Release info
2011
Diamonds 2011 release info © BuildSoft NV Page 2/18
Table of Contents 1. Introduction ..................................................................................................................................... 3
2. Modeling.......................................................................................................................................... 4
2.1. Import of multiple Diamonds projects into one global project .............................................. 4
2.2. RIGID LINK elements ................................................................................................................ 4
2.3. Eccentric beam elements ........................................................................................................ 6
2.4. Variable stiffness connections ................................................................................................. 8
2.5. Arbitrary cross-sections (Section Utility) ............................................................................... 10
2.6. More efficient & extensive section library ............................................................................ 11
2.7. Import of PowerFrame section & material libraries ............................................................. 12
2.8. Support of consequence classes & design reference period ................................................ 12
2.9. Support of sub-loadcases ...................................................................................................... 12
2.10. Definition of concentrated loads & moments along bar elements ................................... 14
3. Analysis .......................................................................................................................................... 15
3.1. Extra scenario for calculation of bar elements’ buckling length ........................................... 15
4. Design ............................................................................................................................................ 16
4.1. Steel ....................................................................................................................................... 16
4.1.1. Support of EN 1993-1-3 ................................................................................................. 16
4.1.2. Support of AISC-LRFD .................................................................................................... 16
4.1.3. Import of variable connections stiffness from PowerConnect ..................................... 16
4.2. Timber ................................................................................................................................... 16
4.2.1. Support of EN 1995-1-1 ................................................................................................. 16
5. User environment .......................................................................................................................... 17
5.1. German & Polish user interface ............................................................................................ 17
5.2. Definition size of characters, symbols, loads & results ......................................................... 17
5.3. More structured access to load groups & combinations ...................................................... 17
5.4. Changes to the detail results window ................................................................................... 18
Diamonds 2011 release info © BuildSoft NV Page 3/18
1. Introduction
This document reviews the extensive number of new functions which are released as part of the new
Diamonds 2011 version. The overview does not necessarily cover all changes in detail, but rather
attempts to provide a brief description of the major product innovations so as to make all users
aware of those new functions.
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2. Modeling
2.1. Import of multiple Diamonds projects into one global project
Diamonds 2011 has been extended with a new import capability. This new capability enables the
user to import, step by step, multiple Diamonds projects and to group them into 1 new global
Diamonds project. With each import operation, the user can specify an insertion point for the newly
inserted model (see screen capture below). During the import, the origin of the imported Diamonds
model will be positioned at the insertion point as specified by the user.
2.2. RIGID LINK elements
In a structural design analysis model, bar and plate elements are described by means of their neutral
axis or neutral plane, to which the user assigns a number of structural properties. To enable the
transfer of internal forces between structural elements, those elements should be interconnected. In
most cases, the transfer of internal forces will we achieved through a number of nodes shared by
adjoining structural elements. In case of highly eccentric structural elements however, it is
recommended to adapt the modeling approach. Eccentric structural elements will not necessarily
share a common set of nodes, but will be interconnected by means of rigid link elements defined
between adjacent nodes. Rigid link elements do not have any specific physical properties (like, for
example, cross-section or material properties), but rather define a mathematical relationship
between both connected nodes (whose relative position is assumed to remain unaffected at all
times).
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To define rigid link elements in Diamonds 2011, proceed as follows:
• draw a line between the 2 points which need to be connected through a rigid link element
• select the line (or a number of lines) and assign rigid link properties to the selection by
means of the icon . It should be noted that the use of this icon does not call a new
dialogue window, as no further parameters are needed to complete the definition of a rigid
link element. It is therefore sufficient to just use the icon once in order to
automatically assign the rigid link property to the selected line elements.
In case the Diamonds geometry model is being visualized using volume rendering techniques, it
should be remembered that rigid link elements are being shown as cylindrical bars. This does not
imply however that rigid link elements have any physical properties – it merely is a symbolic
representation of the rigid link elements. It should also be noted that Diamonds will automatically
assign a unique TYPE to all rigid link elements, allowing for a straighforward simultaneous selection
of all rigid link elements (for instance, to exclude them from the model display by making them
invisible).
To remove rigid link elements from the Diamonds model, the user should simply delete the
corresponding line element. To replace rigid link elements by bar elements with physical properties,
it is sufficient to just select the corresponding line elements and to assign the requested section and
material properties.
