check the specified basic

loadcase entry.

1611 Load files not found. The files (JOB.X07, JOB.X08) containing the basic load

data cannot be found. This is highly unusual (the analysis should fail with error

number 521 before raising this message) and may indicate a low-level disk access

problem.

1616 Load not acceptable in this direction (loadcase *****, entry *****). A basic

loadcase entry has been applied to the structure in a direction that is invalid given the

structure type. This situation can not occur during the normal course of input and

editing but can be introduced by copying the loadcase entries from another job of a

different type.

1621 Displaced joint must be supported (loadcase *****, entry *****). A displaced

joint must be rigidly supported in the direction of the displacement. For example, a

sinking support in a plane frame must be rigidly supported in the FZ direction.

1651 Mechanism failure in joint ***** of structure. The analysis has failed due to a

local or global mechanism.

1652 Loadcase ***** does not converge.

1655 Joint ***** isolated from structure. The listed joint is part of an isolated sub-

structure and the model can not be analysed. See multiple structures.

1656 JD load not allowed on limited support (loadcase *****, entry *****).

1660 Limiting number of iterations exceeded (loadcase *****).

1661 Maximum displacement exceeded (loadcase *****).

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ANALYSIS

1716 Load position outside member (loadcase *****, entry *****). A basic loadcase

member load entry has been specified such that part or all of the load lies off the

member.

1717 Maximum member distortion exceeded (loadcase *****).

1718 Maximum member distortion due to temperature load exceeded (loadcase

*****, entry *****).

1721 Load data not acceptable (loadcase *****, entry *****). A basic loadcase

member load entry contains invalid parameters. This message covers a number of

errors related to the specification of the member load entry. For example, P1=P2=0,

LB<=LA or a concentrated load specified as acting in the projected axis.

1725 Loaded member must have stiffness. Member number *****.

1726 Loaded member must have stiffness (loadcase *****, entry *****). A basic

loadcase entry references a member whose section properties provide a stiffness that

is negative or zero in the relevant load direction. Check the relevant section type and

material type.

1730 Stiffness for member ***** not set. A member has a calculated stiffness of less

than or equal to zero. Check the relevant section type and material type.

1761 CTE not set for member *****. The coefficient of thermal expansion has not

been set for a member to which a temperature load has been applied. Check the

relevant material type.

1763 DENSITY not set for member *****. The density has not been set for a

member to which a self weight load has been applied. Check the relevant material

type.

1771 Temperature changes not allowed on grid (loadcase *****, entry *****). A

temperature change load induces a change of length in the member to which it is

applied. This type of load is invalid in a grid frame as only loads perpendicular to the

plane of the structure are considered. Enter the structure as a space frame if you need

to consider such effects.

1775 Member length coefficients not relevant to grid.

1776 Length coefficients not allowed on grid (loadcase *****, entry *****). A

length coefficient load induces a change of length in the member to which it is

applied. This type of load is invalid in a grid frame as only loads perpendicular to the

plane of the structure are considered. Enter the structure as a space frame if you need

to consider such effects.

1785 Loadcase not previously defined (combination *****, entry *****). A

combination loadcase entry references an undefined loadcase. All references are

checked during input, but subsequent editing of the load tables can introduce

inconsistencies such as this.

1786 Loadcase not previously defined (pattern *****, entry *****). A pattern

loadcase entry references an undefined basic loadcase. All references are checked

during input, but subsequent editing of the load tables can introduce inconsistencies

such as this.

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ANALYSIS

1790 WARNING – load multiplying factor outside range -10 to +10.

1795 Limiting number of member loads exceeded.

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OUTPUT

The output options in SuperSTRESS can be divided into four main areas:

Tables: covering the display of the various input tables

Results: covering the display of the various results tables

Reports: presentation quality output of both tables and results

Graphics: printed output of a graphical window

For Tables, Results and Graphics, printed output is available via the Windows

standard File / Print option from the main menu bar or by inclusion in a Report.

Tables is a special case, since this also forms a major method of input for

SuperSTRESS. For further information on Tables, see the Tables topic. For

information on Results, Reports and printed Graphics, see the following topics.

You may produce a complete or partial set of printed output in any order, but it is

recommended that, in order to make it possible for other engineers to assess the

analysis, the following are produced.

A complete set of tabular input data.

Diagrams of the structure showing

joint numbers

member numbers

loading

supports

Tabular output for each loadcase and / or envelopes of loadcases.

Graphical presentations of bending moments, shear forces and deflections,

if required.

Stresses, if required.

Detailed member summaries, if required.

SuperSTRESS output reports may be assembled using the Reports dialog or the

Reports Wizard.

In either case, you may customise the contents of your report to suit your

requirements. Once defined, Reports may be re-used for different analysis runs; the

structure of the Report stays the same, but the contents of the tables may vary.

There are two different types of report output from SuperSTRESS; output of input

tables and output of results.

These are covered in the following topics.

The SuperSTRESS Report Wizard forms one of the pages of the SuperSUITE Report

Wizard when the SuperSTRESS module is selected on the first page of the wizard.

The first page of the Report Wizard allows you to select those modules whose

Sections you wish to include in the report. If SuperSTRESS is selected then a

following page of the Wizard will apply to SuperSTRESS, as below.

10. Output

10.1 Output overview

10.2 Output reports

10.2.1 Report wizard

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OUTPUT

The various Report Sections are displayed in two lists, input data and results.

Tick the check box next to each Section to include it in the report. The select all and

deselect all buttons can be used to make wholesale changes.

To the left of some of the check boxes is a '+' sign indicating that that Section has

properties (filters). When one of these Sections is selected the Properties button will

become undimmed and you may pick it to change the properties. This will display a

dialog allowing you to change the properties relevant to that Section. The properties

vary from Section to Section.

Alternatively, double click on the Section or one of its Properties in the list.

(Properties are displayed in the list if you click on the'+' sign to expand a Section.)

Click 'Back' to access a previous page, 'Next' to proceed to the next module, or

'Finish' if this is the last module in the Report.

The SS-SURF Report Wizard forms one of the pages of the SuperSUITE Report

Wizard when the SS-SURF module is selected on the first page of the wizard. The

first page of the Report Wizard allows you to select those modules whose Sections

10.2.2 SS-SURF report

wizard

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OUTPUT

you wish to include in the report. If SS-SURF is selected then a following page of the

Wizard will apply to SS-SURF, as below.

The Report Section 'Surface Values' is displayed in the list area.

Tick the check box next to the Section to include it in the report. The select all and

deselect all buttons can be used to make wholesale changes.

To the left of the check box is a '+' sign indicating that the Section has properties

(filters). When the Section is selected the Properties button will become undimmed

and you may pick it to change the properties. This will display a dialog allowing you

to change the properties relevant to that Section.

Alternatively, double click on the Section or one of its Properties in the list.

(Properties are displayed in the list if you click on the'+' sign to expand the Section.)

Click 'Back' to access a previous page, 'Next' to proceed to the next module, or

'Finish' if this is the last module in the Report.

The SuperSTRESS input tables may be displayed on screen or printed out in

conventional calculation sheet format either directly or as part of a Report. Reports

may be set up quickly using the Report Wizard.

10.3 Output tables

10.3.1 Output of input

tables

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OUTPUT

The contents of the tables may be changed using the Properties (right mouse click)

option for each table. For input tables, this allows you to change the structure set for

the table.

An example of each of the input table reports is shown in the following topics.

This is an example of job summary output.

This is an example of materials table output.

This is an example of sections table output.

This is an example of joints table output.

10.3.1.1 Job summary

output

10.3.1.2 Materials table

output

10.3.1.3 Sections table

output

10.3.1.4 Joints table output

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OUTPUT

This is an example of supports table output.

This is an example of support limits table output.

10.3.1.5 Supports table

output

10.3.1.6 Support limits table

output

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OUTPUT

This is an example of members table output.

This is an example of releases table output.

This is an example of member limits table output.

10.3.1.7 Members table

output

10.3.1.8 Releases table

output

10.3.1.9 Member limits

table output

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OUTPUT

This is an example of member limits table output.

This is an example of loadcase titles output.

This is an example of loadcase entries output.

Following analysis, all the information necessary to tabulate the results of the analysis

are automatically stored on disk and remain available until the input data is edited or

until the Delete Results option is used.

This option provides access to the input and results files and allows very selective

display of individual loadcases, loadcase envelopes and detailed member summaries.

10.3.1.10 Load areas table

output

10.3.1.11 Loadcase titles

output

10.3.1.12 Loadcase entries

output

10.3.2 Output of results

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OUTPUT

All results tables have similar features in common. These are properties, including

filters, loadcases and options.

Structure set This gives you the choice of a previously defined structure set,

ALL, or the CURRENT set.

List by Two options are available; listing by loadcase or by element. This

simply depends on whether you wish to, for instance, find the worst

values for each loadcase, or the worst values for each member.

Member / joint

lists

If ticked, then an additional filter is imposed on the structure set, so

that only the specified joints or members are included in the table.

Section list If ticked, then an additional filter is imposed on the structure set, so

that only members with the specified section type are included in

the table.

Material list If ticked, then an additional filter is imposed on the structure set, so

that only members with the specified material type are included in

the table.

Envelope If ticked, then results are not presented for each loadcase in turn,

but for the envelope of all specified loadcases. In the table, the

loadcase that produced the value displayed is identified.

For the Envelope option to be available, list by loadcase must be

selected, NOT list by element (see above). The full table max

values and min values options are then produced for the envelope

of the selected loadcases. This will produce at most two values for

10.3.3 Results table

operations

10.3.3.1 Results filters

SuperSTRESS

Page 217

OUTPUT

each table column, representing the largest negative and largest

positive values. However, if both extremes are positive or both

negative then only the larger will be produced.

With the max span forces table, the min values option is dimmed

with envelope selected because it is not available (it is logically

inconsistent to have a minimum value produced for the envelope of

maximum values).

Full table If ticked, then all results (ie for all joints or all members in the

currently selected lists) are presented for the specified loadcases.

Note that ticking this option will automatically turn off the Max

and Min values options.

Max values If ticked, then only the maximum (i.e. the greatest positive) values

for all joints or all members in the currently selected lists are

presented for the specified loadcases. Note that ticking this option

will automatically turn off the Full tables and Min values options.

Min values If ticked, then only the minimum (i.e. the greatest negative) values

for all joints or all members in the currently selected lists are

presented for the specified loadcases. Note that the absolute value

of the minimum may be greater than the maximum. Also note that

ticking this option will automatically turn off the Full tables and

Max values options.

These loadcases determine what values are included in the results tables. You may

pick a number of cases, which then become the CURRENT loadcase set, you may

simply accept the existing CURRENT loadcases set, or you may recall a previously

defined named loadcase set. In each case, all subsequent tables presented will only

contain information from the prescribed loadcases. On any printed reports the

loadcases which are included in the values shown are identified.

A colour key indicates which loadcases have been analysed (green) and which not

(red).

There are five results tables options, and several have variations according to the type

of output (e.g. Moments or Forces) required.

10.3.3.2 Results loadcases

10.3.4 Results tables

SuperSTRESS

Page 218

OUTPUT

These are explained in the following topics.

The joint displacement results table is simply a list of joints with the displacement in

the global axes and the rotation about the global axes for each.

You may use the filters and loadcases options (right-hand mouse button Context

menu) to obtain exactly the results you require.

Use Options / Units to change the units.

If you want to see displacements related to member axes, use the Maximum Span

Forces , Member Force Diagrams or Detailed Span Values facilities.

The support reactions results table is a list of supported joints only. For each support,

the reactive forces and moments in each global axis direction are given.

10.3.4.1 Joint displacements

10.3.4.2 Support reactions

SuperSTRESS

Page 219

OUTPUT




Note that the equilibrium check of total applied force compared to total reactions is

not printed at the end of the table as it was in SuperSTRESS Version 3. This

summary is now only printed if the table is printed as part of a Report , and then only

if the Structure Set is set to ALL.

For Space Frames, two member end force results tables are available; Forces and

Moments. Use the tabs at the bottom of the table to switch between the two. For all

other structure types the member end forces are given in one table.

When preparing the end force maximum values table the sign of the moments at End1

of each member is reversed. This is, for example, so that a hogging moment at End1

may be readily compared with a hogging moment at End2. Therefore, if the final

maximum (or minimum) value results from a moment at End1 of a member then it

will be of a different sign from the corresponding value printed in the full table.


the positive z direction (the 'top'). For moments Mz, a hogging moment produces

tension in the side of the member in the positive y direction (the 'top').

In the case of torsion, a positive torque at End1 is a clockwise moment looking along

the member from End1 towards End2. A case of constant torsion will produce an

equal and opposite torque at End2.




10.3.4.3 Member end forces

SuperSTRESS

Page 220

OUTPUT

For Space Frame structures, two member end stress results tables are available;

Axial/Shear and Bending. Use the tabs at the bottom of the table to switch between

the two. For all other structure types the member end stresses are given in one table.

The stresses at each end of the member are calculated using the values of Cy and Cz

specified in the Sections table.

Note that torsional member stresses are never printed. This is because the calculation

of torsional stress is based on a complex theory which makes a number of

assumptions about the material, section and loading pattern. A simplistic solution to

the calculation can mask this underlying complexity from the engineer and provide

torsional stresses that are unlikely to be accurate. Refer to Roark's Formulas for

Stress and Strain for a detailed examination of the subject.

When preparing the end stresses maximum values table the sign of the bending

stresses at End1 of each member is reversed. This is, for example, so that a hogging

moment at End1 may be readily compared with a hogging moment at End2.

Therefore, if the final maximum (or minimum) value results from a bending stress at

End1 of a member then it will be of a different sign from the corresponding value

printed in the full table.


the positive z direction (the 'top'). For moments Mz, a hogging moment produces

tension in the side of the member in the positive y direction (the 'top').

You may use the filters and loadcases options (right-hand mouse button context



10.3.4.4 Member end

stresses

SuperSTRESS

Page 221

OUTPUT

The maximum span force table will list a number of lines per member depending on

the structure type and the position of the maximum forces and deflections. There is a

maximum of four lines for each member axis of bending. Tables for plane frames and

grid frames will display the location of maximum My, minimum My, maximum Fz

and maximum Dz. A table for a space frame will display six values as shown above:

My (max & min), Fy, Fz, Mz (max & min), Dy, Dz.

Each line will print the position of the maximum value from End1 of the member plus

all the co-existent values. The maximum value in each line will be highlighted.

If two or more of the maximum values coincide at the same point on the member then

they will only be printed once in order to avoid duplication. Where this is the case, all

the maximum values in the line will be highlighted.




10.3.4.5 Maximum span

forces

SuperSTRESS

Page 222

OUTPUT

In addition to the standard properties filters of other results tables, member force

diagrams have some extra facilities

The member force diagram is a graphical representation of the in-span member forces

and deflections. The values displayed are envelopes of the selected loadcases.

The selected results are plotted at the specified interval and hatched according to the

job specific options - see SuperSUITE tolerance options and SuperSTRESS graphics

options. Maximum values are shown on the diagram together with their positions.

Colour codes differentiate between moment, shear, axial force, axial moment (torque)

and deflection.

The displayed diagram can be edited to include more diagrams per page. This can be

done by selecting Tools/Options/Graphics…

10.3.4.6 Member force

diagrams

SuperSTRESS

Page 223

OUTPUT

…and entering values for the required number of columns and rows. If this operation

is performed whilst the Member Force Diagram window is still open, the redraw icon

will have to be pressed before the window is updated.

The detailed span values tables are only available in the reports option. This is

because the style of the tables is specifically designed for printed output. However, if

you wish to see the tables displayed on the screen, you can use the print preview

facility.

The style is a diagrammatic representation of the in-span deflections, moments and

shears on individual members.

