This document is organized in a way that newer revisions appear at the top.
Therefore, section numbers will keep decreasing from top to bottom. Also refer
to the What's New section of the Online Help for Major New Features. This
document outlines fixes and last minute changes.
Copyright (c) 1997-2011 Research Engineers International, a Bentley Solutions
Center
What's New in:-
STAAD.Pro V8i SS3, Build 20.07.08 ( 16 September 2011)
STAAD.Pro V8i SS2, Build 20.07.07 QA&R ( 24 February 2011)
STAAD.Pro V8i SS2, Build 20.07.07 ( 13 October 2010)
STAAD.Pro V8i SS1, Build 20.07.06 QA&R ( 18 March 2010)
STAAD.Pro V8i SS1, Build 20.07.06 ( 23 December 2009)
STAAD.Pro V8i, Build 20.07.05 ( 21 May 2009)
STAAD.Pro V8i, Build 20.07.04 ( 30 October 2008)
STAAD.Pro 2007, Build 03 ( 8 July 2008)
STAAD.Pro 2007, Build 02 (14 September 2007)
STAAD.Pro 2007, Build 01 (29 June 2007)
STAAD.Pro 2006
1. What's New in STAAD.Pro V8i SS3, Build 20.07.08 ( 16 September 2011)
(A) Issues addressed in the Analysis/Design Engine (39)
(B) Issues addressed in the Pre-Processing Mode (16)
(C) Issued Addressed in the Post-Processing Mode (04)
(D) Issues Addressed in the Steel Design Mode (00)
(E) Issues Addressed in the Concrete Design Mode (01)
(F) Issues Addressed in the RAM Connection Mode (09)
(G) Issues Addressed in the Advanced Slab Design Mode (02)
(H) Issues Addressed in the Piping Mode (00)
(I) Issues Addressed in the Editor, Viewer and other modules (02)
(J) Issues Addressed in OpenSTAAD (02)
(K) Issues Addressed with Printing / Documentation (16)
(L) Issues Addressed with Licensing / Security / Installation (01)
(A) Issues addressed in the Analysis/Design Engine (39)
A) 01 The BS5950 steel design module has been updated to address a situation
which can occur when designing multiple members and a member that immediately
follows a class 4 section and is subject only to tension forces would have been
calculated with a reduced design strength.
A) 02 The processing of the wind load intensities has been improved in order to
trap incorrectly defined height/intensity pairs.
A) 03 The processing of one-way floor load commands has been updated to improve
the loading on members loaded from a triangular floor area.
A) 04 The Eurocode 3 DD (also know as the ENV) version has been removed from the
program. Note that all European examples have been replaced with designs using
the equivalent current EN version of the code.
A) 05 The shear area along minor axis calculation for T sections was previously
done using the same calculation as for as wide flange sections resulting in
overvalued minor axis shear areas. Whilst this is un-conservative, it is rare
that this is the critical aspect of a design.
A) 06 The analysis engine has been updated to handle the situation where load
combinations are numbered in excess of 9999.
A) 07 The Dutch National Annex implementation for Eurocode 3 has been updated
such that for members in compression if the (axial load / axial capacity) ratio
is less than 0.15, the check for slenderness is not required and thus no longer
reported.
A) 08 The interaction checks in Eurocode 3 EN 1993-1-1 design has been updated
to address small axial loads. Rather than ignoring the check if the axial load
over capacity <0.001, the check is avoided if the axial compression in the
member is < 0.1 kN.
A) 09 The output of a steel design to Eurocode 3 EN1993-1-1 incorrectly reported
the steel strength of members assigned a grade using SGR 4, i.e. S460. However,
the design was performed using this steel strength.
A) 10 The slenderness calculations in the ASCE 10-97 design code have been
corrected to include the defined effective length factors.
A) 11 The IS 800:2007 code check for back to back angles has been updated to
ensure that the correct sectional area is used when the long leg is back to back
for non slender or semi-compact sections.
A) 12 The IS 800:2007 steel design routine for classification of welded UPT
sections has been updated to use the correct dimensions as outlined in the code
for a welded profile instead of those of a rolled section with no rolling radii.