As already outlined before, rigid link elements do not have any physical properties, but rather define
a mathematical relationship between both connected nodes of which the relative position remains
unaffected at all times. As a consequence, rigid link elements will transfer all internal forces (bending
moment, torsion moment, longitudinal force, shear force) from one node to the other, taking into
account the eccentricity between both nodes (or in other words: the length of the rigid link element).
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The rigid link element as such will have no internal forces, as this element does not have any physical
properties.
It remains however possible to change boundary conditions at one or both ends of rigid link
elements, just like this is possible for physical bar elements (see screen capture below). In particular,
it is possible to eliminate the transfer of bending/torsion moments from one node to the other and
to limit the transfer to longitudinal and shear forces only. A typical example are multi-span joists
which are supposed to transfer only a vertical “reaction force” to the supporting structure, and for
which the transfer of bending and/or torsion moments is prohibited by the detailed design.
2.3. Eccentric beam elements
Rigid link elements as described in the previous section, can be defined between any pair of non-
coincident points. In case this type of elements is used to connect joist elements to a number of
supporting structural elements just below the joist elements, the neutral axes of the joist elements &
the supporting elements will need to be drawn with the appropriate eccentricity (equal to the
distance between the neutral axes). In case the section dimensions of the joist elements or of the
supporting elements change at a later time (and therefore also distance between the neutral axes
changes), this should be taken into account in the analysis model by repositioning neutral axes.
This procedure can however be quite time-consuming (and error-prone), but luckily its use can be
avoided through the application of eccentric beam elements. Referring again to the example
described above, the neutral axes of the joist elements and the supporting structural elements can
now be drawn with ZERO eccentricity – as a result of which the neutral axes will intersect at a
number of positions where both elements are assumed to be interconnected. In case the joist
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elements are now selected by the user, the icon will enable the user to assign an eccentricity
to the selected joist elements. The reference lines of the joist elements will be unaffected by this
operation, and will now be drawn by means of a semi-dotted line. The actual (off-set) position of the
joist elements will be drawn by means of a full line, and between both lines rigid link elements will
automatically be added at the appropriate positions (which will be drawn by means of dotted lines).
In case one or multiple joist elements are selected, the reference axis (semi-dotted) as well as the
actual position (full line) and the rigid links (dotted line) will be selected.
It should be noted that also in this case it remains possible to change the boundary conditions at one
or both ends of the auto-generated rigid link elements (see screen capture below).
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The eccentric beam elements as described can also be used to account for an eccentricity between
beam and plate elements - thus replacing the approach of previous Diamonds versions, based on the
Steiner hypothesis. The Steiner-based approach works quite well as long as the neutral axis of plate
and beam remains relatively close to the neutral axis of the plate by itself. In case however the beam
elements become dominant with respect to the plate element, this hypothesis is no longer fulfilled
and the Steiner-based approach will no longer deliver accurate results. The new approach based on
eccentric beam elements through rigid links will not suffer from this limitation – and the user will
actually notice an increasing contribution of longitudinal forces in both plate and beam elements as
the eccentricity increases.
Important remark:
To guarantee absolute compatibility of existing Diamonds projects with the new approach for
eccentric beam elements, both the mesh data and the analysis results of a Diamonds 2010 project(or
a project saved with any previous version) will be deleted when such a project is opened by the new
Diamonds 2011 version – also in case the Diamonds 2010 project does not contain any eccentric
beam elements.
2.4. Variable stiffness connections
Starting from Diamonds 2010, the rotational spring stiffness at bar ends can be defined by
differentiating between positive and negative bending moments along the section’s major axis. As
from Diamonds 2011 onwards, the capabilities for the definition of boundary conditions at bar ends
has been considerably increased.
For all boundary conditions, the user can freely choose between following possibilities:
• rigid connection (transfer of all internal forces),
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• free connection (no transfer of internal forces),
• elastic connection (transfer of internal forces evaluated on the basis of a user-defined
stiffness value),
• connection defined by means of a user-defined stiffness curve (see screen capture below).
In case the user chooses to define boundary conditions at bar ends by means of a user-defined curve,
the user will initiate the definition of the curve by means of the icon and will specify a unique
user name for the curve. Either, the user can choose between following options for both positive
and negative values of bending moments:
• rigid connection (“fixed”)
• free connection (“free”)
• elastic connection (“value”)
or the user can define the stiffness diagram manually (see below). It should be noticed that this
approach allows to introduce plastic hinges into the analysis model by means of a stiffness diagram
which includes one or more horizontal thresholds.