Each selected loadcase is represented on the diagram by a single character. Because

of this, pattern and combination loadcases are numbered sequentially from the highest

numbered basic loadcase. For example, if a job has three basic loadcases and two

pattern loadcases, then combination number three will be represented by the character

'8'. For numbers greater than nine the uppercase letters 'A' to 'Z' are used. For

numbers greater than thirty-five the lowercase letters 'a' to 'z' are used. This permits

the display of loadcases numbered up to sixty-one.

Each member is represented with the member x-axis vertical and with the positive y

or z-axis (depending on the plane under consideration) to the left. All values printed

are absolute values. The numbers to the left represent the maximum values in the

envelope of selected loadcases; those to the right represent the minimum.

The sign conventions for the three types of table are:

Bending moments Are plotted on the y or z tension side, as is the normal case, with

10.3.4.7 Detailed span

values

SuperSTRESS

Page 224

OUTPUT

hogging moments negative and sagging moments positive.

Shear

dM/dx which is positive when the bending moment is increasing

and negative when it is decreasing.

Deflections

Are considered positive when in the direction of the member y

or z-axis.

The SS-SURF influence surfaces table is created by SuperSTRESS. It is an output

table and the fields may not be edited.

The number of columns in the table depends on the number of joints and members

listed in the Influence Surfaces table.

Care must be taken to ensure that the units displayed or printed are consistent with

any loading that is to be applied using the surface values.

[SS JOINT DISPLACEMENTS]

Joint, “Loadcase”, DX, DY, DZ, RX, RY, RZ

eg 3, “B1: Self weight”,23.4,23.4,34,0,0,0

Results cannot be imported.

[SS MEMBER END FORCES]

Member, “Loadcase”, End1, Fx, Fy, Fz, End2, Fx, Fy, Fz

eg 3, “B1: Self weight”,1,23.4,23.4,2,34,0,0,0

10.3.4.8 SS-SURF surfaces

10.3.5 Results table

formats

10.3.5.1 Joint displacements

format

10.3.5.2 Member end forces

format

SuperSTRESS

Page 225

OUTPUT

[SS MEMBER END MOMENTS]

Member, “Loadcase”, End1, Mx, My, Mz, End2, Mx, My, Mz

eg 3, “B1: Self weight”,1,23.4,23.4,2,34,0,0,0


[SS SPAN FORCES AND DISPLACEMENTS]

These records are not appropriate for plane trusses or space trusses.

Member, “Loadcase”, Position, My, Fz, Dz, Mz, Fy, Dy

eg 3, “B1: Self weight”,1,23.4,23.4,34,0,0,0

When listed during normal tabular output to the screen or printer, some of the records

will be omitted because the maxima are coincident. This does not happen with the

delimited file output in which all eight records are produced for consistency.


[SS MEMBER END DIRECT STRESSES]

Member, “Loadcase”, End1, Fx, Fy, Fz, End2, Fx, Fy, Fz

eg 3, “B1: Self weight”,1,23.4,23.4,2,34,0,0,0

[SS MEMBER END BENDING STRESSES]

Member, “Loadcase”, End1, Mx, My, Mz, End2, Mx, My, Mz

eg 3, “B1: Self weight”,1,23.4,23.4,2,34,0,0,0


[SS SUPPORT REACTIONS]

Joint, “Loadcase”, FX, FY, FZ, MX, MY, MZ

eg 3, “B1: Self weight”,23.4,23.4,34,0,0,0


[SF SURFACES]

Joint, Influence1, Influence2 etc...


10.3.5.3 Maximum span

forces format

10.3.5.4 Member end

stresses format

10.3.5.5 Support reactions

format

10.3.5.6 SS-SURF surfaces

format

SuperSTRESS

Page 226

INTEGRATED SOFTWARE

The routes out of SuperSTRESS are numerous, since it forms the centre of an

integrated range of analysis, design and detailing software for structural steelwork,

reinforced concrete and bridge analysis. The current options are:

H-LOAD Highway loading to BS5400. This is a fully integrated

module of SuperSTRESS in Windows. It can be accessed

from the Mode Selector.

AutoLoader Adverse loading optimiser. This is a fully integrated


from the Tools while in H-LOAD mode.

W-ARMER Wood and Armer calculations. This is a fully integrated


from Tools on the main menu bar.

SuperSTEEL Steelwork design to BS5950. This is a fully integrated


from the Mode Selector.

SuperCONCRETE SC-BEAM, SC-RCOL

and SC-BASE

Reinforced concrete design to BS8110 (beams, rectangular

columns and bases). These are fully integrated modules of

SuperSTRESS in Windows. They can be accessed from the

Mode Selector.

SuperMODEL

Modelling and visualisation. This is a DOS product which

can be accessed via Tools on the main menu bar.

These modules are available as additional cost options from Integer.

The following comments apply to the DOS product SuperMODEL.

If you pick SuperMODEL and it is not installed on your computer, you will receive a

message to that effect. If it is installed, you will be transferred to that application,

with the current job data remaining available.

On making your selection your job will be automatically saved as Version 3 format

before the link is used.

Once the link has been successful you should check that the WORKING directories in

SuperSTRESS and the DOS program are DIFFERENT and that the DATA directories

are the SAME.

DOS products are limited to support filenames of 8 characters or less. If your job has

more than 8 characters, SuperSTRESS will automatically crop your job name so that

the DOS program will recognise it. Similar to DOS itself, the job name will be

shortened to include a ~1 after the first 6 characters. If this is duplicated then the next

will include a ~2 on the end.

The size of SuperSTRESS Version 6 files is generally limited by the hardware

capabilities. Where SuperSTRESS is linking to any DOS product, the relevant

Product User Manual should be referenced for guidance on the file size limitation.

11. Integrated software

SuperSTRESS

Page 227

INTEGRATED SOFTWARE

See Program link organisation for more information on how to set up your link

between SuperSTRESS and SuperMODEL.

SuperMODEL operates as a program for modelling and viewing a structure set up in

SuperSTRESS. Many of the sophisticated features in SuperSTRESS have been

incorporated into SuperMODEL to allow you to view, manipulate and select

structural details for transfer to either a drafting or design suite.

The following comments apply to the DOS linking products only.

The link between SuperSTRESS and its supporting programs is easily set up. Your

computer needs to be told where to look for the file that is used to run the program.

Running the corresponding BATCH file can start all of the supported programs. For

example SuperMODEL has SM.BAT. To tell your computer where to find these files

you will need to edit the AUTOEXEC.BAT file for Windows 98 users, and in control

panel, system, environment settings for Windows NT users.

The PATH statement tells your computer where certain files are located. It is this

PATH statement that requires editing to set up the link. An example of a path

statement is shown below.

PATH C:\WIN98;C:\WIN98\COMMAND;C:\DOS

The location of your program batch files has to be included in this line by simply

following the existing format.

The batch files, assuming a default installation, will be stored in C:\INTEGER

followed by the relevant sub-directory, e.g. C:\INTEGER\SM for SuperMODEL.

These directories can be added to the Path statement directly.

Alternatively, the relevant BATCH files can be copied and placed in a new directory.

For example a new directory C:\BATCH can be created and all the relevant Batch

files copied into this new directory. This new directory can then be added to the path

statement. This method is particularly useful if you have more than one batch file that

needs to be located; hence minimising the number of statements added to the PATH.

Any changes made to the Autoexec.bat file will need to be initialised by re-booting

your computer.

11.1 SuperMODEL

11.2 Program link

organisation

SuperSTRESS

Page 228

APPENDIX

The standard section files are:

UK Sections

UBs, UCs, joist and UB piles

Circular hollow sections

Circular welded hollow sections

Rectangular and square hollow sections

Channels

Angles

Castellated sections

Tee sections

World Sections

European wide flange beams

European I beams

American wide flange beams

Universal Beams

NOTE: * Indicates that the availability of these sections should be checked.

1 1016x305x487* UB

2 1016x305x437* UB

3 1016x305x393* UB

4 1016x305x349* UB

5 1016x305x314* UB

6 1016x305x272* UB

7 1016x305x249* UB

8 1016x305x222* UB

9 914x419x388 UB

10 914x419x343 UB

11 914x305x289 UB

12 914x305x253 UB

13 914x305x224 UB

14 914x305x201 UB

15 838x292x226 UB

16 838x292x194 UB

17 838x292x176 UB

18 762x267x197 UB

19 762x267x173 UB

20 762x267x147 UB

12. Appendix - Steel

section tables

12.1 UK steel sections

12.1.1 UBs, UCs, joists

and UB pile

sections

SuperSTRESS

Page 229

APPENDIX

21 762x267x134 UB

22 686x254x170 UB

23 686x254x152 UB

24 686x254x140 UB

25 686x254x125 UB

26 610x305x238 UB

27 610x305x179 UB

28 610x305x149 UB

29 610x229x140 UB

30 610x229x125 UB

31 610x229x113 UB

32 610x229x101 UB

33 533x210x122 UB

34 533x210x109 UB

35 533x210x101 UB

36 533x210x92 UB

37 533x210x82 UB

38 457x191x98 UB

39 457x191x89 UB

40 457x191x82 UB

41 457x191x74 UB

42 457x191x67 UB

43 457x152x82 UB

44 457x152x74 UB

45 457x152x67 UB

46 457x152x60 UB

47 457x152x52 UB

48 406x178x74 UB

49 406x178x67 UB

50 406x178x60 UB

51 406x178x54 UB

52 406x140x46 UB

53 406x140x39 UB

54 356x171x67 UB

55 356x171x57 UB

56 356x171x51 UB

57 356x171x45 UB

58 356x127x39 UB

59 356x127x33 UB

60 305x165x54 UB

61 305x165x46 UB

SuperSTRESS

Page 230

APPENDIX

62 305x165x40 UB

63 305x127x48 UB

64 305x127x42 UB

65 305x127x37 UB

66 305x102x33 UB

67 305x102x28 UB

68 305x102x25 UB

69 254x146x43 UB

70 254x146x37 UB

71 254x146x31 UB

72 254x102x28 UB

73 254x102x25 UB

74 254x102x22 UB

75 203x133x30 UB

76 203x133x25 UB

77 203x102x23 UB

78 178x102x19 UB

79 152x89x16 UB

80 127x76x13 UB

Universal Columns

NOTE: * Indicates that the availability of these sections should be checked.

1 356x406x634* UC

2 356x406x551* UC

3 356x406x467 UC

4 356x406x393 UC

5 356x406x340 UC

6 356x406x287 UC

7 356x406x235 UC

8 356x368x202 UC

9 356x368x177 UC

10 356x368x153 UC

11 356x368x129 UC

12 305x305x283 UC

13 305x305x240 UC

14 305x305x198 UC

15 305x305x158 UC

16 305x305x137 UC

17 305x305x118 UC

18 305x305x97 UC

SuperSTRESS

Page 231

APPENDIX

19 254x254x167 UC

20 254x254x132 UC

21 254x254x107 UC

22 254x254x89 UC

23 254x254x73 UC

24 203x203x86 UC

25 203x203x71 UC

26 203x203x60 UC

27 203x203x52 UC

28 203x203x46 UC

29 152x152x37 UC

30 152x152x30 UC

31 152x152x23 UC

Joists

1 254x203x82 JST

2 254x114x37 JST

3 203x152x52 JST

4 152x127x37 JST

5 127x114x29 JST

6 127x114x27 JST

7 127x76x16 JST

8 114x114x27 JST

9 102x102x23 JST

10 102x44x7 JST

11 89x89x19 JST

12 76x76x15 JST

13 76x76x13 JST

Universal Bearing Piles

1 356x368x174 UBP

2 356x368x152 UBP

3 356x368x133 UBP

4 356x368x109 UBP

5 305x305x223 UBP

6 305x305x186 UBP

7 305x305x149 UBP

8 305x305x126 UBP

9 305x305x110 UBP

10 305x305x95 UBP

SuperSTRESS

Page 232

APPENDIX

11 305x305x88 UBP

12 305x305x79 UBP

13 254x254x85 UBP

14 254x254x71 UBP

15 254x254x63 UBP

16 203x203x54 UBP

17 203x203x45 UBP

All Circular Hollow Sections

NOTE: The availability of any hollow section should be checked.