A) 13 The Eurocode 3 steel design EN 1993-1-1 has been updated such that the
torsional shear stresses used in when TOR 1 is specified now includes the area
enclosed by the mean perimeter to give a more accurate result than the previous
method.
A) 14 The design of columns to IS 456 has been improved so that the correct
reinforcement layout is reported when using the METHOD parameter.
A) 15 The property calculation method used for defining the properties of User
Table General sections defined by polygon profiles has been improved to address
situations where the properties were being reported with negative values
resulting in a crash during the analysis.
A) 16 The clause H.3 checks for a BS590:2000 steel design have been updated to
ensure that in the case of very small or zero axial load applied to sections
with slender webs, the correct interaction ratio is reported in the output.
A) 17 The Canadian steel design code S16-01 has been updated to include a clause
13.9 check for class 4 slender sections.
A) 18 The Russian SNiP steel design code was updated to display the co-existent
forces for the key location for the design. (Note this was addressed in
20.07.07.32, but not reported) .
A) 19 The AISC 360-05 steel design slenderness calculation routines have been
corrected for models with SET Z UP. Previously the slenderness calculations were
inverting the effective lengths for the major and minor axes.
A) 20 The EN 1993-1-1 design code has been enhanced with the addition of a new
MTH parameter in order to allow the choice of clause to use when calculating
x_LT. EN 1993 allows for two methods to work out XLT as stated in the
description. Although Cl. 6.3.2.3 in En 1993 deals only with I-Sections, in some
cases the NA (e.g. UK/French NA) extends this clause to include other sections
as well. Hence the implementation will allow for three values for the new MTH
parameter: MTH = 0 (default) : Will use the default method specified in the code
or the NA based on the section type. So if MTH=0 (or user has not specified
MTH), the program will default to the method specified by the NA. If the NA does
not have a preference and it extends clause Cl. 6.3.2.3 to include other
sections, we will use this clause to work out XLT.
MTH=1: Will use Cl.6.3.2.2. If the NA extends Cl. 6.3.2.2 we will use the method
in Cl.6.3.2.2 of the NA, otherwise will use the values in the base code. MTH=2:
Will use Cl.6.3.2.3. If the NA extends Cl. 6.3.2.3 we will use the method in
Cl.6.3.2.3 of the NA. If it doesn’t include sections, other than I sections, we
will issue a warning and set MTH to default value of 0.
Note that if a National annex has not been specified (i.e.) the base EN 1993 is
invoked and the user has specified a section other than an I section and used
MTH=2, we will issue a warning and set MTH to the default value of 0.
A) 21 The NS 3472 Norwegian steel design code has been updated to include a
warning to confirm that it does not support designs on models defined using SET
Z UP. These models should be checked using Eurocode 3, EN 1993-1-1 and the
Norwegian National Annex as this is the current code.
A) 22 A warning is produced in the output file if the wind load generator is
used on models with SET Z UP defined as this is currently not supported. (Note,
this was previously reported as a Known Issue).
A) 23 The Australian steel design code AS 4100 has been updated for the shear
checks on pipe sections to ensure that the correct shear capacity is defined for
the minor axis. Previously this was under estimated and could produce
conservative results.
A) 24 The live load reduction routines used with the FLOOR and ONE WAY loading
defined in live load cases has been corrected to use the correct units. Note
would have produced a non conservative result as the reduction would have been
greater than defined in the UBC/IBC codes.
A) 25 The Von Mises Stress Checks in the AIJ steel design codes, both 2002 and
2005 have been updated such that if the loading is defined as Temporary (i.e.
TMP 1.0) then the allowable stress does not get increased by a factor of 1.5
which previously produced less conservative results.
A) 26 The AIJ steel design routine has been updated to produce properly
pagenated output (ANL) files.
A) 27 The AISC LRFD 3rd Edition design routine has been updated to correctly
calculate bending capacities for wide flange sections with top and/or bottom
cover plates. These sections are treated as non-doubly symmetric sections and
designed as per Appendix F. Issues with the calculation of the radius of
gyration of the compression flange and compressive residual stress Fr has now
been addressed.
