Revision History
This document is organized in a way that newer revisions
appear at the top. Therefore, section numbers will keep
decreasing from top to bottom.
What's New in STAAD.Pro
2004, Build 1004.US.REL?
New features and major enhancements
Please refer to the Software Release Report for the
second edition of STAAD.Pro 2004 for this information.
Errors corrected in the Analysis engine since STAAD.Pro
2004, Build 1003.US.REL
-----------------------------------------------------------------------------
- If a FLOOR GROUP name is used in lieu of a member
list for specifying FLOOR WEIGHTs, as in the example
below,
DEFINE UBC LOAD
ZONE 0.38 I 1.0 STYP 2 RWX 5.6 RWZ 5.6 NA 1.3
NV 1.6 CT 0.032
SELFWEIGHT
FLOOR WEIGHT
_LOWER_FLOOR FLOAD 0.4
_UPPER_FLOOR FLOAD 0.3
the weight contribution which comes from the floor
weights may be underestimated or completely ignored.
As a result, the base shear calculated for UBC/IBC
can be wrong. This error is present in Builds 1001
thru 1003 of STAAD.Pro 2004.
What's New in STAAD.Pro
2004, Build 1003.US.REL?
Errors corrected in the Modeling mode since STAAD.Pro
2004, Build 1002.US.REL
- If the PARTIAL MOMENT RELEASE is assigned at both
ends of a member using the BOTH option of the General-Beam-Spec
page, the program fails to write the command correctly
in the STAAD input file. Specifically, the command
MEMBER RELEASE
fails to get written, resulting in premature termination
of the analysis run.
- The View-View Management-Save View does not correctly
capture the entities of the portion of the structure
represented by that View. So, when that saved view
is later restored using View-Open View, an incorrect
set of entities will be displayed.
- The edit boxes for assigning plate element thickness
do not correctly recognize the backspace key which
leads to unnecessary warning messages.
- In the General - Load page, editing a load item
by double clicking on it leads to a crash. The crash
occurs on some situations when the entire model
is in view. A higher likelihood of occurence of
the crash is when a portion of the structure is
selected for Viewing using New View from the View
menu prior to the editing of the load item.
- Changes to the model from certain places in the
program, like property assignment pages, fail to
register. Consequently, the File-Save dialog box
is not automatically triggered. So, if the user
omits to manually save the file, the data will be
lost upon closing the model.
- While attempting to move a triangular element
using the Geometry - Move - Plate facility, the
program crashes.
- While creating Groups using Tools - Create New
Group, if the Highlight button of that dialog box
is clicked on to view the entities which have been
assigned a certain group name, the program crashes.
- In the Tools - Check Duplicate Nodes feature,
if "Show Node Coordinates" is switched on, following
which nodes are merged, the program may crash.
- The DFF parameter is treated as length-unit-dependent
by the graphical assignment facilities for several
steel codes. This leads to wrong values being recorded
in the STAAD input file for that parameter in some
cases.
- Weights specified alongwith UBC/IBC parameters
are subject to erroneous unit conversion at the
time that the data is recorded in the STAAD input
file.
- Copying and pasting a plate element to which
a 2D Orthotropic material is assigned leads to a
crash.
- On models with a large number of plates (20,000
and greater), if one attempts to assign properties
to a large portion of the structure in one single
operation, the properties may fail to get assigned.
Enhancements/changes in the Analysis and Design engine
since STAAD.Pro 2004, Build 1002.US.REL
-----------------------------------------------------------------------------
- The maximum number of load cases allowed has
been increased from 2000 to 4000.
- The smallest allowed spring stiffness for support
springs is now 0.0001 kip/inch. It used to be 0.001
kip/inch.
- Maximum number of mode shapes that STAAD can
calculate has been increased from 750 to 2750. However,
999 modes may be the practical limit.
- Stiffness calculation of curved beam now includes
component for shear deformation.
- Negative loads are now allowed in moving load
generation (loads pointing along positive global
Y).
- The default spring stiffness for supports in
models containing plate elements has been increased
from 10E10 to 10E20 kip/inch. This may lead to some
minor differences in the analysis results such as
nodal displacements, member forces, plate stresses,
etc.
- For support displacement load on enforced supports,
the default spring stiffness has been increased
from 10E12 to 10E22 kip/inch.
- Floor groups are now allowed with ONEWAY loads.
- In models where beams and/or plates are present
in addition to solids, at all joints where solids
are the only entities, the program now automatically
fixes the rotational degrees of freedom, thereby
avoiding unnecessary zero stiffness warnings.
- For Tapered Round sections, as shown in the example
below,
MEMBER PROPERTY
1 PRIS ROUND STA 3 END 3 THI 0.5
member properties were calculated in the past based
on the approximation that the section was thin-walled.