1 2134x2134x22.2 CHS

2 2134x2134x20.6 CHS

3 2134x2134x19.1 CHS

4 2134x2134x17.5 CHS

5 2134x2134x15.9 CHS

6 2134x2134x14.3 CHS

7 2134x2134x12.7 CHS

8 2134x2134x11.9 CHS

9 2020x2020x22.2 CHS

10 2020x2020x20.6 CHS

11 2020x2020x19.1 CHS

12 2020x2020x17.5 CHS

13 2020x2020x15.9 CHS

14 2020x2020x14.3 CHS

15 2020x2020x12.7 CHS

16 2020x2020x11.9 CHS

17 1829x1829x22.2 CHS

18 1829x1829x20.6 CHS

19 1829x1829x19.1 CHS

20 1829x1829x17.5 CHS

21 1829x1829x15.9 CHS

22 1829x1829x14.3 CHS

23 1829x1829x12.7 CHS

24 1829x1829x11.9 CHS

25 1676x1676x22.2 CHS

26 1676x1676x20.6 CHS

27 1676x1676x19.1 CHS

28 1676x1676x17.5 CHS

12.1.2 Circular hollow

sections

SuperSTRESS

Page 233

APPENDIX

29 1676x1676x15.9 CHS

30 1676x1676x14.3 CHS

31 1676x1676x12.7 CHS

32 1676x1676x11.9 CHS

33 1626x1626x22.2 CHS

34 1626x1626x20.6 CHS

35 1626x1626x19.1 CHS

36 1626x1626x17.5 CHS

37 1626x1626x15.9 CHS

38 1626x1626x14.3 CHS

39 1626x1626x12.7 CHS

40 1626x1626x11.9 CHS

41 1524x1524x22.2 CHS

42 1524x1524x20.6 CHS

43 1524x1524x19.1 CHS

44 1524x1524x17.5 CHS

45 1524x1524x15.9 CHS

46 1524x1524x14.3 CHS

47 1524x1524x12.7 CHS

48 1524x1524x11.9 CHS

49 1473x1473x22.2 CHS

50 1473x1473x20.6 CHS

51 1473x1473x19.1 CHS

52 1473x1473x17.5 CHS

53 1473x1473x15.9 CHS

54 1473x1473x14.3 CHS

55 1473x1473x12.7 CHS

56 1473x1473x11.9 CHS

57 1422x1422x22.2 CHS

58 1422x1422x20.6 CHS

59 1422x1422x19.1 CHS

60 1422x1422x17.5 CHS

61 1422x1422x15.9 CHS

62 1422x1422x14.3 CHS

63 1422x1422x12.7 CHS

64 1422x1422x11.9 CHS

65 1372x1372x22.2 CHS

66 1372x1372x20.6 CHS

67 1372x1372x19.1 CHS

68 1372x1372x17.5 CHS

69 1372x1372x15.9 CHS

SuperSTRESS

Page 234

APPENDIX

70 1372x1372x14.3 CHS

71 1372x1372x12.7 CHS

72 1372x1372x11.9 CHS

73 1372x1372x11.1 CHS

74 1372x1372x10.3 CHS

75 1372x1372x9.5 CHS

76 1321x1321x22.2 CHS

77 1321x1321x20.6 CHS

78 1321x1321x19.1 CHS

79 1321x1321x17.5 CHS

80 1321x1321x15.9 CHS

81 1321x1321x14.3 CHS

82 1321x1321x12.7 CHS

83 1321x1321x11.9 CHS

84 1321x1321x11.1 CHS

85 1321x1321x10.3 CHS

86 1321x1321x9.5 CHS

87 1270x1270x22.2 CHS

88 1270x1270x20.6 CHS

89 1270x1270x19.1 CHS

90 1270x1270x17.5 CHS

91 1270x1270x15.9 CHS

92 1270x1270x14.3 CHS

93 1270x1270x12.7 CHS

94 1270x1270x11.9 CHS

95 1270x1270x11.1 CHS

96 1270x1270x10.3 CHS

97 1270x1270x9.5 CHS

98 1219x1219x22.2 CHS

99 1219x1219x20.6 CHS

100 1219x1219x19.1 CHS

101 1219x1219x17.5 CHS

102 1219x1219x15.9 CHS

103 1219x1219x14.3 CHS

104 1219x1219x12.7 CHS

105 1219x1219x11.9 CHS

106 1219x1219x11.1 CHS

107 1219x1219x10.3 CHS

108 1219x1219x9.5 CHS

109 1168x1168x22.2 CHS

110 1168x1168x20.6 CHS

SuperSTRESS

Page 235

APPENDIX

111 1168x1168x19.1 CHS

112 1168x1168x17.5 CHS

113 1168x1168x15.9 CHS

114 1168x1168x14.3 CHS

115 1168x1168x12.7 CHS

116 1168x1168x11.9 CHS

117 1168x1168x11.1 CHS

118 1168x1168x10.3 CHS

119 1168x1168x9.5 CHS

120 1118x1118x22.2 CHS

121 1118x1118x20.6 CHS

122 1118x1118x19.1 CHS

123 1118x1118x17.5 CHS

124 1118x1118x15.9 CHS

125 1118x1118x14.3 CHS

126 1118x1118x12.7 CHS

127 1118x1118x11.9 CHS

128 1118x1118x11.1 CHS

129 1118x1118x10.3 CHS

130 1118x1118x9.5 CHS

131 1067x1067x28.6 CHS

132 1067x1067x27 CHS

133 1067x1067x25.4 CHS

134 1067x1067x23.8 CHS

135 1067x1067x22.2 CHS

136 1067x1067x20.6 CHS

137 1067x1067x19.1 CHS

138 1067x1067x17.5 CHS

139 1067x1067x15.9 CHS

140 1067x1067x14.3 CHS

141 1067x1067x12.7 CHS

142 1067x1067x11.9 CHS

143 1067x1067x11.1 CHS

144 1067x1067x10.3 CHS

145 1067x1067x9.5 CHS

146 1016x1016x28.6 CHS

147 1016x1016x27 CHS

148 1016x1016x25.4 CHS

149 1016x1016x23.8 CHS

150 1016x1016x22.2 CHS

151 1016x1016x20.6 CHS

SuperSTRESS

Page 236

APPENDIX

152 1016x1016x19.1 CHS

153 1016x1016x17.5 CHS

154 1016x1016x15.9 CHS

155 1016x1016x14.3 CHS

156 1016x1016x12.7 CHS

157 1016x1016x11.9 CHS

158 1016x1016x11.1 CHS

159 1016x1016x10.3 CHS

160 1016x1016x9.5 CHS

161 1016x1016x8.7 CHS

162 1016x1016x7.9 CHS

163 965x965x28.6 CHS

164 965x965x27 CHS

165 965x965x25.4 CHS

166 965x965x23.8 CHS

167 965x965x22.2 CHS

168 965x965x20.6 CHS

169 965x965x19.1 CHS

170 965x965x17.5 CHS

171 965x965x15.9 CHS

172 965x965x14.3 CHS

173 965x965x12.7 CHS

174 965x965x11.9 CHS

175 965x965x11.1 CHS

176 965x965x10.3 CHS

177 965x965x9.5 CHS

178 965x965x8.7 CHS

179 965x965x7.9 CHS

180 914x914x28.6 CHS

181 914x914x27 CHS

182 914x914x25.4 CHS

183 914x914x23.8 CHS

184 914x914x22.2 CHS

185 914x914x20.6 CHS

186 914x914x19.1 CHS

187 914x914x17.5 CHS

188 914x914x15.9 CHS

189 914x914x14.3 CHS

190 914x914x12.7 CHS

191 914x914x11.9 CHS

192 914x914x11.1 CHS

SuperSTRESS

Page 237

APPENDIX

193 914x914x10.3 CHS

194 914x914x9.5 CHS

195 914x914x8.7 CHS

196 914x914x7.9 CHS

197 864x864x28.6 CHS

198 864x864x27 CHS

199 864x864x25.4 CHS

200 864x864x23.8 CHS

201 864x864x22.2 CHS

202 864x864x20.6 CHS

203 864x864x19.1 CHS

204 864x864x17.5 CHS

205 864x864x15.9 CHS

206 864x864x14.3 CHS

207 864x864x12.7 CHS

208 864x864x11.9 CHS

209 864x864x11.1 CHS

210 864x864x10.3 CHS

211 864x864x9.5 CHS

212 864x864x8.7 CHS

213 864x864x7.9 CHS

214 813x813x28.6 CHS

215 813x813x27 CHS

216 813x813x25.4 CHS

217 813x813x23.8 CHS

218 813x813x22.2 CHS

219 813x813x20.6 CHS

220 813x813x19.1 CHS

221 813x813x17.5 CHS

222 813x813x15.9 CHS

223 813x813x14.3 CHS

224 813x813x12.7 CHS

225 813x813x11.9 CHS

226 813x813x11.1 CHS

227 813x813x10.3 CHS

228 813x813x9.5 CHS

229 813x813x8.7 CHS

230 813x813x7.9 CHS

231 762x762x28.6 CHS

232 762x762x27 CHS

233 762x762x25.4 CHS

SuperSTRESS

Page 238

APPENDIX

234 762x762x23.8 CHS

235 762x762x22.2 CHS

236 762x762x20.6 CHS

237 762x762x19.1 CHS

238 762x762x17.5 CHS

239 762x762x15.9 CHS

240 762x762x14.3 CHS

241 762x762x12.7 CHS

242 762x762x11.9 CHS

243 762x762x11.1 CHS

244 762x762x10.3 CHS

245 762x762x9.5 CHS

246 762x762x8.7 CHS

247 762x762x7.9 CHS

248 762x762x6.4 CHS

249 711x711x28.6 CHS

250 711x711x25.4 CHS

251 711x711x23.8 CHS

252 711x711x22.2 CHS

253 711x711x20.6 CHS

254 711x711x19.1 CHS

255 711x711x17.5 CHS

256 711x711x15.9 CHS

257 711x711x14.3 CHS

258 711x711x12.7 CHS

259 711x711x11.9 CHS

260 711x711x11.1 CHS

261 711x711x10.3 CHS

262 711x711x9.5 CHS

263 711x711x8.7 CHS

264 711x711x7.9 CHS

265 711x711x6.4 CHS

266 660x660x50 CHS

267 660x660x40 CHS

268 660x660x32 CHS

269 660x660x25.4 CHS

270 660x660x25 CHS

271 660x660x23.8 CHS

272 660x660x22.2 CHS

273 660x660x20.6 CHS

274 660x660x20 CHS

SuperSTRESS

Page 239

APPENDIX

275 660x660x19.1 CHS

276 660x660x17.5 CHS

277 660x660x15.9 CHS

278 660x660x14.3 CHS

279 660x660x12.7 CHS

280 660x660x11.9 CHS

281 660x660x11.1 CHS

282 660x660x10.3 CHS

283 660x660x9.5 CHS

284 660x660x8.7 CHS

285 660x660x7.9 CHS

286 660x660x6.4 CHS

287 610x610x50 CHS

288 610x610x40 CHS

289 610x610x32 CHS

290 610x610x25 CHS

291 610x610x23.8 CHS

292 610x610x22.2 CHS

293 610x610x20.6 CHS

294 610x610x20 CHS

295 610x610x19.1 CHS

296 610x610x17.5 CHS

297 610x610x15.9 CHS

298 610x610x14.3 CHS

299 610x610x12.7 CHS

300 610x610x11.9 CHS

301 610x610x11.1 CHS

302 610x610x10.3 CHS

303 610x610x9.5 CHS

304 610x610x8.7 CHS

305 610x610x7.9 CHS

306 610x610x6.4 CHS

307 559x559x50 CHS

308 559x559x40 CHS

309 559x559x32 CHS

310 559x559x25 CHS

311 559x559x22.2 CHS

312 559x559x20.6 CHS

313 559x559x20 CHS

314 559x559x19.1 CHS

315 559x559x17.5 CHS

SuperSTRESS

Page 240

APPENDIX

316 559x559x15.9 CHS

317 559x559x14.3 CHS

318 559x559x12.7 CHS

319 559x559x11.9 CHS

320 559x559x11.1 CHS

321 559x559x10.3 CHS

322 559x559x9.5 CHS

323 559x559x8.7 CHS

324 559x559x7.9 CHS

325 559x559x6.4 CHS

326 508x508x50 CHS

327 508x508x40 CHS

328 508x508x32 CHS

329 508x508x25 CHS

330 508x508x20 CHS

331 508x508x19.1 CHS

332 508x508x17.5 CHS

333 508x508x16 CHS

334 508x508x12.5 CHS

335 508x508x12 CHS

336 508x508x10 CHS

337 508x508x8 CHS

338 508x508x6.3 CHS

339 457x457x40 CHS

340 457x457x32 CHS

341 457x457x25 CHS

342 457x457x20 CHS

343 457x457x19.1 CHS

344 457x457x17.5 CHS

345 457x457x16 CHS

346 457x457x12.5 CHS

347 457x457x12 CHS

348 457x457x10 CHS

349 457x457x8 CHS

350 457x457x6.3 CHS

351 406.4x406.4x32 CHS

352 406.4x406.4x25 CHS

353 406.4x406.4x20 CHS

354 406.4x406.4x16 CHS

355 406.4x406.4x12.5 CHS

356 406.4x406.4x12 CHS

SuperSTRESS

Page 241

APPENDIX

357 406.4x406.4x10 CHS

358 406.4x406.4x8 CHS

359 406.4x406.4x6.3 CHS

360 355.6x355.6x25 CHS

361 355.6x355.6x20 CHS

362 355.6x355.6x16 CHS

363 355.6x355.6x12.5 CHS

364 355.6x355.6x12 CHS

365 355.6x355.6x10 CHS

366 355.6x355.6x8 CHS

367 355.6x355.6x6.3 CHS

368 323.9x323.9x25 CHS

369 323.9x323.9x20 CHS

370 323.9x323.9x16 CHS

371 323.9x323.9x12.5 CHS

372 323.9x323.9x12 CHS

373 323.9x323.9x10 CHS

374 323.9x323.9x8 CHS

375 323.9x323.9x6.3 CHS

376 323.9x323.9x6 CHS

377 323.9x323.9x5 CHS

378 273x273x25 CHS

379 273x273x20 CHS

380 273x273x16 CHS

381 273x273x12.5 CHS

382 273x273x12 CHS

383 273x273x10 CHS

384 273x273x8 CHS

385 273x273x6.3 CHS

386 273x273x6 CHS

387 273x273x5 CHS

388 244.5x244.5x25 CHS

389 244.5x244.5x20 CHS

390 244.5x244.5x16 CHS

391 244.5x244.5x12.5 CHS

392 244.5x244.5x12 CHS

393 244.5x244.5x10 CHS

394 244.5x244.5x8 CHS

395 244.5x244.5x6.3 CHS

396 244.5x244.5x6 CHS

397 244.5x244.5x5 CHS

SuperSTRESS

Page 242

APPENDIX

398 219.1x219.1x20 CHS

399 219.1x219.1x16 CHS

400 219.1x219.1x12.5 CHS

401 219.1x219.1x12 CHS

402 219.1x219.1x10 CHS

403 219.1x219.1x8 CHS

404 219.1x219.1x6.3 CHS

405 219.1x219.1x6 CHS

406 219.1x219.1x5 CHS

407 219.1x219.1x4.5 WCHS

408 193.7x193.7x16 CHS

409 193.7x193.7x12.5 CHS

410 193.7x193.7x12 CHS

411 193.7x193.7x10 CHS

412 193.7x193.7x8 CHS

413 193.7x193.7x6.3 CHS

414 193.7x193.7x6 CHS

415 193.7x193.7x5 CHS

416 168.3x168.3x12.5 CHS

417 168.3x168.3x12 CHS

418 168.3x168.3x10 CHS

419 168.3x168.3x8 CHS

420 168.3x168.3x6.3 CHS

421 168.3x168.3x6 CHS

422 168.3x168.3x5 CHS

423 168.3x168.3x4 CHS

424 168.3x168.3x3.6 CHS

425 168.3x168.3x3.2 CHS

426 139.7x139.7x10 CHS

427 139.7x139.7x8 CHS

428 139.7x139.7x6.3 CHS

429 139.7x139.7x6 CHS

430 139.7x139.7x5 CHS

431 139.7x139.7x4 CHS

432 139.7x139.7x3.6 CHS

433 139.7x139.7x3.2 CHS

434 114.3x114.3x6.3 CHS

435 114.3x114.3x6 CHS

436 114.3x114.3x5 CHS

437 114.3x114.3x4 CHS

438 114.3x114.3x3.6 CHS

SuperSTRESS

Page 243

APPENDIX

439 114.3x114.3x3.2 CHS

440 114.3x114.3x3 CHS

441 88.9x88.9x6.3 CHS

442 88.9x88.9x6 CHS

443 88.9x88.9x5 CHS

444 88.9x88.9x4 CHS

445 88.9x88.9x3.6 CHS

446 88.9x88.9x3.2 CHS

447 88.9x88.9x3 CHS

448 88.9x88.9x2.5 CHS

449 76.1x76.1x6.3 CHS

450 76.1x76.1x6 CHS

451 76.1x76.1x5 CHS

452 76.1x76.1x4 CHS

453 76.1x76.1x3.6 CHS

454 76.1x76.1x3.2 CHS

455 76.1x76.1x3 CHS

456 76.1x76.1x2.5 CHS

457 60.3x60.3x5 CHS

458 60.3x60.3x4 CHS

459 60.3x60.3x3.6 CHS

460 60.3x60.3x3.2 CHS

461 60.3x60.3x3 CHS

462 60.3x60.3x2.5 CHS

463 48.3x48.3x5 CHS

464 48.3x48.3x4 CHS

465 48.3x48.3x3.6 CHS

466 48.3x48.3x3.2 CHS

467 48.3x48.3x3 CHS

468 48.3x48.3x2.5 CHS

469 42.4x42.4x4 CHS

470 42.4x42.4x3.6 CHS

471 42.4x42.4x3.2 CHS

472 42.4x42.4x3 CHS

473 33.7x33.7x4 CHS

474 33.7x33.7x3.6 CHS

475 33.7x33.7x3.2 CHS

476 33.7x33.7x3 CHS

477 26.9x26.9x3.2 CHS

478 21.3x21.3x3.2 CHS

SuperSTRESS

Page 244

APPENDIX

Standard Circular Welded Hollow Sections


1 508x508x16 WCHS

2 508x508x12.5 WCHS

3 508x508x10 WCHS

4 508x508x8 WCHS

5 508x508x6.3 WCHS

6 457x457x16 WCHS

7 457x457x12.5 WCHS

8 457x457x10 WCHS

9 457x457x8 WCHS

10 457x457x6.3 WCHS

11 406.4x406.4x16 WCHS

12 406.4x406.4x12.5 WCHS

13 406.4x406.4x10 WCHS

14 406.4x406.4x8 WCHS

15 406.4x406.4x6.3 WCHS

16 355.6x355.6x16 WCHS

17 355.6x355.6x12.5 WCHS

18 355.6x355.6x10 WCHS

19 355.6x355.6x8 WCHS

20 355.6x355.6x6.3 WCHS

21 323.9x323.9x16 WCHS

22 323.9x323.9x12.5 WCHS

23 323.9x323.9x10 WCHS

24 323.9x323.9x8 WCHS

25 323.9x323.9x6.3 WCHS

26 323.9x323.9x5 WCHS

27 273x273x16 WCHS

28 273x273x12.5 WCHS