A) 28 The second order analysis of load cases including thermal loads has been
updated to correctly account for the applied forces internal to the members when
forming the Kg matrix. Note this was added in 20.07.07.32, but not documented.
A) 29 The Australian steel design module has been updated such that the
slenderness check is performed on compression members if the MAIN parameter is
set to a suitable slenderness limit. Additionally if a slenderness check is
required on tension members, then set TMAIN to the required limit.
A) 30 2 Additional parameters, PDITER and REDUCEDEI have been added to the
Direct Analysis command to control the non linear aspect of this form of
analysis. Note, these parameters are not supported by the GUI. For more details
refer to section 5.37.5 of the Technical Reference manual. (Note this was added
in 20.07.07.32)
A) 31 The deflection check in the Canadian steel design code S16-01 has been
updated to ensure that the members are correctly initialised for the defelction
check.
A) 32 The parametric modelling routines used in the GUI has been enhanced to
ensure that the meshes can be created using models where the current length
units other than those from the base unit systems, i.e. feet and metres.
A) 33 The IS1893 response spectrum analysis has been enhanced to better handle
accidental torsion. The TOR parameter has been enhanced with additional optional
settings of OPP and COU such that the torsional component can be calculated with
the eccentricity as defined in Cl 7.9.2 and Cl 7.9.2 Note 2 of Amendment No. 1
January 2005 of IS 1893 (Part 1) : 2002. There are 4 possible settings to
calculate the design eccentricity, edi =
= esi + eac*bi (add parameter TOR),
= esi - eac*bi (add parameter TOR OPP),
= + eac*bi (add parameter TOR COU),
= - eac*bi (add parameter TOR COU OPP)
where,
esi = dynamic eccentricity arising due to difference between centre of mass and
centre of rigidity at floor i (static eccentricity multiplied by dynamic
amplification factor 1.0 for response spectrum analysis),
eac = extent of accidental eccentricity (0.05 by default, unless not specified)
bi = floor plan dimension in the direction of earthquake loading
A) 34 The IS800:2007 has been slightly modified to ensure that the section
modulus of slender sections is calculated using the correct value of flange
width which was previously resulting in under estimation of the minor axis
bending capacity.
A) 35 The IS800:2007 steel design routine has been updated to correct the
calculation for defining the effective area of a back to back channel section.
A) 36 The output reported in the output file by the Basic (not Advanced)
analysis solver of the loading defined by a Notional Load has been corrected.
Whilst the actual load created and used was correct, if the command PRINT LOAD
DATA was used, the load was not reported at the correct locations.
A) 37 The IS 800:1984 steel design module has been updated for members with high
compressive stress which are close to or exceeding the Euler buckling load
resulted in an under-estimated allowable bending stress and thus over estimate
of the interaction ratio.
A) 38 The AIJ Steel design modules has been updated to ensure that the value of
'fa' displayed in the output file is correct for members defined with the TRUSS
command. Note that the actual design and reported ratios were correct.
A) 39 The IS893 static seismic routine has been updated such that the reduction
of base shear due to depth of foundation below ground level defined using the DT
parameter was being applied to the entire model. Additionally a new parameter GL
has also been added to directly define the vertical coordinate of the ground
level to be considered which can be used in place of the DT parameter.
(B) Issues addressed in the Pre-Processing Mode (16)
B) 01 The Jindal steel section database supplied in STAAD.Pro has been updated.
B) 02 The dialog box that displays values of materials has been updated to
ensure that it displays the correct unit for shear modulus.
B) 03 The Indian section database has been updated to correct the thicknesses
for PIP1143(L,M,H) profiles.
B) 04 The British section database has been updated to correct the column header
for UB, UC and UBP profiles IX, torsional modulus (was shown as DE). Also the
profiles have been updated to match properties reported by Tata steel.
B) 05 The GUI handling of creating new views has been improved to ensure this is
only available when suitable items are selected.
B) 06 The GUI has been updated to ensure that if a user table has been created,
but does not contains any data, then this is not saved. Previously this
situation would cause the application to crash when saving the model.