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2.5. Arbitrary cross-sections (Section Utility)
Diamonds 2011 allows to assign “arbitrary” sections (sections which are freely defined by the user) to
bar elements. To do so, the user should select one or more bar elements and then start the section
definition by means of the icon . From the list of available section types, the free-form type
should be chosen, after which Section Utility can be launched by means of the icon .
By using Section Utility’s drawing capabilities or by import of a DXF-file, the user can define any type
of cross-section and have its properties calculated automatically (see screen capture below).
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It is interesting to observe that the above method is also available from within the dialogue window
which allows to define the Diamonds section library (menu MODIFY – SECTION LIBRARY…). Thus, the
user can easily add self-defined sections to the Diamonds section library.
2.6. More efficient & extensive section library
Access to the Diamonds section library has considerably been improved by a new design of the
library as an actual database. Furthermore, the section library has been extended with cold-formed
sections from the SADEF portfolio. Section properties have been calculated and validated by SADEF.
In case use is being made of a section from the SADEF portfolio, the steel code check will
automatically switch to the relevant standard EN1993-1-3 for cold-formed sections.
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2.7. Import of PowerFrame section & material libraries
The IMPORT function in the above dialogue window enables the user to import both EFS and EFM
files. EFS files contain section libraries for use with PowerFrame, where-as EFM files contain
PowerFrame material libraries. For those users who have built custom libraries for PowerFrame (or
who have completed existing libraries with custom data), it now becomes possible to add those data
to the Diamonds section & material libraries.
2.8. Support of consequence classes & design lifetime
EN1990 supports the concepts of “consequence classes” and “design lifetime”, which relate the
safety factors to be used during structural design analysis to the economical and/or social
importance of the building structure. Depending on the national annex, in some countries (like
Belgium, for example) an approach is used based on consequence classes – while in other countries
(like the Netherlands, for example) the approach is based on the design lifetime. Depending on the
national annex selected by the user, Diamonds will present the appropriate option and will
incorporate the parameters defined by the user into the procedure for the generation of design
combinations.
2.9. Support of sub-loadcases
Diamonds 2011 supports an entirely new concept of sub-loadcases. Sub-loadcases are being
activated by selecting the option “SEVERAL CASES PER GROUP” in the dialogue window below. Next,
the number of sub-loadcases can be defined in the column with header #.
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This new concept can be used following 2 different scenarios:
• sub-loadcases - permanent load type
In this case, the icon is selected in the column headed “TYPE”. All sub-loadcases which are
part of the load group will be assumed to be present simultaneously. The total permanent load is
thus defined as a sum of permanent sub-loads – which may make it easier to change the entire load
in case only one of the sub-loads is actually changing.
• sub-loadcases - service load type
In this case, the icon is selected in the column headed “TYPE”. All sub-loadcases which are part
of the load group will be assumed to be mutually exclusive. A practical example is the definition of
wind loads, in which the loads corresponding to different directions or different internal pressure
coefficients will automatically be made incompatible without the need for any manual intervention
by the user.
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This way of working allows to limit the total number of load groups and design combinations. In
particular, results access will only be available on the level of the entire load group and not on the
level of each individual sub-loadcase. Results will therefore automatically be presented as envelopes
including contribution from all individual sub-loadcases. In case the user also wants access to the
results of individual sub-loadcases, the user should actually avoid to use this new concept of sub-
loadcases – but rather continue to use to define the “sub-loadcases” as load groups. It should then
not be overlooked to still declare those load groups as being incompatible.
2.10. Definition of concentrated loads & moments along bar elements
The loads tool bar includes a number of new functions to allow for the definition of concentrated
loads & moments along the axis of bar elements.
With previous Diamonds versions, concentrated loads & moments could only be defined at existing
geometry points. To define such a load along the axis of a bar element, it was thus necessary to first
split the bar element in order to create the point which was needed for the definition of the load.
Those extra steps are no longer needed with the new, direct approach.