29 273x273x10 WCHS

30 273x273x8 WCHS

31 273x273x6.3 WCHS

32 273x273x5 WCHS

33 244.5x244.5x16 WCHS

34 244.5x244.5x12.5 WCHS

35 244.5x244.5x10 WCHS

36 244.5x244.5x8 WCHS

12.1.3 Circular welded

hollow sections

SuperSTRESS

Page 245

APPENDIX

37 244.5x244.5x6.3 WCHS

38 244.5x244.5x5 WCHS

39 219.1x219.1x16 WCHS

40 219.1x219.1x12.5 WCHS

41 219.1x219.1x10 WCHS

42 219.1x219.1x8 WCHS

43 219.1x219.1x6.3 WCHS

44 219.1x219.1x5 WCHS

45 219.1x219.1x4.5 WCHS

46 193.7x193.7x12.5 WCHS

47 193.7x193.7x10 WCHS

48 193.7x193.7x8 WCHS

49 193.7x193.7x6.3 WCHS

50 193.7x193.7x5 WCHS

51 168.3x168.3x12.5 WCHS

52 168.3x168.3x10 WCHS

53 168.3x168.3x8 WCHS

54 168.3x168.3x6.3 WCHS

55 168.3x168.3x5 WCHS

56 139.7x139.7x10 WCHS

57 139.7x139.7x8 WCHS

58 139.7x139.7x6.3 WCHS

59 139.7x139.7x5 WCHS

60 114.3x114.3x6.3 WCHS

61 114.3x114.3x5 WCHS

62 114.3x114.3x3.6 WCHS

63 88.9x88.9x5 WCHS

64 88.9x88.9x4 WCHS

65 88.9x88.9x3.2 WCHS

66 76.1x76.1x5 WCHS

67 76.1x76.1x4 WCHS

68 76.1x76.1x3.2 WCHS

69 60.3x60.3x5 WCHS

70 60.3x60.3x4 WCHS

71 60.3x60.3x3.2 WCHS

72 48.3x48.3x5 WCHS

73 48.3x48.3x4 WCHS

74 48.3x48.3x3.2 WCHS

SuperSTRESS

Page 246

APPENDIX

Rectangular Hollow Sections


1 500 x 300 x 20 RHS

2 500 x 300 x 16 RHS

3 500 x 300 x 12.5 RHS

4 500 x 300 x 10 RHS

5 500 x 200 x 16 RHS

6 500 x 200 x 12.5 RHS

7 500 x 200 x 10 RHS

8 500 x 200 x 8 RHS

9 450 x 250 x 16 RHS

10 450 x 250 x 12.5 RHS

11 450 x 250 x 10 RHS

12 450 x 250 x 8 RHS

13 400 x 300 x 16 RHS

14 400 x 300 x 12.5 RHS

15 400 x 300 x 10 RHS

16 400 x 300 x 8 RHS

17 400 x 200 x 16 RHS

18 400 x 200 x 12.5 RHS

19 400 x 200 x 10 RHS

20 400 x 200 x 8 RHS

21 400 x 200 x 6.3 RHS

22 400 x 150 x 16 RHS

23 400 x 150 x 12.5 RHS

24 400 x 150 x 10 RHS

25 400 x 150 x 8 RHS

26 400 x 150 x 6.3 RHS

27 400 x 120 x 12.5 RHS

28 400 x 120 x 10 RHS

29 400 x 120 x 8 RHS

30 400 x 120 x 6.3 RHS

31 350 x 250 x 16 RHS

32 350 x 250 x 12.5 RHS

33 350 x 250 x 10 RHS

34 350 x 250 x 8 RHS

35 350 x 150 x 16 RHS

36 350 x 150 x 12.5 RHS

37 350 x 150 x 10 RHS

12.1.4 Rectangular and

square hollow

sections

SuperSTRESS

Page 247

APPENDIX

38 350 x 150 x 8 RHS

39 350 x 150 x 6.3 RHS

40 300 x 250 x 16 RHS

41 300 x 250 x 12.5 RHS

42 300 x 250 x 10 RHS

43 300 x 250 x 8 RHS

44 300 x 250 x 6.3 RHS

45 300 x 200 x 16 RHS

46 300 x 200 x 12.5 RHS

47 300 x 200 x 10 RHS

48 300 x 200 x 8 RHS

49 300 x 200 x 6.3 RHS

50 300 x 100 x 16 RHS

51 300 x 100 x 12.5 RHS

52 300 x 100 x 10 RHS

53 300 x 100 x 8 RHS

54 300 x 100 x 6.3 RHS

55 260 x 140 x 16 RHS

56 260 x 140 x 12.5 RHS

57 260 x 140 x 10 RHS

58 260 x 140 x 8 RHS

59 260 x 140 x 6.3 RHS

60 250 x 150 x 16 RHS

61 250 x 150 x 12.5 RHS

62 250 x 150 x 10 RHS

63 250 x 150 x 8 RHS

64 250 x 150 x 6.3 RHS

65 250 x 150 x 5 RHS

66 250 x 100 x 16 RHS

67 250 x 100 x 12.5 RHS

68 250 x 100 x 10 RHS

69 250 x 100 x 8 RHS

70 250 x 100 x 6.3 RHS

71 200 x 150 x 16 RHS

72 200 x 150 x 12.5 RHS

73 200 x 150 x 10 RHS

74 200 x 150 x 8 RHS

75 200 x 150 x 6.3 RHS

76 200 x 150 x 5 RHS

77 200 x 120 x 16 RHS

78 200 x 120 x 12.5 RHS

SuperSTRESS

Page 248

APPENDIX

79 200 x 120 x 10 RHS

80 200 x 120 x 8 RHS

81 200 x 120 x 6.3 RHS

82 200 x 120 x 5 RHS

83 200 x 100 x 16 RHS

84 200 x 100 x 12.5 RHS

85 200 x 100 x 10 RHS

86 200 x 100 x 8 RHS

87 200 x 100 x 6.3 RHS

88 200 x 100 x 5 RHS

89 160 x 80 x 12.5 RHS

90 160 x 80 x 10 RHS

91 160 x 80 x 8 RHS

92 160 x 80 x 6.3 RHS

93 160 x 80 x 5 RHS

94 160 x 80 x 4 RHS

95 150 x 100 x 12.5 RHS

96 150 x 100 x 10 RHS

97 150 x 100 x 8 RHS

98 150 x 100 x 6.3 RHS

99 150 x 100 x 5 RHS

100 150 x 100 x 4 RHS

101 120 x 80 x 10 RHS

102 120 x 80 x 8 RHS

103 120 x 80 x 6.3 RHS

104 120 x 80 x 5 RHS

105 120 x 60 x 8 RHS

106 120 x 60 x 6.3 RHS

107 120 x 60 x 5 RHS

108 120 x 60 x 3.6 RHS

109 100 x 60 x 8 RHS

110 100 x 60 x 6.3 RHS

111 100 x 60 x 5 RHS

112 100 x 60 x 3.6 RHS

113 100 x 60 x 3 RHS

114 100 x 50 x 8 RHS

115 100 x 50 x 6.3 RHS

116 100 x 50 x 5 RHS

117 100 x 50 x 4 RHS

118 100 x 50 x 3.2 RHS

119 100 x 50 x 3 RHS

SuperSTRESS

Page 249

APPENDIX

120 90 x 50 x 8 RHS

121 90 x 50 x 6.3 RHS

122 90 x 50 x 5 RHS

123 90 x 50 x 3.6 RHS

124 90 x 50 x 3 RHS

125 80 x 40 x 8 RHS

126 80 x 40 x 6.3 RHS

127 80 x 40 x 5 RHS

128 80 x 40 x 4 RHS

129 80 x 40 x 3.2 RHS

130 80 x 40 x 3 RHS

131 60 x 40 x 6.3 RHS

132 60 x 40 x 5 RHS

133 60 x 40 x 4 RHS

134 60 x 40 x 3.2 RHS

135 60 x 40 x 3 RHS

136 60 x 40 x 2.5 RHS

137 50 x 30 x 5 RHS

138 50 x 30 x 4 RHS

139 50 x 30 x 3.2 RHS

140 50 x 30 x 3 RHS

141 50 x 30 x 2.5 RHS

Standard Square Hollow Sections


1 400 x 400 x 20 SHS

2 400 x 400 x 16 SHS

3 400 x 400 x 12.5 SHS

4 400 x 400 x 12 SHS

5 400 x 400 x 10 SHS

6 400 x 400 x 8 SHS

7 350 x 350 x 16 SHS

8 350 x 350 x 12.5 SHS

9 350 x 350 x 12 SHS

10 350 x 350 x 10 SHS

11 350 x 350 x 8 SHS

12 300 x 300 x 16 SHS

13 300 x 300 x 12.5 SHS

14 300 x 300 x 12 SHS

SuperSTRESS

Page 250

APPENDIX

15 300 x 300 x 10 SHS

16 300 x 300 x 8 SHS

17 300 x 300 x 6.3 SHS

18 300 x 300 x 6 SHS

19 260 x 260 x 12.5 SHS

20 260 x 260 x 10 SHS

21 260 x 260 x 8 SHS

22 260 x 260 x 6.3 SHS

23 250 x 250 x 16 SHS

24 250 x 250 x 12.5 SHS

25 250 x 250 x 12 SHS

26 250 x 250 x 10 SHS

27 250 x 250 x 8 SHS

28 250 x 250 x 6.3 SHS

29 250 x 250 x 6 SHS

30 250 x 250 x 5 SHS

31 200 x 200 x 16 SHS

32 200 x 200 x 12.5 SHS

33 200 x 200 x 12 SHS

34 200 x 200 x 10 SHS

35 200 x 200 x 8 SHS

36 200 x 200 x 6.3 SHS

37 200 x 200 x 6 SHS

38 200 x 200 x 5 SHS

39 180 x 180 x 16 SHS

40 180 x 180 x 12.5 SHS

41 180 x 180 x 12 SHS

42 180 x 180 x 10 SHS

43 180 x 180 x 8 SHS

44 180 x 180 x 6.3 SHS

45 180 x 180 x 6 SHS

46 180 x 180 x 5 SHS

47 160 x 160 x 16 SHS

48 160 x 160 x 12.5 SHS

49 160 x 160 x 12 SHS

50 160 x 160 x 10 SHS

51 160 x 160 x 8 SHS

52 160 x 160 x 6.3 SHS

53 160 x 160 x 6 SHS

54 160 x 160 x 5 SHS

55 150 x 150 x 16 SHS

SuperSTRESS

Page 251

APPENDIX

56 150 x 150 x 12.5 SHS

57 150 x 150 x 12 SHS

58 150 x 150 x 10 SHS

59 150 x 150 x 8 SHS

60 150 x 150 x 6.3 SHS

61 150 x 150 x 6 SHS

62 150 x 150 x 5 SHS

63 140 x 140 x 12.5 SHS

64 140 x 140 x 12 SHS

65 140 x 140 x 10 SHS

66 140 x 140 x 8 SHS

67 140 x 140 x 6.3 SHS

68 140 x 140 x 6 SHS

69 140 x 140 x 5 SHS

70 120 x 120 x 12.5 SHS

71 120 x 120 x 12 SHS

72 120 x 120 x 10 SHS

73 120 x 120 x 8 SHS

74 120 x 120 x 6.3 SHS

75 120 x 120 x 6 SHS

76 120 x 120 x 5 SHS

77 120 x 120 x 4 SHS

78 100 x 100 x 10 SHS

79 100 x 100 x 8 SHS

80 100 x 100 x 6.3 SHS

81 100 x 100 x 6 SHS

82 100 x 100 x 5 SHS

83 100 x 100 x 4 SHS

84 100 x 100 x 3.6 SHS

85 90 x 90 x 8 SHS

86 90 x 90 x 6.3 SHS

87 90 x 90 x 6 SHS

88 90 x 90 x 5 SHS

89 90 x 90 x 4 SHS

90 90 x 90 x 3.6 SHS

91 80 x 80 x 8 SHS

92 80 x 80 x 6.3 SHS

93 80 x 80 x 6 SHS

94 80 x 80 x 5 SHS

95 80 x 80 x 4 SHS

96 80 x 80 x 3.6 SHS

SuperSTRESS

Page 252

APPENDIX

97 80 x 80 x 3.2 SHS

98 70 x 70 x 8 SHS

99 70 x 70 x 6.3 SHS

100 70 x 70 x 6 SHS

101 70 x 70 x 5 SHS

102 70 x 70 x 4 SHS

103 70 x 70 x 3.6 SHS

104 70 x 70 x 3.2 SHS

105 70 x 70 x 3 SHS

106 60 x 60 x 8 SHS

107 60 x 60 x 6.3 SHS

108 60 x 60 x 6 SHS

109 60 x 60 x 5 SHS

110 60 x 60 x 4 SHS

111 60 x 60 x 3.6 SHS

112 60 x 60 x 3.2 SHS

113 60 x 60 x 3 SHS

114 50 x 50 x 6.3 SHS

115 50 x 50 x 6 SHS

116 50 x 50 x 5 SHS

117 50 x 50 x 4 SHS

118 50 x 50 x 3.6 SHS

119 50 x 50 x 3.2 SHS

120 50 x 50 x 3 SHS

121 50 x 50 x 2.5 SHS

122 40 x 40 x 5 SHS

123 40 x 40 x 4 SHS

124 40 x 40 x 3.6 SHS

125 40 x 40 x 3.2 SHS

126 40 x 40 x 3 SHS

127 40 x 40 x 2.5 SHS

Standard and Jumbo Square Hollow Sections


1 800 x 800 x 50 JSHS

2 800 x 800 x 40 JSHS

3 800 x 800 x 36 JSHS

4 800 x 800 x 32 JSHS

5 800 x 800 x 28 JSHS

SuperSTRESS

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APPENDIX

6 800 x 800 x 25 JSHS

7 750 x 750 x 50 JSHS

8 750 x 750 x 45 JSHS

9 750 x 750 x 40 JSHS

10 750 x 750 x 36 JSHS

11 750 x 750 x 32 JSHS

12 750 x 750 x 28 JSHS

13 750 x 750 x 25 JSHS

14 700 x 700 x 50 JSHS

15 700 x 700 x 45 JSHS

16 700 x 700 x 40 JSHS

17 700 x 700 x 36 JSHS

18 700 x 700 x 32 JSHS

19 700 x 700 x 28 JSHS

20 700 x 700 x 25 JSHS

21 650 x 650 x 50 JSHS

22 650 x 650 x 45 JSHS

23 650 x 650 x 40 JSHS

24 650 x 650 x 36 JSHS

25 650 x 650 x 32 JSHS

26 650 x 650 x 28 JSHS

27 650 x 650 x 25 JSHS

28 600 x 600 x 50 JSHS

29 600 x 600 x 45 JSHS

30 600 x 600 x 40 JSHS

31 600 x 600 x 36 JSHS

32 600 x 600 x 32 JSHS

33 600 x 600 x 28 JSHS

34 600 x 600 x 25 JSHS

35 550 x 550 x 40 JSHS

36 550 x 550 x 36 JSHS

37 550 x 550 x 32 JSHS

38 550 x 550 x 28 JSHS

39 550 x 550 x 25 JSHS

40 550 x 550 x 22 JSHS

41 550 x 550 x 19 JSHS

42 550 x 550 x 16 JSHS

43 500 x 500 x 36 JSHS

44 500 x 500 x 32 JSHS

45 500 x 500 x 28 JSHS

46 500 x 500 x 25 JSHS

SuperSTRESS

Page 254

APPENDIX

47 500 x 500 x 22 JSHS

48 500 x 500 x 19 JSHS

49 500 x 500 x 16 JSHS

50 500 x 500 x 12 JSHS

51 450 x 450 x 32 JSHS

52 450 x 450 x 28 JSHS

53 450 x 450 x 25 JSHS

54 450 x 450 x 22 JSHS

55 450 x 450 x 19 JSHS

56 450 x 450 x 16 JSHS

57 450 x 450 x 12 JSHS

58 400 x 400 x 25 JSHS

59 400 x 400 x 22 JSHS

60 400 x 400 x 20 JSHS

61 400 x 400 x 16 JSHS

62 400 x 400 x 12.5 JSHS

63 400 x 400 x 12 JSHS

64 400 x 400 x 10 JSHS

65 400 x 400 x 8 JSHS

66 350 x 350 x 25 JSHS

67 350 x 350 x 22 JSHS

68 350 x 350 x 19 JSHS

69 350 x 350 x 16 JSHS

70 350 x 350 x 12.5 JSHS

71 350 x 350 x 12 JSHS

72 350 x 350 x 10 JSHS

73 350 x 350 x 8 JSHS

74 300 x 300 x 16 JSHS

75 300 x 300 x 12.5 JSHS

76 300 x 300 x 12 JSHS

77 300 x 300 x 10 JSHS

78 300 x 300 x 8 JSHS

79 300 x 300 x 6.3 JSHS

80 300 x 300 x 6 JSHS

81 260 x 260 x 12.5 JSHS

82 260 x 260 x 10 JSHS

83 260 x 260 x 8 JSHS

84 260 x 260 x 6.3 JSHS

85 250 x 250 x 16 JSHS

86 250 x 250 x 12.5 JSHS

87 250 x 250 x 12 JSHS

SuperSTRESS

Page 255

APPENDIX

88 250 x 250 x 10 JSHS

89 250 x 250 x 8 JSHS

90 250 x 250 x 6.3 JSHS

91 250 x 250 x 6 JSHS

92 250 x 250 x 5 JSHS

93 200 x 200 x 16 JSHS

94 200 x 200 x 12.5 JSHS

95 200 x 200 x 12 JSHS

96 200 x 200 x 10 JSHS

97 200 x 200 x 8 JSHS

98 200 x 200 x 6.3 JSHS

99 200 x 200 x 6 JSHS

100 200 x 200 x 5 JSHS

101 180 x 180 x 16 JSHS

102 180 x 180 x 12.5 JSHS

103 180 x 180 x 12 JSHS

104 180 x 180 x 10 JSHS

105 180 x 180 x 8 JSHS

106 180 x 180 x 6.3 JSHS

107 180 x 180 x 6 JSHS

108 180 x 180 x 5 JSHS

109 160 x 160 x 16 JSHS

110 160 x 160 x 12.5 JSHS

111 160 x 160 x 12 JSHS

112 160 x 160 x 10 JSHS

113 160 x 160 x 8 JSHS

114 160 x 160 x 6.3 JSHS

115 160 x 160 x 6 JSHS

116 160 x 160 x 5 JSHS

117 150 x 150 x 16 JSHS

118 150 x 150 x 12.5 JSHS

119 150 x 150 x 12 JSHS

120 150 x 150 x 10 JSHS

121 150 x 150 x 8 JSHS

122 150 x 150 x 6.3 JSHS

123 150 x 150 x 6 JSHS

124 150 x 150 x 5 JSHS

125 140 x 140 x 12.5 JSHS

126 140 x 140 x 12 JSHS

127 140 x 140 x 10 JSHS

128 140 x 140 x 8 JSHS

SuperSTRESS

Page 256

APPENDIX

129 140 x 140 x 6.3 JSHS

130 140 x 140 x 6 JSHS

131 140 x 140 x 5 JSHS

132 120 x 120 x 12.5 JSHS

133 120 x 120 x 12 JSHS

134 120 x 120 x 10 JSHS

135 120 x 120 x 8 JSHS

136 120 x 120 x 6.3 JSHS

137 120 x 120 x 6 JSHS

138 120 x 120 x 5 JSHS

139 120 x 120 x 4 JSHS

140 100 x 100 x 10 JSHS

141 100 x 100 x 8 JSHS

142 100 x 100 x 6.3 JSHS

143 100 x 100 x 6 JSHS

144 100 x 100 x 5 JSHS

145 100 x 100 x 4 JSHS

146 100 x 100 x 3.6 JSHS

147 90 x 90 x 8 JSHS

148 90 x 90 x 6.3 JSHS

149 90 x 90 x 6 JSHS

150 90 x 90 x 5 JSHS

151 90 x 90 x 4 JSHS

152 90 x 90 x 3.6 JSHS

153 80 x 80 x 8 JSHS

154 80 x 80 x 6.3 JSHS

155 80 x 80 x 6 JSHS

156 80 x 80 x 5 JSHS

157 80 x 80 x 4 JSHS

158 80 x 80 x 3.6 JSHS

159 80 x 80 x 3.2 JSHS

160 70 x 70 x 8 JSHS

161 70 x 70 x 6.3 JSHS

162 70 x 70 x 6 JSHS

163 70 x 70 x 5 JSHS

164 70 x 70 x 4 JSHS

165 70 x 70 x 3.6 JSHS

166 70 x 70 x 3.2 JSHS

167 70 x 70 x 3 JSHS

168 60 x 60 x 8 JSHS

169 60 x 60 x 6.3 JSHS

SuperSTRESS