B) 07 Hyperlinks to URLs in the STAAD.Pro GUI are now routed through a Bentley
server.
B) 08 The GUI has been updated so that channel section outlines (and 3D section)
which were always being drawn on the basis that the web will be drawn to the
left of the local 'vertical' axis, without differentiating between the YUP and
ZUP options, has now been corrected so that channel sections are checked for any
Z UP option when drawing their outlines
B) 09 The IBC-2006 Resepoonse Spectrum routine in the GUI used to generate Fa
and Fv values from either from a zip code, longitude and latitude or specific
Ss, s1 and site class has been improved. If 0 is entereed for either Fa or Fv,
then the GUI will calculate and display the values for the given Ss, S1 and Site
Class
B) 10 The link on the menu 'Help>Multimedia Help>' has been reinstated.
B) 11 The GUI has been updated to ensure that a section defined as a tapered
wide flange can be edited using the option in the Member query dialog box,
Property page.
B) 12 The partial labeling function has been updated to better toggle the
selected labeling option.
B) 13 The area AX of PIPE sections in the US steel database have been updated to
be in line the reduced values defined in the AISC 360-05. Note that changing to
an alternative American Section profile table such as AISCsection_All_Editions
will use the full section area.
B) 14 The GUI has been updated for the timber design code Eurocode 5 to display
and handle the parameter KLEF, the effective length for checking the laeteral
torsional buckling length.
B) 15 The GUI has been updated to include the two sidesway parameters, SSY and
SSZ, for the ASCE 10-97 steel design code which were previously added and
documented in the International Codes manual.
B) 16 The GUI has been updated such that design parameters ELA and ELB for the
ASCE 10-97 steel design code are created with the correct index.
(C) Issued Addressed in the Post-Processing Mode (04)
C) 01 The Post Processing Mode has been enhanced with the option for selecting
plates parallel to the global planes which has been available in the Modeling
Mode.
C) 02 The post processing mode has been updated to allow the application to
display the seismic loading defined by the Canadian NRC code which is calculated
by the analysis engine to be displayed graphically.
C) 03 The 3D Beam Stress results for models using SET Z UP have been corrected
as previously these were reporting using the incorrect major/minor section
modulus.
C) 04 The STAAD.Pro post processing has been updated such that the beam stresses
reported for European HE sections are now reported using the correct moments of
inertia.
(D) Issues Addressed in the Steel Design Mode (00)
(None)
(E) Issues Addressed in the Concrete Design Mode (01)
E) 01 The ACI 318 concrete slab design routine in the RC Designer Module has
been improved to address an issue with US/English units not being retrieved when
a file is re-opened resulting in the incorrect display of units in the brief
dialog.
(F) Issues Addressed in the RAM Connection Mode (09)
F) 01 The Ram Connection mode has been updated such that members defined with
end releases can also be used as bracing members in a connection design.
Previously only TRUSS, TENSION only or COMPRESSION only members could be used.
F) 02 The RAM Connection mode has been updated to ensure that users without a
valid RAM Connection license can still make use of the limited set of Basic
templates.
F) 03 The RAM Connection mode has been enhanced with an updated engine to ensure
that BCF template does not generate connections with negative bolt edge
distances.
F) 04 The RAM Connection mode has been enhanced such that the CBB connections
can be used to design connections with only columns and braces, i.e. without the
inclusion of a beam in the connection.
F) 05 "The RAM Connection design dll has been updated to version 7.2 which
includes the following 6 changes:- 1) Fix HSS column to base plate weld
capacity, 2) Fix assigning connection with opposite members, 3) Cap plate
thickness in data report 4) Fix base plate minimum edge distance, 5) Fix flange
Plate Whitmore section calculation for HSS, 6) Shear capacity of the anchors
does not use the 0.6 factor shown in ACI D-20"
F) 06 The RAM Connection mode has been enhanced to ensure that when the base
units are set to Metric, the thickness of gusset plates are correctly defined.