Henceforth, those properties are being calculated
based on exact equations, which means thick walled
sections are allowed too. Also, the shear areas
AY and AZ used in calculating shear deformation,
which used to be 10% of AX (cross section area),
are now calculated as 50% of AX.
- For shear and torsion design per the ACI code,
the shear force and torsional moment in the vicinity
of beam ends are calculated more accurately.
- If there are multiple definitions of the ELASTIC
MAT or PLATE MAT for the same joint, the base pressure
values and diagram shown in the post processing
mode are henceforth calculated on the basis of the
tributary area of the last one specified. In prior
versions, it was ambiguous as to which one was used.
- For concrete column design per the ACI 318-2002
code, if the design axial force is tensile, the
strength reduction factor PHI is now set to 0.9.
It used to be set to 0.65 in the prior builds.
- For concrete beam design per the ACI 318 code,
some minor improvements have been made in the following
areas :
Calculation of area of steel required for beam
design for flexure
Calculation of Shear resistance of concrete Vc
Calculation of development length of bars
Calculation of max/min/actual bar spacing
- For members with the MEMBER CURVE attribute,
more checks have been added to determine if attributes
and loads which are disallowed have been assigned.
Errors corrected in the Analysis engine since STAAD.Pro
2004, Build 1002.US.REL
-----------------------------------------------------------------------------
- For a model containing plate elements generated
using the DEFINE MESH-GENERATE ELEMENT commands,
the PRINT CG command reports incorrect values for
the location of the center of gravity of the structure.
- If a member is assigned the properties of an
Aluminum double angle, the program fails to recognize
that. Instead it identifies it as an un-recongizable
TIMBER section, and stops running.
- Certain T shapes, such as WT12X103.5, are not
recognized as valid sections by the analysis engine.
- For structures subjected to the "open structure"
type of wind loading, miscellaneous errors have
been corrected, such as (i) load generation fails
on some members even though they are located within
the height range over which the load is applied.
(ii) the load generated on some members of certain
cross sections is erroneous because the program
does not correctly identify the width and depth
of the section while calculating the flat width
exposed to wind.
- On some of the patches issued after STAAD.Pro
2004 Build 1002, the analysis engine crashes if
a REPEAT LOAD case has a constituent load case containing
element pressure loads.
- If a prismatic property type is specified under
the heading MEMBER PROPERTY SJIJOIST as shown in
the following example
MEMBER PROPERTY SJIJOIST
5 TO 9 PRIS AX 0.0408 IX 0.01 IY 0.01 IZ 0.0276
the program may erroneously consider the structure
to be unstable. Hence, false instability warnings
may appear in the output file.
- The value of IX (Torsional constant) for tubes
assigned from the Chinese steel table is not correct.
The output produced in response to the PRINT MEMBER
PROPERTIES command can be used to check this.
- UAP sections assigned from the Dutch steel tables
are not recognized by the analysis engine. The analysis
comes to a halt upon encountering that command,
as the one in the example below.
MEMBER PROPERTY DUTCH
35 TABLE ST UAP130
- For various sections specified from the Korean
steel table, the analysis run terminates prematurely
with the error message
Iy is zero or missing.
- If an IBC or UBC load is specified, and MEMBER
WEIGHTS applied on joists, analysis engine crashes
with the message
Exception [Access Violation] Raised! Aborting
Analysis...
- Miscellaneous errors are present in the analysis
of curved members (members with the MEMBER CURVE
attribute).
- The frequencies calculated using the Rayleigh
method may be erroneous. This affects - (i) the
output produced in response to the command CALCULATE
RAYLEIGH FREQUENCY (ii) the period reported for
one of the methods in UBC/IBC load generation, and
potentially, the base shear and lateral loads which
depend on the period.
- In some cases, the base shear and lateral loads
generated per the IBC 2003 code are erroneous.
- Loads applied on plates which have been assigned
the IGNORE STIFFNESS attribute may be under-estimated
or ignored.
- On models in which Surfaces and Solids have both
been specified, the analysis run may terminate prematurely
with the false error message
**ERROR- MEMBER/ELEM. NO. nnnn IS DUPLICATED.
- If a PDELTA analysis is performed on a model
containing plates, the analysis results such as
nodal displacements, plate stresses, etc., may be
calculated incorrectly.
Errors corrected in the Design engine since STAAD.Pro
2004, Build 1002.US.REL
-----------------------------------------------------------------------------
- While performing concrete design of tapered I
beams per the ACI code, the program may crash.
- The allowable shear stress (FV) reported for
tapered members designed per the AISC ASD code may
be erroneous. This is only a reporting error. It
has no effect on the outcome of the design process.
- For concrete beam design per the Canadian code
(A23.3), in some cases, STAAD may calculate a larger
allowable spacing for reinforcement for shear+torsion
than allowed by the code.
- In some situations, during code checking & member
selection of American HSS sections per the AISC
LRFD code, the RATIO (unity check) reported may
be erroneous.