Page 257

APPENDIX

170 60 x 60 x 6 JSHS

171 60 x 60 x 5 JSHS

172 60 x 60 x 4 JSHS

173 60 x 60 x 3.6 JSHS

174 60 x 60 x 3.2 JSHS

175 60 x 60 x 3 JSHS

176 50 x 50 x 6.3 JSHS

177 50 x 50 x 6 JSHS

178 50 x 50 x 5 JSHS

179 50 x 50 x 4 JSHS

180 50 x 50 x 3.6 JSHS

181 50 x 50 x 3.2 JSHS

182 50 x 50 x 3 JSHS

183 50 x 50 x 2.5 JSHS

184 40 x 40 x 5 JSHS

185 40 x 40 x 4 JSHS

186 40 x 40 x 3.6 JSHS

187 40 x 40 x 3.2 JSHS

188 40 x 40 x 3 JSHS

189 40 x 40 x 2.5 JSHS

Channel Sections

1 432x102x65.54 CH

2 381x102x55.10 CH

3 305x102x46.18 CH

4 305x89x41.69 CH

5 254x89x35.74 CH

6 254x76x28.29 CH

7 229x89x32.76 CH

8 229x76x26.06 CH

9 203x89x29.78 CH

10 203x76x23.82 CH

11 178x89x26.81 CH

12 178x76x20.84 CH

13 152x89x23.84 CH

14 152x76x17.88 CH

15 127x64x14.90 CH

16 102x51x10.42* CH

17 76x38x6.70* CH

12.1.5 Channel sections

SuperSTRESS

Page 258

APPENDIX

Parallel Flange Channels

1 430x100x64 PFC

2 380x100x54 PFC

3 300x100x46 PFC

4 300x90x41 PFC

5 260x90x35 PFC

6 260x75x28 PFC

7 230x90x32 PFC

8 230x75x26 PFC

9 200x90x30 PFC

10 200x75x23 PFC

11 180x90x26 PFC

12 180x75x20 PFC

13 150x90x24 PFC

14 150x75x18 PFC

15 125x65x15 PFC

16 100x50x10 PFC

Equal Angles

1 200x200x24 EQ

2 200x200x20 EQ

3 200x200x18 EQ

4 200x200x16 EQ

5 150x150x18 EQ

6 150x150x15 EQ

7 150x150x12 EQ

8 150x150x10 EQ

9 120x120x15 EQ

10 120x120x12 EQ

11 120x120x10 EQ

12 120x120x8 EQ

13 100x100x15 EQ

14 100x100x12 EQ

15 100x100x10 EQ

16 100x100x8 EQ

17 90x90x12 EQ

18 90x90x10 EQ

19 90x90x8 EQ

12.1.6 Angle sections

SuperSTRESS

Page 259

APPENDIX

20 90x90x7 EQ

21 90x90x6 EQ

22 80x80x10 EQ

23 80x80x8 EQ

24 80x80x6 EQ

25 70x70x10 EQ

26 70x70x8 EQ

27 70x70x6 EQ

28 60x60x10 EQ

29 60x60x8 EQ

30 60x60x6 EQ

31 60x60x5 EQ

32 50x50x8 EQ

33 50x50x6 EQ

34 50x50x5 EQ

35 50x50x4 EQ

36 50x50x3 EQ

37 45x45x6 EQ

38 45x45x5 EQ

39 45x45x4 EQ

40 45x45x3 EQ

41 40x40x6 EQ

42 40x40x5 EQ

43 40x40x4 EQ

44 40x40x3 EQ

45 30x30x5 EQ

46 30x30x4 EQ

47 30x30x3 EQ

48 25x25x5 EQ

49 25x25x4 EQ

50 25x25x3 EQ

Unequal Angles

1 200x150x18 UEQ

2 200x150x15 UEQ

3 200x150x12 UEQ

4 200x100x15 UEQ

5 200x100x12 UEQ

6 200x100x10 UEQ

7 150x90x15 UEQ

SuperSTRESS

Page 260

APPENDIX

8 150x90x12 UEQ

9 150x90x10 UEQ

10 150x75x15 UEQ

11 150x75x12 UEQ

12 150x75x10 UEQ

13 125x75x12 UEQ

14 125x75x10 UEQ

15 125x75x8 UEQ

16 100x75x12 UEQ

17 100x75x10 UEQ

18 100x75x8 UEQ

19 100x65x10 UEQ

20 100x65x8 UEQ

21 100x65x7 UEQ

22 80x60x8 UEQ

23 80x60x7 UEQ

24 80x60x6 UEQ

25 75x50x8 UEQ

26 75x50x6 UEQ

27 65x50x8 UEQ

28 65x50x6 UEQ

29 65x50x5 UEQ

30 60x30x6 UEQ

31 60x30x5 UEQ

32 40x25x4 UEQ

Castellated Universal Beams

1 1371x419x388 CUB

2 1371x419x343 CUB

3 1371x305x289 CUB

4 1371x305x253 CUB

5 1371x305x224 CUB

6 1371x305x201 CUB

7 1257x292x226 CUB

8 1257x292x194 CUB

9 1257x292x176 CUB

10 1143x267x197 CUB

11 1143x267x173 CUB

12 1143x267x147 CUB

12.1.7 Castellated

sections

SuperSTRESS

Page 261

APPENDIX

13 1143x267x134 CUB

14 1029x254x170 CUB

15 1029x254x152 CUB

16 1029x254x140 CUB

17 1029x254x125 CUB

18 915x305x238 CUB

19 915x305x179 CUB

25 800x210x122 CUB

26 800x210x109 CUB

27 800x210x101 CUB

28 800x210x92 CUB

29 800x210x82 CUB

30 686x191x98 CUB

31 686x191x89 CUB

32 686x191x82 CUB

33 686x191x74 CUB

34 686x191x67 CUB

35 686x152x82 CUB

36 686x152x74 CUB

37 686x152x67 CUB

38 686x152x60 CUB

39 686x152x52 CUB

40 609x178x74 CUB

41 609x178x67 CUB

42 609x178x60 CUB

43 609x178x54 CUB

44 609x140x46 CUB

45 609x140x39 CUB

46 534x171x67 CUB

47 534x171x57 CUB

48 534x171x51 CUB

49 534x171x45 CUB

50 534x127x39 CUB

51 534x127x33 CUB

52 458x165x54 CUB

53 458x165x46 CUB

54 458x165x40 CUB

55 458x127x48 CUB

56 458x127x42 CUB

57 458x127x37 CUB

58 458x102x33 CUB

SuperSTRESS

Page 262

APPENDIX

59 458x102x28 CUB

60 458x102x25 CUB

61 381x146x43 CUB

62 381x146x37 CUB

63 381x146x31 CUB

64 381x102x28 CUB

65 381x102x25 CUB

66 381x102x22 CUB

67 305x133x30 CUB

68 305x133x25 CUB

69 305x102x23 CUB

70 267x102x19 CUB

71 228x89x16 CUB

72 191x76x13 CUB

Castellated Universal Columns

1 534x406x634 CUC

2 534x406x551 CUC

3 534x406x467 CUC

4 534x406x393 CUC

5 534x406x340 CUC

6 534x406x287 CUC

7 534x406x235 CUC

8 534x368x202 CUC

9 534x368x177 CUC

10 534x368x153 CUC

11 534x368x129 CUC

12 458x305x283 CUC

13 458x305x240 CUC

14 458x305x198 CUC

15 458x305x158 CUC

16 458x305x137 CUC

17 458x305x118 CUC

18 458x305x97 CUC

19 381x254x167 CUC

20 381x254x132 CUC

21 381x254x107 CUC

22 381x254x89 CUC

23 381x254x73 CUC

24 305x203x86 CUC

SuperSTRESS

Page 263

APPENDIX

25 305x203x71 CUC

26 305x203x60 CUC

27 305x203x52 CUC

28 305x203x46 CUC

29 228x152x37 CUC

30 228x152x30 CUC

31 228x152x23 CUC

Castellated Joists

1 381x203x82 CJST

2 381x114x37 CJST

3 305x152x52 CJST

4 228x127x37 CJST

5 191x114x29 CJST

6 191x114x27 CJST

7 191x76x16 CJST

8 171x114x27 CJST

9 153x102x23 CJST

10 153x44x7 CJST

11 134x89x19 CJST

12 114x76x15 CJST

13 114x76x13 CJST

Tee’s from Universal Beams

1 305x457x127 TUB

2 305x457x112 TUB

3 305x457x101 TUB

4 292x419x113 TUB

5 292x419x97 TUB

6 292x419x88 TUB

7 267x381x99 TUB

8 267x381x87 TUB

9 267x381x74 TUB

10 254x343x85 TUB

11 254x343x76 TUB

12 254x343x70 TUB

13 254x343x63 TUB

14 305x305x119 TUB

15 305x305x90 TUB

12.1.8 Tee sections

SuperSTRESS

Page 264

APPENDIX

16 305x305x75 TUB

17 229x305x70 TUB

18 229x305x63 TUB

19 229x305x57 TUB

20 229x305x51 TUB

21 210x267x61 TUB

22 210x267x55 TUB

23 210x267x51 TUB

24 210x267x46 TUB

25 210x267x41 TUB

26 191x229x49 TUB

27 191x229x45 TUB

28 191x229x41 TUB

29 191x229x37 TUB

30 191x229x34 TUB

31 152x229x41 TUB

32 152x229x37 TUB

33 152x229x34 TUB

34 152x229x30 TUB

35 152x229x26 TUB

36 178x203x37 TUB

37 178x203x34 TUB

38 178x203x30 TUB

39 178x203x27 TUB

40 140x203x23 TUB

41 140x203x20 TUB

42 171x178x34 TUB

43 171x178x29 TUB

44 171x178x26 TUB

45 171x178x23 TUB

46 127x178x20 TUB

47 127x178x17 TUB

48 165x152x27 TUB

49 165x152x23 TUB

50 165x152x20 TUB

51 127x152x24 TUB

52 127x152x21 TUB

53 127x152x19 TUB

54 102x152x17 TUB

55 102x152x14 TUB

56 102x152x13 TUB

SuperSTRESS

Page 265

APPENDIX

57 146x127x22 TUB

58 146x127x19 TUB

59 146x127x16 TUB

60 102x127x14 TUB

61 102x127x13 TUB

62 102x127x11 TUB

63 133x102x15 TUB

64 133x102x13 TUB

Tee’s from Universal Columns

1 406x178x118 TUC

2 368x178x101 TUC

3 368x178x89 TUC

4 368x178x77 TUC

5 368x178x65 TUC

6 305x152x79 TUC

7 305x152x69 TUC

8 305x152x59 TUC

9 305x152x49 TUC

10 254x127x66 TUC

11 254x127x54 TUC

12 254x127x45 TUC

13 254x127x37 TUC

14 203x102x43 TUC

15 203x102x36 TUC

16 203x102x30 TUC

17 203x102x26 TUC

18 203x102x23 TUC

19 152x76x19 TUC

20 152x76x15 TUC

21 152x76x12 TUC

European Wide Flange Beams

1 1000 M HE

2 1000 B HE

3 1000 A HE

4 1000 AA HE

5 900 M HE

12.2 World steel sections

12.2.1 European wide

flange beams

SuperSTRESS

Page 266

APPENDIX

6 900 B HE

7 900 A HE

8 900 AA HE

9 800 M HE

10 800 B HE

11 800 A HE

12 800 AA HE

13 700 M HE

14 700 B HE

15 700 A HE

16 700 x 166 HE

17 700 AA HE

18 650 M HE

19 650 B HE

20 650 A HE

21 650 AA HE

22 600 M HE

23 600 B HE

24 600 A HE

25 600 x 175 HE

26 600 x 151 HE

27 600 x 137 HE

28 600 AA HE

29 550 M HE

30 550 B HE

31 550 A HE

32 550 AA HE

33 500 M HE

34 500 B HE

35 500 A HE

36 500 AA HE

37 450 M HE

38 450 B HE

39 450 A HE

40 450 x 124 HE

41 450 AA HE

42 400 M HE

43 360 M HE

44 400 B HE

45 360 B HE

46 400 A HE

SuperSTRESS

Page 267

APPENDIX

47 360 A HE

48 400 x 107 HE

49 400 AA HE

50 360 AA HE

51 340 M HE

52 340 B HE

53 340 A HE

54 340 AA HE

55 320 M HE

56 320 B HE

57 320 A HE

58 320 AA HE

59 300 M HE

60 300 C HE

61 300 B HE

62 300 A HE

63 300 AA HE

64 280 M HE

65 280 B HE

66 280 A HE

67 280 AA HE

68 260 M HE

69 260 B HE

70 260 A HE

71 260 AA HE

72 240 M HE

73 240 B HE

74 240 A HE

75 240 AA HE

76 220 M HE

77 220 B HE

78 220 A HE

79 220 AA HE

80 200 M HE

81 200 B HE

82 200 A HE

83 200 AA HE

84 180 M HE

85 180 B HE

86 180 A HE

87 180 AA HE

SuperSTRESS

Page 268

APPENDIX

88 160 M HE

89 160 B HE

90 160 A HE

91 160 AA HE

92 140 B HE

93 140 A HE

94 140 AA HE

95 120 B HE

96 120 A HE

97 120 AA HE

98 100 B HE

99 100 A HE

100 100 AA HE

European I Beams

1 750 x 223 IPE

2 750 x 210 IPE

3 750 x 197 IPE

4 750 x 185 IPE

5 750 x 174 IPE

6 750 x 161 IPE

7 750 x 147 IPE

8 750 x 137 IPE

9 600 V IPE

10 600 O IPE

11 600 R IPE

12 600 IPE

13 600 A IPE

14 550 V IPE

15 550 R IPE

16 550 O IPE

17 550 IPE

18 550 A IPE

19 500 V IPE

20 500 R IPE

21 500 O IPE

22 500 IPE

23 500 A IPE

24 450 V IPE

12.2.2 European I Beams

SuperSTRESS

Page 269

APPENDIX

25 450 R IPE

26 450 O IPE

27 450 IPE

28 450 A IPE

29 400 V IPE

30 400 R IPE

31 400 O IPE

32 400 IPE

33 400 A IPE

34 360 R IPE

35 360 O IPE

36 360 IPE

37 360 A IPE

38 330 R IPE

39 330 O IPE

40 330 IPE

41 330 A IPE

42 300 R IPE

43 300 O IPE

44 300 IPE

45 300 A IPE

46 270 R IPE

47 270 O IPE

48 270 IPE

49 270 A IPE

50 240 R IPE

51 240 O IPE

52 240 IPE

53 240 A IPE

54 220 R IPE

55 220 O IPE

56 220 IPE

57 220 A IPE

58 200 R IPE

59 200 O IPE

60 200 IPE

61 200 A IPE

62 180 R IPE

63 180 O IPE

64 180 IPE

65 180 A IPE

SuperSTRESS

Page 270

APPENDIX

66 160 R IPE

67 160 IPE

68 160 A IPE

69 140 R IPE

70 140 IPE

71 140 A IPE

72 120 IPE

73 120 A IPE

74 100 IPE

75 100 A IPE

American (ASTM) Wide Flange Beams

1 40x12x359 W

2 40x12x327 W

3 40x12x294 W

4 40x12x264 W

5 40x12x235 W

6 40x12x211 W

7 40x12x183 W

8 40x12x167 W

9 40x12x149 W

10 36x16½x359 W

11 36x16½x328 W

12 36x16½x300 W

13 36x16½x280 W

14 36x16½x260 W

15 36x16½x245 W

16 36x16½x230 W

17 36x12x387 W

18 36x12x350 W

19 36x12x318 W

20 36x12x286 W

21 36x12x256 W

22 36x12x232 W

23 36x12x210 W

24 36x12x194 W

25 36x12x182 W

26 36x12x170 W

27 36x12x160 W

12.2.3 American (ASTM)

wide flange beams

SuperSTRESS

Page 271

APPENDIX

28 36x12x150 W

29 36x12x135 W

30 33x15¾x468 W

31 33x15¾x424 W

32 33x15¾x387 W

33 33x15¾x354 W

34 33x15¾x318 W

35 33x15¾x291 W

36 33x15¾x263 W

37 33x15¾x241 W

38 33x15¾x221 W

39 33x15¾x201 W

40 33x11½x361 W

41 33x11½x332 W

42 33x11½x301 W

43 33x11½x271 W

44 33x11½x243 W

45 33x11½x219 W

46 33x11½x204 W

47 33x11½x187 W

48 33x11½x169 W

49 33x11½x152 W

50 33x11½x141 W

51 33x11½x130 W

52 33x11½x118 W

53 30x15x357 W

54 30x15x326 W

55 30x15x292 W

56 30x15x261 W

57 30x15x235 W

58 30x15x211 W

59 30x15x191 W

60 30x15x173 W

61 30x10½x295 W

62 30x10½x269 W

63 30x10½x246 W

64 30x10½x226 W

65 30x10½x207 W

66 30x10½x185 W

67 30x10½x165 W

68 30x10½x148 W

SuperSTRESS

Page 272

APPENDIX

69 30x10½x132 W

70 30x10½x124 W

71 30x10½x116 W

72 30x10½x108 W

73 30x10½x99 W

74 30x10½x90 W

75 27x14x336 W

76 27x14x307 W

77 27x14x281 W

78 27x14x258 W

79 27x14x235 W

80 27x14x217 W

81 27x14x194 W

82 27x14x178 W

83 27x14x161 W

84 27x14x146 W

85 27x10x302 W

86 27x10x271 W

87 27x10x247 W

88 27x10x221 W

89 27x10x201 W

90 27x10x182 W

91 27x10x159 W

92 27x10x143 W

93 27x10x129 W

94 27x10x114 W

95 27x10x102 W

96 27x10x94 W

97 27x10x84 W

98 24x12¾x306 W

99 24x12¾x279 W

100 24x12¾x250 W

101 24x12¾x229 W

102 24x12¾x207 W

103 24x12¾x192 W

104 24x12¾x176 W

105 24x12¾x162 W

106 24x12¾x146 W

107 24x12¾x131 W

108 24x12¾x117 W

109 24x12¾x104 W

SuperSTRESS

Page 273

APPENDIX

110 24x9x94 W

111 24x9x84 W

112 24x9x76 W

113 24x9x68 W

114 24x9x239 W

115 24x9x218 W

116 24x9x198 W

117 24x9x181 W

118 24x9x163 W

119 24x9x146 W

120 24x9x128 W

121 24x9x114 W

122 24x9x103 W

123 24x7x62 W

124 24x7x55 W

125 21x12¼x275 W

126 21x12¼x248 W

127 21x12¼x223 W

128 21x12¼x201 W

129 21x12¼x182 W

130 21x12¼x166 W

131 21x12¼x147 W

132 21x12¼x132 W

133 21x12¼x122 W

134 21x12¼x111 W

135 21x12¼x101 W

136 21x8¼x93 W