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3. Analysis
3.1. Extra scenario for calculation of bar elements’ buckling length
Diamonds 2009 introduced the capability to calculate the buckling length of bar elements according
to 2 different scenarios:
• non-displaceable nodes – for use with a 2nd
order analysis or for use with a 1st
order analysis
of non-sway frames
• displaceable nodes (taking into account the stiffness of the adjacent structure) – for use with
a 1st
order analysis of sway frames
From Diamonds 2011 onwards, this has been reviewed so as to provide the user a choice between 3
different scenarios for buckling length calculation of (a selection of) bar elements:
• non-displaceable nodes – for use with a 2nd
order analysis or for use with a 1st
order analysis
of non-sway frames
• displaceable nodes (neglecting preservation of stiffnesss of the adjacent structure, assuming
all compression bars fail due to simultaneous buckling) – for use with a 1st
order analysis of
sway frames based on a conservative buckling length assessment
• semi-displaceable nodes (preserving the stiffness of the adjacent structure) – for use with a
1st
order analysis of sway frames
The buckling length calculation is performed using a fictitious unit load applied on the bar element,
both along the major and the minor axis of the section – taking into account the grouping of the bar
elements as defined by the user.
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4. Design
4.1. Steel
4.1.1. Support of EN 1993-1-3
In addition to support of EN1993-1-1, Diamonds 2011 now also offers support of EN1993-1-3 for
cold-formed profiles. Depending on the type of profile (hot-rolled or cold-formed), Diamonds will
automatically select the relevant section of the EN1993 standard. In case of cold-formed profiles, the
design check will most often be based on the effective section properties of the cold-formed profile.
Those properties have been included in the Diamonds section library for profiles from the SADEF
portfolio. It should be remarked that those properties are not necessarily valid for profiles with the
same dimensions, but from another supplier.
4.1.2. Support of AISC-LRFD
4.1.3. Import of variable connections stiffness from PowerConnect
Diamonds 2010 already offered the possibility to introduce the rotational stiffness of moment
connections into the 3D model based on a PowerConnect analysis of the connection. During the
import of the stiffness characteristics into Diamonds, it was possible to select different stiffness
values for positive and negative bending moments. However, the user still needed to decide whether
to import the initial stiffness (“elastic stiffness”) or a reduced stiffness (“plastic stiffness”).
Diamonds 2011 offers much more advanced capabilities through the import of the entire
PowerConnect stiffness diagram into the 3D Diamonds model. As a consequence, the user must no
longer decide between elastic & plastic stiffness at the time of import, because Diamonds will
automatically select the appropriate stiffness value based on the value of bending moment
calculated at the connection node. As the stiffness depends on the value of the bending moment
(and will, for instance, be different from one loads combination to another), the calculation will
become an iterative one.
4.2. Timber
4.2.1. Support of EN 1995-1-1
Diamonds 2011 offers full support for design analysis of structures with timber members. The
EN1995-1-1 design checks take into account the so-called modification factor kmod. This factor takes
into consideration the humidity, characterised by a climate class, and the longevity of the loads
applied to the member. Both climate class and longevity of the load must be specified with the
definition of the load groups. For each load combination, the actual kmod factor will be derived to
calculate the reduced strength characteristics of timber (also taking into account the material factor).
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5. User environment
5.1. German & Polish user interface
5.2. Definition size of characters, symbols, loads & results
With previous Diamons versions, the size of characters and symbols or the size of loads & results
could only be changed in the window configuration dialogue as initiated by the icon . Diamonds
2011 offers direct access to those settings within the actual working environment, as can be seen in
the screen capture below. The factors which can be defined by the user should be interpreted as
multiplication factors which are applied to the base settings that are still accessible through the icon
.
5.3. More structured access to load groups & combinations
To access design analysis results, Diamonds 2011 first prompts the user to select the type of load for
which results must be assessed:
• load groups
• ULS combinations
• SLS combinations
Depending on the choice made by the user, a further selection will need to be made to access a
specific load group or combination . This new procedure offers 2 major advantages:
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• the name of load groups or load combinations can be reduced to a minimum (as a prefix to
indicate the type of combination is no longer needed), which significantly improves
readability,
• the potentially extensive list of load groups & combinations is very much reduced by splitting
it up per type of combination, again improving the overview by the user.
5.4. Changes to the detail results window
The Diamonds detail results window can be used to inspect in more detail the results on individual
bars, groups of collinear bars, individual plates or groups of coplanar plates. This detail window has
been extended with ZOOM & PAM functions, similar to the functions available in de 3D Diamonds
working window – in case the detail results window is being used to visualize results on plates.