- In STAAD.Pro 2004, the steel design output which
appears in the .ANL file now lists the name of the
table, such as AISC, European , etc. from which
the cross-section is specified. However, for design
per the AASHTO code, this name is listed incorrectly
in Builds 1001 & 1002 of STAAD.Pro 2004.
- For design of cold formed sections per the AISI
code, the KT & LT parameters are treated as erroneous
input.
- For design of cold formed sections per the AISI
code, the BEAM 0.0 parameter may cause a crash during
the design phase of the analysis-design run.
- Some errors are present in welding design.
- For design per the Canadian steel code (S16),
for TRUSS members, MRZ and MRY (moment capacities)
are erroneously reported as non-zero. This is only
a reporting error and has no effect on the outcome
of the design process.
- For Aluminum design, a value of 1 for the WELD
parameter is not recognized. So, the allowable stresses
corresponding to non-welded sections will be used.
This error extends back to STAAD.Pro 2003 Build
1003 onwards.
- The command "CONCRETE TAKE OFF" does not produce
any output for the European EC2 code.
Errors corrected in Post-processing since STAAD.Pro
2004, Build 1002.US.REL
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- The annotated values of support reactions from
one analysis run are not automatically updated/refreshed
if a change is made to the model and the analysis
re-run. This happens only when all these operations
are carried out in the same session.
- Member Query displays incorrect values for IX
for some tubes like those from the British table.
What's New in STAAD.Pro
2004, Build 1002.US.REL?
Changes since STAAD.Pro 2004 Build 1001.US.REL
- For design of single channels per the AISC ASD
code, the bending stress about the axis parallel
to the web is henceforth computed on the basis of
the actual section modulus of the edge fiber under
consideration. Until now, it was based on the smaller
of the two section modulii.
- For design of double angles per the AISC ASD
code, the bending stress about the axis parallel
to the flange is henceforth computed on the basis
of the actual section modulus of the edge fiber
under consideration. Until now, it was based on
the smaller of the two section modulii.
- If a REPEAT LOAD is specified as in the example
below
1 1.05 2 0.9 3 0.9 4 1.1 5 0.0 6 0.0 7 1.4
8 0.8
where some of the component cases have a factor
0.0, until now, the contribution of cases beyond
such a case was not considered. In the above line,
cases 7 and 8 would not have their contribution
considered. This was in accordance with Notes
Item (4) in section 5.32.11 of the Technical Reference
manual. Henceforth, they will be considered.
Errors present in the basic operation of Build
1001.US.REL, which have been rectified
- Upon starting STAAD.Pro 2004 Build 1001.US, users
may encounter the following error message : "This
application has failed to start because DFORRT.DLL
was not found. Re-installing the application may
fix this problem." The problem is most likely to
occur on a computer on which STAAD.Pro 2003 was
not installed.
Errors present in the Analysis & Design engine
of Build 1001.US.REL, which have been rectified
- For single angles assigned from any of the following
steel tables
European
French
South African
Spanish
Russian
due to a unit related error in the value for Rz
(radius of gyration for the principal Z axis), the
moments of inertia Iz and Iy were wrong.
- For wind load on open structures, the load on
inclined members may have been under-estimated.
- For the ELEMENT LOAD command, if the TRAP loading
is used on elements with 3 nodes, as in the examples
below :
LOAD 1
ELEMENT LOAD
2 12 22 TRAP GY JT -2500 -2200 -2500
641 TO 660 TRAP Y 2.4336 2.4063
the program may have underestimated the amount
of load applied on each element, and consequently,
the analysis results may have been wrong.
- This error occurs for loads applied in the following
manner :
{memb-list} {UNIFORM/TRAPEZOIDAL} {load-intensity}
{start_loc} {end_loc}
If the end-location happens to be beyond the
end of a member in that list, the load will be
truncated at a location equal to the end of that
member. Additionally, all subsequent members in
that list will also see the load truncated at
the same location as that first member detected
with this situation, even if they are longer than
this member.
What's New in STAAD.Pro
2004, Build 1001.US.REL?
New features and major enhancements
Please refer to the Software Release Report for
STAAD.Pro 2004 for this information.
Errors corrected in Post-processing since STAAD.Pro
2003, Build 1004.US.REL
- For models containing Surface elements, the information
presented in the Surface Forces tab of the Query
window (the box which comes up if one were to select
the surface cursor and double click on a surface
element) does not match the values presented in
the tables displayed on the right side of the screen
corresponding to the Surface-Contour page. The values
in the Query windows were wrong.
Errors corrected in the Analysis and Design engine
since STAAD.Pro 2003, Build 1004.US.REL
- If a REPEAT LOAD command has constituent cases
containing SURFACE LOADs, the analysis engine terminates
as soon as it encounters the PERFORM ANALYSIS or
PDELTA ANALYSIS associated with that load case.
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