137 21x8¼x83 W

138 21x8¼x73 W

139 21x8¼x68 W

140 21x8¼x2 W

141 21x6½x57 W

142 21x6½x50 W

143 21x6½x44 W

144 18x7½x71 W

145 18x7½x65 W

146 18x7½x60 W

147 18x7½x55 W

148 18x7½x50 W

149 18x6x46 W

150 18x6x40 W

SuperSTRESS

Page 274

APPENDIX

151 18x6x35 W

152 16x7x57 W

153 16x7x50 W

154 16x7x45 W

155 16x7x40 W

156 16x7x36 W

157 16x5½x31 W

158 16x5½x26 W

159 14x16x730 W

160 14x16x665 W

161 14x16x605 W

162 14x16x550 W

163 14x16x500 W

164 14x16x455 W

165 14x16x426 W

166 14x16x398 W

167 14x16x370 W

168 14x16x342 W

169 14x16x311 W

170 14x16x283 W

171 14x16x257 W

172 14x16x233 W

173 14x16x219 W

174 14x16x211 W

175 14x16x193 W

176 14x16x176 W

177 14x16x159 W

178 14x16x145 W

179 14x14½x132 W

180 14x14½x120 W

181 14x14½x109 W

182 14x14½x99 W

183 14x14½x90 W

184 14x6¾x38 W

185 14x6¾x34 W

186 14x6¾x30 W

187 14x5x26 W

188 14x5x22 W

189 12x12x336 W

190 12x12x305 W

191 12x12x279 W

SuperSTRESS

Page 275

APPENDIX

192 12x12x252 W

193 12x12x230 W

194 12x12x210 W

195 12x12x190 W

196 12x12x170 W

197 12x12x152 W

198 12x12x136 W

199 12x12x120 W

200 12x12x106 W

201 12x12x96 W

202 12x12x87 W

203 12x12x79 W

204 12x12x72 W

205 12x12x65 W

206 12x4x22 W

207 12x4x19 W

208 12x4x16 W

209 10x5¾x30 W

210 10x5¾x26 W

211 10x5¾x22 W

212 10x10x112 W

213 10x10x100 W

214 10x10x88 W

215 10x10x77 W

216 10x10x68 W

217 10x10x60 W

218 10x10x54 W

219 10x10x49 W

220 10x4x19 W

221 10x4x17 W

222 10x4x15 W

223 8x8x67 W

224 8x8x58 W

225 8x8x48 W

226 8x8x40 W

227 8x8x35 W

228 8x8x31 W

229 8x5¼x21 W

230 8x5¼x18 W

231 6x6x25 W

232 6x6x20 W

SuperSTRESS

Page 276

APPENDIX

233 6x6x15 W

SuperSTRESS

Page 277

INDEX

A

About SuperSTRESS................................ ................................ ................................ ................... 1

Accuracy................................ ................................ ................................ .............................. 15, 16

Add special ................................ ................................ ................................ .............................. 135

Adding................................ ................................ ....................... 90, 101, 104, 106, 120, 123, 129

Adding load areas ................................ ................................ ................................ .................... 125

American (ASTM) wide flange beams ................................ ................................ .................... 270

Analyse................................ ................................ ................................ ................................ ....191

Analysis ................................ ................................ ............. 31, 187, 190, 192, 193, 200, 201, 203

Angles................................ ................................ ................................ ................................ ......258

Annotation ................................ ................................ ................................ ............................... 181

Application icon ................................ ................................ ................................ .......................... 2

Area loading ................................ ................................ ................................ ............................ 185

Area loads................................ ................................ ................................ ...................... 68, 69, 71

Assumptions ................................ ................................ ................................ ................................ 1

Auto redraw................................ ................................ ................................ ............................. 180

AutoCAD................................ ................................ ................................ ............................. 17, 20

Axes................................ ................................ ................................ ......................... 9, 10, 13, 178

Axial release ................................ ................................ ................................ .............................. 50

B

Balance ................................ ................................ ................................ ............................ 201, 202

Basic load entries................................ ................................ ................................ ..................... 129

Basic load entries format ................................ ................................ ................................ .........166

Basic loads................................ ................................ ................................ ....................... 156, 166

Basic loads entries format................................ ................................ ................................ ........166

Basic loads table ................................ ................................ ................................ ...................... 156

Bay ................................ ................................ ................................ ................................ ............29

Behaviour ................................ ................................ ................................ ................................ ....1

Beta angle ................................ ................................ ................................ ................ 9, 10, 50, 152

BS5950-2000................................ ................................ ................................ ............................. 13

C

c ................................ ................................ ................................ ................................ .............. 14

Cartesian axes................................ ................................ ................................ .............................. 9

Castellated sections ................................ ................................ ................................ ................. 260

Changing ................................ ................................ ................... 88, 100, 103, 105, 119, 122, 128

Changing load areas................................ ................................ ................................ ................. 124

Channels ................................ ................................ ................................ ................................ ..258

CHS ................................ ................................ ................................ ................................ ...........44

Circular hollow sections ................................ ................................ ................................ ..........232

Circular welded hollow sections................................ ................................ .............................. 244

Coefficient of linear thermal expansion................................ ................................ ............... 33, 64

Coincident members ................................ ................................ ................................ ................ 171

Colour................................ ................................ ................................ .............................. 184, 185

Combination load entries format ................................ ................................ ............................. 167

Combination loads................................ ................................ ................................ ........... 160, 167

Compression ................................ ................................ ................................ .............................. 14

Compression-only members ................................ ................................ .............................. 52, 193

Concentrated load................................ ................................ ................................ ...................... 57

Concrete sections................................ ................................ ................................ ....................... 36

Conventions................................ ................................ ................................ ............................... 14

Convergence................................ ................................ ................................ ............................ 188

Convergence tolerance ................................ ................................ ................................ ............195

Co-ordinate systems ................................ ................................ ................................ .................... 9

Copy ................................ ................................ ................................ .............................. 91, 93, 94

Copying ................................ ................................ ................................ ..................... 91, 109, 159

13. Index

SuperSTRESS

Page 278

INDEX

D

Data consistency check................................ ................................ ................................ ............192

Decimal places................................ ................................ ................................ ........................... 17

Defaults ................................ ................................ ................................ ............................... 16, 17

Deflection ................................ ................................ ................................ .......................... 84, 218

Delete surface loadcases ................................ ................................ ................................ ..........197

Deleting ................................ ................................ ......91, 102, 104, 108, 121, 123, 131, 178, 196

Deleting load areas ................................ ................................ ................................ .................. 127

Density ................................ ................................ ................................ ................................ 33, 59

Detailed span values ................................ ................................ ................................ ................ 223

Diagrams ................................ ................................ ................................ ................................ ...14

Dimensionless ................................ ................................ ................................ ........................... 16

Dispersal method ................................ ................................ ................................ ....................... 71

Dispersion................................ ................................ ................................ ................................ ..71

Displacement load ................................ ................................ ................................ ..................... 56

Displacements ................................ ................................ ................................ ................... 85, 218

Distortion load ................................ ................................ ................................ ........................... 63

Dividing members ................................ ................................ ................................ ................... 118

DOS programs ................................ ................................ ................................ ......................... 227

Drawing ................................ ................................ ..................... 88, 100, 102, 118, 121, 128, 182

Drawing interaction ................................ ................................ ................................ ................... 88

Drawing load areas ................................ ................................ ................................ .................. 124

E

E ................................ ................................ ................................ ................................ .............. 32

Elasticity................................ ................................ ................................ ................................ ....32

End1 ................................ ................................ ................................ ................................ ..........50

End2 ................................ ................................ ................................ ................................ ..........50

Envelope................................ ................................ ................................ ................................ ..216

Equilibrium................................ ................................ ................................ ........ 51, 201, 202, 219

Equilibrium check ................................ ................................ ............................. 71, 192, 201, 202

Errors................................ ................................ ................................ ............... 200, 201, 202, 203

European I Beams................................ ................................ ................................ .................... 268

European wide flange beams ................................ ................................ ................................ ...265

Expansion ................................ ................................ ................................ ................................ ..33

Explorer view ................................ ................................ ................................ .................... 72, 196

Export ................................ ................................ ................................ ........................ 20, 139, 140

Export CAD................................ ................................ ................................ ............................... 20

Export text ................................ ................................ ................................ ....................... 139, 140

F

File management ................................ ................................ ................................ ....................... 17

Filters................................ ................................ ................................ ....... 148, 151, 152, 153, 154

Fonts ................................ ................................ ................................ ................................ ........185

Force diagram................................ ................................ ................................ .......................... 222

Formats................................ ................. 15, 16, 162, 163, 164, 165, 166, 167, 168, 182, 224, 225

Free................................ ................................ ................................ ................................ ............49

Full distortion load ................................ ................................ ................................ .................... 63

Full load................................ ................................ ................................ ................................ .....58

Full table................................ ................................ ................................ ................................ ..216

G

G ................................ ................................ ................................ ................................ .............. 32

General rood truss................................ ................................ ................................ ...................... 30

General section ................................ ................................ ................................ .......................... 33

General truss................................ ................................ ................................ .............................. 27

Geometric section................................ ................................ ................................ ...................... 34

Getting started ................................ ................................ ................................ ............................. 2

SuperSTRESS

Page 279

INDEX

Graphical output ................................ ................................ ................................ ........................ 14

Graphics ................................ ................................ ................................ ................ 75, 76, 79, 180

Graphics properties................................ ................................ ................................ ............ 78, 196

Gravity................................ ................................ ................................ ................................ .......33

Grid................................ ................................ ................................ ................................ .............. 4

Grid frame ................................ ................................ ................................ ................................ ...4

Grillage................................ ................................ ................................ ................................ ........4

Grillage slab section ................................ ................................ ................................ ................ 145

H

h ................................ ................................ ................................ ................................ .............. 14

Hatching ................................ ................................ ................................ ................................ ..181

Haunch section ................................ ................................ ................................ .......................... 35

Heat ................................ ................................ ................................ ................................ ...........33

Hinge ................................ ................................ ................................ ................................ .........50

Hogging................................ ................................ ................................ ................................ .....14

Hollow conic section properties ................................ ................................ ................................ 44

Hollow rectangle section properties................................ ................................ ........................... 41

H-section properties................................ ................................ ................................ ................... 48

I

Idealisation ................................ ................................ ................................ ................................ ..1

Ill conditioning ................................ ................................ .......... 51, 171, 191, 192, 200, 201, 202

Import ................................ ................................ ................................ ........................ 17, 136, 137

Import CAD................................ ................................ ................................ ............................... 17

Import text ................................ ................................ ................................ ....................... 136, 137

Influence lines ................................ ................................ ................................ ................... 62, 196

Influence surfaces ................................ ................................ ................................ ........ 81, 82, 196

Input ................................ ................................ ................................ ................................ ..77, 211

Input labels ................................ ................................ ................................ ................................ 78

Input tables ................................ ................................ ................................ .............. 141, 161, 211

In-span forces format................................ ................................ ................................ ............... 225

Integer................................ ................................ ................................ ................................ ........17

Integrated software ................................ ................................ ................................ .......... 226, 227

Interrupt analysis ................................ ................................ ................................ ..................... 191

Interrupt frequency ................................ ................................ ................................ .................. 188

Intersecting members................................ ................................ ................................ ....... 117, 182

Intersection tolerance................................ ................................ ................................ ....... 117, 182

I-section properties ................................ ................................ ................................ .................... 46

J

Job summary................................ ................................ ................................ ............................ 212

Job summary output ................................ ................................ ................................ ................ 212

Job titles format ................................ ................................ ................................ ....................... 162

Joint .......................... 49, 55, 56, 88, 90, 91, 93, 94, 95, 96, 98, 99, 148, 164, 174, 196, 218, 224

Joint adding ................................ ................................ ................................ ............................... 90

Joint changing................................ ................................ ................................ ............................ 88

Joint concentrated load ................................ ................................ ................................ .............. 55

Joint coordinates ................................ ................................ ................................ ........................ 49

Joint copying ................................ ................................ ................................ ................. 91, 93, 94

Joint deleting ................................ ................................ ................................ ............................. 91

Joint displacements................................ ................................ ................................ .................. 218

Joint displacements format ................................ ................................ ................................ ......224

Joint effects................................ ................................ ................................ ...................... 161, 167

Joint effects format ................................ ................................ ................................ .................. 167

Joint effects table ................................ ................................ ................................ ..................... 161

Joint format................................ ................................ ................................ .............................. 164

Joint load ................................ ................................ ................................ ................................ ...55

Joint merging ................................ ................................ ................................ ................. 90, 91, 95

SuperSTRESS

Page 280

INDEX

Joint moving ................................ ................................ ................................ ............ 95, 96, 98, 99

Joint re-ordering ................................ ................................ ................................ ...................... 174

Joint tab ................................ ................................ ................................ ................................ ...157

Joint table ................................ ................................ ................................ ................................ 148

Joints table ................................ ................................ ................................ ............................... 212

Joints table output................................ ................................ ................................ .................... 212

L

Labels ................................ ................................ ................................ ................................ ........78

Large displacement analysis ................................ ................................ .................... 188, 190, 196

Length coefficients ................................ ................................ ................................ .................... 65

Limits ................................ ................................ ................................ ................................ ........51

Limits tables ................................ ................................ ................................ .............................. 51

Linear analysis................................ ................................ ................................ ......................... 193

Linear load................................ ................................ ................................ ................................ .61

Linking programs ................................ ................................ ................................ .................... 226

Load................................ ................................ ................................ ................... 68, 128, 129, 131

Load action ................................ ................................ ................................ ................................ 54

Load adding................................ ................................ ................................ ............................. 129

Load area graphics properties ................................ ................................ ................................ ....78

Load areas................................ ................................ .............. 65, 68, 78, 124, 125, 127, 155, 215

Load areas format ................................ ................................ ................................ .................... 165

Load areas table ................................ ................................ ................................ ............... 155, 215

Load areas table output................................ ................................ ................................ ............215

Load axes................................ ................................ ................................ ............................. 54, 68

Load changing ................................ ................................ ................................ ......................... 128

Load deleting ................................ ................................ ................................ ........................... 131

Load drawing................................ ................................ ................................ ........................... 128

Load factor ................................ ................................ ................................ ................................ 53

Load global axes................................ ................................ ................................ ........................ 54

Load increments ................................ ................................ ................................ ...................... 193

Load joint ................................ ................................ ................................ ................................ ..55

Load joint displacement................................ ................................ ................................ .............56

Load length coefficients ................................ ................................ ................................ ............65

Load member axes................................ ................................ ................................ ..................... 54

Load member concentrated................................ ................................ ................................ ........57

Load member distortion................................ ................................ ................................ .....62, 196

Load member full ................................ ................................ ................................ ...................... 58

Load member linear................................ ................................ ................................ ................... 61

Load member self weight ................................ ................................ ................................ ..........59

Load member uniform ................................ ................................ ................................ ............... 60

Load projected axes ................................ ................................ ................................ ................... 54

Load scales ................................ ................................ ................................ ................................ 83

Load sign convention................................ ................................ ................................ ................. 14

Load spacing................................ ................................ ................................ ...................... 69, 185

Load temperature change................................ ................................ ................................ ...........64

Load translation ................................ ................................ ................................ ................... 69, 71

Load type ................................ ............................ 53, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 68

Loadcase................................ ................................ ................................ ................................ ....53

Loadcase basic................................ ................................ ................................ ........................... 53

Loadcase combination ................................ ................................ ................................ ............... 53

Loadcase entries ................................ ................................ ................................ ...................... 215

Loadcase entries output ................................ ................................ ................................ ...........215

Loadcase pattern................................ ................................ ................................ ........................ 53

Loadcase sets ................................ ................................ ................................ ..................... 80, 156

Loadcase titles ................................ ................................ ................................ ........... 53, 166, 215

Loadcase titles format................................ ................................ ................................ .............. 166

Loadcase titles output ................................ ................................ ................................ .............. 215

Loading................................ ................................ ................................ ................................ ......14

L-Section ................................ ................................ ................................ ................................ ...48

SuperSTRESS

Page 281

INDEX

M

Material ................................ ................................ ................................ ..................... 32, 142, 163

Material format ................................ ................................ ................................ ........................ 163

Material name................................ ................................ ................................ ............................ 33

Material table................................ ................................ ................................ ........................... 142

Material type................................ ................................ ................................ .............................. 50

Materials table ................................ ................................ ................................ ......................... 212

Materials table output ................................ ................................ ................................ .............. 212

Maximum deflection................................ ................................ ................................ ................ 193

Maximum span forces ................................ ................................ ................................ .............221

Maximum value................................ ................................ ................................ ............... 216, 223

Mechanism ................................ ................................ ................................ ................ 51, 200, 202

Member ................................ ................................ ................................ ................................ .....50

Member adding................................ ................................ ................................ ........................ 107

Member axes ................................ ................................ ................................ ..................... 10, 196

Member changing ................................ ................................ ................................ .................... 105

Member coincident ................................ ................................ ................................ .................. 171

Member concentrated load ................................ ................................ ................................ ........57

Member copy................................ ................................ ................................ ................... 110, 112

Member copying................................ ................................ ................................ ...... 109, 110, 112

Member deleting................................ ................................ ................................ ...................... 108

Member distortion ................................ ................................ ................................ ............. 62, 196

Member dividing ................................ ................................ ................................ ..................... 118

Member effects ................................ ................................ ................................ ........ 161, 168, 198

Member effects format ................................ ................................ ................................ ............168

Member effects table ................................ ................................ ................................ ............... 161

Member end forces ................................ ................................ ................................ .......... 219, 224

Member end forces format................................ ................................ ................................ .......224

Member end stresses................................ ................................ ................................ ........ 220, 225

Member force diagram ................................ ................................ ................................ ............222

Member format................................ ................................ ................................ ........................ 164

Member full distortion load ................................ ................................ ................................ .......63

Member full load ................................ ................................ ................................ ....................... 58

Member intersecting ................................ ................................ ................................ ................ 117

Member limits ................................ ................................ ................... 52, 122, 123, 154, 165, 190

Member limits adding................................ ................................ ................................ .............. 123

Member limits changing ................................ ................................ ................................ ..........122

Member limits deleting................................ ................................ ................................ ............123

Member limits described ................................ ................................ ................................ ...........52

Member limits drawing ................................ ................................ ................................ ...........121

Member limits format ................................ ................................ ................................ .............. 165

Member limits table................................ ................................ ................................ ......... 154, 214

Member limits table output................................ ................................ ................................ ......214

Member linear load................................ ................................ ................................ .................... 61

Member merging ................................ ................................ ................................ ................. 91, 95

Member mirroring ................................ ................................ ................................ ........... 112, 115

Member move................................ ................................ ................................ .. 113, 114, 115, 116

Member moving ................................ ................................ ...................... 112, 113, 114, 115, 116

Member releases ................................ ................................ ................................ ........................ 50

Member re-ordering................................ ................................ ................................ ................. 175

Member re-ordering ends ................................ ................................ ................................ ........176

Member rotating ................................ ................................ ................................ .............. 110, 114

Member self weight ................................ ................................ ................................ ................... 59

Member strain................................ ................................ ................................ ............................ 65

Member tab................................ ................................ ................................ .............................. 158

Member table................................ ................................ ................................ ........................... 152

Member uniform load ................................ ................................ ................................ ................ 60

Members table ................................ ................................ ................................ ......................... 214

Members table output ................................ ................................ ................................ .............. 214

Merge ................................ ................................ ................................ ................................ ......182

Merge joints................................ ................................ ....................... 96, 107, 109, 113, 171, 182

SuperSTRESS

Page 282

INDEX

Merge members ................................ ................................ ................. 96, 108, 110, 113, 173, 182

Mesh ................................ ................................ ................................ ................................ ....23, 24

Mesh generation ................................ ................................ ................................ ........................ 24

Method of analysis ................................ ................................ ................................ .................. 193

Minimum value ................................ ................................ ................................ ............... 216, 223

Mirror plane................................ ................................ ................................ ................. 95, 98, 115

Mirrored ................................ ................................ ................................ .............. 94, 98, 112, 115

Mirrored joint copy................................ ................................ ................................ .................... 94

Mirrored joint move................................ ................................ ................................ ................... 98

Mirrored member copy................................ ................................ ................................ ............112

Mirrored member move................................ ................................ ................................ ...........115

Modulus................................ ................................ ................................ ................................ .....32

Modulus of rigidity ................................ ................................ ................................ ...... 32, 35, 200

Moment release ................................ ................................ ................................ ......................... 50

Moving joints ................................ ................................ ................................ ............................ 95

Moving members................................ ................................ ................................ ..................... 112

Multiple structures................................ ................................ ................................ ................... 201

N

Name ................................ ................................ ................................ ................................ .........33

New job wizard................................ ................................ ................................ .......................... 22

Node difference ................................ ................................ ................................ ......................... 49

Non-linear analysis ................................ ................................ ................................ .......... 188, 193

Numbering schemes ................................ ................................ ................................ .................. 49

Numerical display................................ ................................ ................................ ...................... 15

O

Octagon section properties ................................ ................................ ................................ ........45

One-way supports ................................ ................................ ................................ .............. 51, 193

Options ................................ ................................ .................... 179, 180, 182, 184, 185, 187, 189

Options SuperSTRESS ................................ ................................ ................................ ....179, 189

Orientation................................ ................................ ................................ ............... 10, 11, 33, 77

Origin ................................ ................................ ................................ ................................ ........49

Out of balance ................................ ................................ ................................ ................. 200, 202

Outline................................ ................................ ................................ ................................ .33, 77

Output................................ ................................ ........................ 14, 209, 211, 212, 213, 214, 215

Output detailed span values ................................ ................................ ................................ .....223

Output envelope................................ ................................ ................................ ....................... 216

Output full table................................ ................................ ................................ ....................... 216

Output joint displacements ................................ ................................ ................................ ......218

Output loadcases................................ ................................ ................................ ...................... 216

Output maximum values................................ ................................ ................................ ..........216

Output member end forces................................ ................................ ................................ .......219

Output member end stresses ................................ ................................ ................................ ....220

Output member force diagrams ................................ ................................ ............................... 222

Output minimum values ................................ ................................ ................................ ..........216

Output of input tables ................................ ................................ ................................ .............. 211

Output reports................................ ................................ ................................ .......................... 209

Output results ................................ ................................ ................................ .......................... 215

Output results filters ................................ ................................ ................................ ................ 216

Output results loadcases ................................ ................................ ................................ ..........217

Output results tables ................................ ................................ ................................ ................ 217

Output support reactions................................ ................................ ................................ ..........218

Output tables................................ ................................ ................................ ............................ 209

Output torsional stresses ................................ ................................ ................................ ..........220

Overview ................................ ................................ ................................ ................................ .....1

Overview SuperSTRESS................................ ................................ ................................ .............1

SuperSTRESS

Page 283

INDEX

P

Page header................................ ................................ ................................ ................................ 22

Paste special ................................ ................................ ................................ ............................ 132

Pattern load entries format................................ ................................ ................................ .......167

Pattern loadcase ................................ ................................ ................................ ....................... 159

Pattern loading................................ ................................ ................................ ................. 159, 167

Pattern loads format................................ ................................ ................................ ................. 167

Pattern loads table................................ ................................ ................................ .................... 159

P-delta analysis ................................ ................................ ................................ ........................ 193

Pen settings................................ ................................ ................................ .............................. 184

Pin ................................ ................................ ................................ ................................ .............50

Plane frame................................ ................................ ................................ ................................ ..3

Plane truss................................ ................................ ................................ ................................ ....2

Plotting ................................ ................................ ................................ ................................ ......14

Point distortion ................................ ................................ ................................ .......................... 62

Point distortion load ................................ ................................ ................................ .................. 62

Poisson's ratio ................................ ................................ ................................ ............................ 32

Polar meshes................................ ................................ ................................ ........................ 24, 27

Portal frame ................................ ................................ ................................ ............................... 29

Program access ................................ ................................ ................................ ........................ 227

Program link organisation................................ ................................ ................................ ........227

Program links ................................ ................................ ................................ .................. 226, 227

Properties................................ ................................ ......................... 32, 34, 76, 77, 78, 79, 82, 84

Properties graphics ................................ ................................ ................................ ............ 76, 196

Properties input................................ ................................ ................................ .......................... 77

Properties introduction ................................ ................................ ................................ .............. 76

Properties labels................................ ................................ ................................ ......................... 78

Properties loadcases................................ ................................ ................................ ................... 79

Properties results ................................ ................................ ................................ ....................... 84

Properties scales ................................ ................................ ................................ ................ 82, 196

Purge files................................ ................................ ................................ ................................ 170

Q

Quadrilateral meshes ................................ ................................ ................................ ........... 25, 26

R

Reactions ................................ ................................ ................................ ......................... 218, 225

Recombine loadcases................................ ................................ ................................ ....... 187, 190

Rectangular hollow sections ................................ ................................ ................................ ....246

Rectangular meshes ................................ ................................ ................................ ............. 24, 25

Relative stiffness ................................ ................................ ................................ ..................... 200

Release ................................ ................................ ........................ 50, 51, 119, 120, 121, 153, 164

Release adding................................ ................................ ................................ ......................... 120

Release changing ................................ ................................ ................................ ..................... 119

Release deleting................................ ................................ ................................ ....................... 121

Release draw................................ ................................ ................................ ............................ 118

Release format ................................ ................................ ................................ ......................... 164

Release table................................ ................................ ................................ ............................ 153

Releases table ................................ ................................ ................................ .......................... 214

Releases table output ................................ ................................ ................................ ............... 214

Remove gaps ................................ ................................ ................................ ........................... 170

Re-order................................ ................................ ................................ ................................ ...174

Re-order joints ................................ ................................ ................................ ......................... 174

Re-order member ends................................ ................................ ................................ .............176

Re-order members ................................ ................................ ................................ ................... 175

Report Wizard ................................ ................................ ................................ ................. 209, 210

Reports ................................ ................................ ................................ ................................ ....209

Restraint ................................ ................................ ................................ .............................. 49, 52

Result................................ ................................ ................................ ................. 84, 215, 216, 217

SuperSTRESS

Page 284

INDEX

Result filters ................................ ................................ ................................ ............................ 216

Result graphics ................................ ................................ ................................ .......................... 84

Result labels ................................ ................................ ................................ .............................. 78

Result loadcases................................ ................................ ................................ ....................... 217

Result scales ................................ ................................ ................................ .............................. 82

Result tables ................................ ................................ ............................ 217, 218, 219, 220, 222

RHS ................................ ................................ ................................ ................................ ...........41

Rigid ................................ ................................ ................................ ................................ ..........49

Roof truss ................................ ................................ ................................ ................................ ..28

Rotation ................................ ................................ ................................ ............................. 11, 147

Rotation angle................................ ................................ ................................ ............................ 94

Rotation axis................................ ................................ ................................ ................ 93, 97, 114

Rotational ................................ ................................ ................................ ............ 93, 96, 110, 114

Rotational joint copy ................................ ................................ ................................ ................. 93

Rotational joint move ................................ ................................ ................................ ................ 96

Rotational member copy................................ ................................ ................................ ..........110

Rotational member move................................ ................................ ................................ .........114

Rounding ................................ ................................ ................................ ................................ .200

Round-off ................................ ................................ ................................ ................................ 200

Running ................................ ................................ ................................ ................................ .......2

S

s ................................ ................................ ................................ ................................ .............. 14

Sagging................................ ................................ ................................ ................................ ......14

Save file format setting................................ ................................ ................................ ............178

Save stiffness matrix................................ ................................ ................................ ........ 187, 190

Scales................................ ................................ ................................ ................................ .........82

Section................................ ................................ ................................ ..... 33, 34, 35, 36, 144, 163

Section concrete................................ ................................ ................................ ......................... 36

Section format ................................ ................................ ................................ ......................... 163

Section general ................................ ................................ ................................ .......................... 33

Section geometric ................................ ................................ ................................ ...................... 34

Section geometry definition................................ ............................. 39, 41, 43, 44, 45, 46, 47, 48

Section geometry definition hollow conic ................................ ................................ ................. 44

Section geometry definition hollow rectangle ................................ ................................ ...........41

Section geometry definition H-Section................................ ................................ ...................... 48

Section geometry definition I-Section ................................ ................................ ....................... 46

Section geometry definition L-Section ................................ ................................ ...................... 48

Section geometry definition octagon ................................ ................................ ......................... 45

Section geometry definition solid conic ................................ ................................ .................... 43

Section geometry definition solid rectangle................................ ................................ ............... 41

Section geometry definition T-Section ................................ ................................ ...................... 47

Section haunch................................ ................................ ................................ ........................... 35

Section orientation................................ ................................ ................................ ............... 33, 77

Section outlines ................................ ................................ ................................ ................... 33, 77

Section SCI................................ ................................ ................................ ................................ 33

Section standard................................ ................................ ................................ ....................... 144

Section table ................................ ................................ ................................ ............................ 144

Section tapered ................................ ................................ ................................ .......................... 36

Section type ................................ ................................ ................................ ......................... 36, 50

Sections table................................ ................................ ................................ ........................... 212

Sections table output................................ ................................ ................................ ................ 212

Self weight................................ ................................ ................................ ..................... 14, 33, 59

Settings ................................ ................................ .............................. 17, 180, 182, 184, 185, 187

Settings analysis ................................ ................................ ................................ ...................... 187

Settings colours ................................ ................................ ................................ ....................... 184

Settings drawing ................................ ................................ ................................ ...................... 182

Settings font................................ ................................ ................................ ............................. 185

Settings graphics................................ ................................ ................................ ...................... 180

Settings units ................................ ................................ ................................ ........................... 182

Shear................................ ................................ ................................ ...................... 32, 34, 35, 199

SuperSTRESS

Page 285

INDEX

Shear area ................................ ................................ ................................ ............................ 34, 35

Shear component of deflection ................................ ................................ ................................ 199

Shear deflections ................................ ................................ ................................ ..................... 199

Shear deformation ................................ ................................ ................................ ............... 32, 34

Shear displacement ................................ ................................ ................................ .................... 34

Shear modulus ................................ ................................ ................................ ................... 32, 199

SHS ................................ ................................ ................................ ................................ ...........41

Sign conventions ................................ ................................ ................................ ... 9, 14, 219, 223

Significant figures ................................ ................................ ................................ ..................... 16

Skew meshes ................................ ................................ ................................ ....................... 24, 26

Snap................................ ................................ ................................ ................................ .........182

Snap gap ................................ ................................ ................................ ................................ ..182

Snap grid ................................ ................................ ................................ ................................ .182

Snap origin ................................ ................................ ................................ .............................. 182

Solid conic section properties ................................ ................................ ................................ ....43

Solid rectangle section properties ................................ ................................ .............................. 41

Sort ................................ ................................ ................................ .......................... 174, 176, 177

Space frame ................................ ................................ ................................ ................................ .6

Space truss................................ ................................ ................................ ................................ ...5

Span direction................................ ................................ ................................ ............................ 65

Specific tables................................ ................................ ................................ .......................... 141

Specific weight ................................ ................................ ................................ .......................... 33

Speed of solution ................................ ................................ ................................ ..................... 200

Spring ................................ ................................ ................................ ................................ ........49

Spring supports ................................ ................................ ................................ .......................... 49

SS-SURF ................................ ................................ ................................ ................................ .196

SS-SURF surfaces format................................ ................................ ................................ ........225

SS-SURF tables ................................ ................................ ................................ ....................... 161

Standard................................ ................................ ................................ ................................ .....16

Steel drawing interaction ................................ ................................ ................................ ...........88

Steel section axes................................ ................................ ................................ ....................... 13

Steel section tables ................................ ................................ ................................ .......... 144, 228

Strain ................................ ................................ ................................ ................................ .........65

Strain load................................ ................................ ................................ ................................ ..65

Stress ................................ ................................ ................................ ................................ .........33

Stretch origin ................................ ................................ ................................ ..................... 99, 116

Stretched joint move ................................ ................................ ................................ .................. 99

Stretched member move ................................ ................................ ................................ ..........116

Structure ................................ ................................ ................................ ................................ ....83

Structure form................................ ................................ ................................ ...................... 22, 23

Structure scales................................ ................................ ................................ .......................... 82

Structure sets ................................ ................................ ................................ ........................... 156

Structure type ................................ ................................ ................................ ............................ 22

Structure Wizard................................ ................................ ................................ ........................ 23

Sub Frame................................ ................................ ................................ .............................. 7, 36

SuperMODEL ................................ ................................ ................................ ......................... 227

SuperSTEEL................................ ................................ ................................ .............................. 13

SuperSTRESS ................................ ................................ ................................ ............................. 1

Support ................................ ................................ .............................. 49, 100, 101, 102, 149, 164

Support adding................................ ................................ ................................ ......................... 101

Support changing................................ ................................ ................................ ..................... 100

Support deleting................................ ................................ ................................ ....................... 102

Support drawing ................................ ................................ ................................ ...................... 100

Support format................................ ................................ ................................ ......................... 164

Support joint ................................ ................................ ................................ .............................. 49

Support limits ................................ ................................ ............ 51, 102, 103, 104, 150, 165, 190

Support limits format ................................ ................................ ................................ ............... 165

Support limits table................................ ................................ ................................ .................. 213

Support limits table output................................ ................................ ................................ .......213

Support reactions ................................ ................................ ................................ ............. 218, 225

Support reactions format ................................ ................................ ................................ .........225

Support table................................ ................................ ................................ ............................ 149

Supports table ................................ ................................ ................................ .......................... 213

SuperSTRESS

Page 286

INDEX

Supports table output ................................ ................................ ................................ ............... 213

Surfaces ................................ ................................ ................................ ................................ ...224

Surfaces format................................ ................................ ................................ ........................ 225

Surfaces table ................................ ................................ ................................ .......................... 224

T

t ................................ ................................ ................................ ................................ .............. 14

Table................................ ................................ ................................ ................................ ........132

Table basic loads ................................ ................................ ................................ ..................... 156

Table combination loads................................ ................................ ................................ ..........160

Table formats................................ ................................ ................................ ................... 132, 162

Table input................................ ................................ ................................ ....................... 141, 161

Table joints ................................ ................................ ................................ .............................. 148

Table materials ................................ ................................ ................................ ........................ 142

Table member limits ................................ ................................ ................................ ................ 154

Table members ................................ ................................ ................................ ........................ 152

Table operations ................................ ................................ ................................ ...................... 132

Table pattern loadcases................................ ................................ ................................ ............159

Table releases ................................ ................................ ................................ .......................... 153

Table sections ................................ ................................ ................................ .......................... 144

Table specific ................................ ................................ ................................ .......................... 141

Table support limits ................................ ................................ ................................ ................. 150

Table supports ................................ ................................ ................................ ......................... 149

Table titles ................................ ................................ ................................ ............................... 141

Table view ................................ ................................ ................................ ................................ .75

Tabulated output ................................ ................................ ................................ ........................ 14

Taper section ................................ ................................ ................................ ............................. 36

Tee sections ................................ ................................ ................................ ............................. 263

Temperature................................ ................................ ................................ ............................... 33

Temperature change ................................ ................................ ................................ .................. 64

Temperature variation................................ ................................ ................................ ................ 64

Tension ................................ ................................ ................................ ................................ ......14

Tension-only members ................................ ................................ ................................ ...... 52, 193

Text................................ ................................ ................................ ................................ ..137, 140

Thermal expansion ................................ ................................ ................................ .................... 64

Titles................................ ................................ ................................ ................................ ....22, 31

Titles table ................................ ................................ ................................ ....................... 141, 212

Titles table output ................................ ................................ ................................ .................... 212

Toolbars................................ ................................ ................................ ................................ .....75

Tools................................ ................................ ................................ ................................ ........169

Tools delete results ................................ ................................ ................................ .................. 178

Tools flip axes ................................ ................................ ................................ ......................... 178

Tools merge joints ................................ ................................ ................................ ................... 171

Tools merge members ................................ ................................ ................................ .............173

Tools remove gaps................................ ................................ ................................ ................... 170

Tools re-order joints ................................ ................................ ................................ ................ 174

Tools re-order member ends ................................ ................................ ................................ ....176

Tools re-order members................................ ................................ ................................ ...........175

Tools Wizards................................ ................................ ................................ .......................... 169

Tool-tip................................ ................................ ................................ ................................ ....193

Torsional constant ................................ ................................ ................................ ..................... 34

Torsional release................................ ................................ ................................ ........................ 50

Torsional stresses................................ ................................ ................................ ..................... 220

Translational ................................ ................................ ................................ ........ 93, 96, 110, 113

Translational joint copy ................................ ................................ ................................ .............93

Translational joint move ................................ ................................ ................................ ............96

Translational member copy ................................ ................................ ................................ .....110

Translational member move ................................ ................................ ................................ ....113

Truss ................................ ................................ ................................ ................................ ..........27

Truss braced Vierendeel ................................ ................................ ................................ ............27

Truss double fan ................................ ................................ ................................ ........................ 28

SuperSTRESS

Page 287

INDEX

Truss Fink................................ ................................ ................................ ................................ ..28

Truss general ................................ ................................ ................................ ............................. 27

Truss Howe................................ ................................ ................................ ................................ 27

Truss lattice ................................ ................................ ................................ ............................... 27

Truss Pratt................................ ................................ ................................ ................................ ..27

Truss roof ................................ ................................ ................................ ................................ ..28

Truss single fan................................ ................................ ................................ .......................... 28

Truss special ................................ ................................ ................................ .............................. 28

Truss Warren ................................ ................................ ................................ ............................. 27

T-section................................ ................................ ................................ ................................ ....47

T-section properties ................................ ................................ ................................ ................... 47

U

UK steel sections ................................ ................................ ................................ ..................... 228

Uniform load ................................ ................................ ................................ ............................. 60

Units ................................ ................................ ................................ .................... 15, 16, 182, 196

Units and format settings ................................ ................................ ................................ .........182

V

Vertical members................................ ................................ ................................ ............... 11, 187

Verticality tolerance ................................ ................................ ................................ .......... 10, 187

W

Weight ................................ ................................ ................................ ................................ .......33

Wizards................................ ................................ ................................ ........................ 22, 23, 169

Working folder ................................ ................................ ................................ ........................ 200

World steel sections................................ ................................ ................................ . 265, 268, 270

Y

Young's modulus ................................ ................................ ................................ ....................... 32

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