F) 07 The RAM Connection mode has ben enhanced such that if a new analysis is
performed on a model with connections defined which have been customised, then
assigning the same connection will maintain the existing defined customisation.
F) 08 The RAM Connection module creation of base plates with a Smart Baseplate
template has been improved to avoid un-necessary calculations which were
resulting in an overly long design step.
F) 09 The license checking routine in the RAM Connection mode has been updated
to ensure that the version of RAM Connection license is v7.2
(G) Issues Addressed in the Advanced Slab Design Mode (02)
G) 01 The integration of STAAD.Pro to RAM Concept using the Advanced Slab Design
mode has been improved to address an issue regarding changes of unit system.
Previously the current unit system was not recorded when a slab was created
which could result in odd dimensional issues when the slab was re-sent to RAM
Concept in a future session and there was a different unit system in place. The
unit system is now stored with the slab definition and a warning is displayed if
an old model is opened that has slabs defined without a unit system definition.
G) 02 The Advanced Slab Design Mode routine for creating slabs and walls has
been improved to ensure that the same value of tolerance is used for both Metric
and English unit systems.
(H) Issues Addressed in the Piping Mode (00)
(None)
(I) Issues Addressed in the Editor, Viewer and other modules (02)
I) 01 The values of AY and AZ were being swapped when being exported fro m
Section Wizard Freesketch module into a UPT table
I) 02 The CIS/2 translation module has been updated to imporve the method used
for identifying countries of named profiles.
(J) Issues Addressed in OpenSTAAD (02)
J) 01 OpenSTAAD has been updated to include a function to report the defined
category of a load case. Load.GetLoadType which takes one parameter of the load
case and returns the load type. See the OpenSTAAD help for full details.
J) 02 The OpenSTAAD API has been updated to better handle the creation of
supports with spring definitions.
(K) Issues Addressed with Printing / Documentation(16)
K) 01 The user report table of finite element principal stresses has been
updated to ensure that the correct values are reported.
K) 02 The Eurocode 3 EN 1993-1-1 documentation has been updated to indicate the
correct default BEAM parameter
K) 03 The verification problem for the Japanese AIJ 2005 steel design code has
been updated to show the correct steel strength and thus ratio.
K) 04 The Eurocode 3 EN 1993-1-1 online help has been updated to clarify the
calculations used in the determination of the value of x_LT
K) 05 The European steel design section of the International Design manual has
been updated to provide a more detailed explanation to the implementation
provided by STAAD.Pro
K) 06 The Eurocode 3 steel design EN 1993-1-1 section of the International
Design Codes manual has been expanded with more detailed explanations of the
theories and methods used in the design calculations.
K) 07 The Pushover Analysis module help documentation has been updated with
clearer references to the FEMA 356 documentation used in the development of this
module.
K) 08 In order to aid cross referencing different sections of the online help, a
large number of hyperlinks have been added.
K) 09 The OpenSTAAD online documentation has been updated with the examples
being based on the current OpenSTAAD Application object (rather than the older
and less comprehensive OpenSTAAD Results object). Additionally a number of the
functions added to the Application object are also documented.
K) 10 Section 2B.8 of the International Codes manual has been updated clarifying
the scope of the section profiles that can be designed using the BS5950-1:2000
design code.
K) 11 Section 5.31.2.13 of the Technical Reference Manual 'IBC 2006 Seismic Load
Definition' has been updated to correctly refer to the importance factor as I,
not IE as previously refernced.
K) 12 The BS5950:1990 documentation has been withdrawn as this code is no longer
supported. The BS5950:2000 or EN1993-1 codes should be used instead.
K) 13 The Technical Reference manual section 1.18.3.3 has been updated regarding
composite damping.
K) 14 The ASME NF steel design documentation has been updated to clarify that
the input parameter FYLD represents the 'Steel yield strength at temperature'
and the input parameter FU represents the 'Steel ultimate tensile strength at
temperature'.
K) 15 The example in the OpenSTAAD online documentation has been updated to
correctly indicate that SetMaterialID is a function of the Property Object.
K) 16 The online help for the steel design code N690-1984 has been updated to
clarify that the compressive strength calcuated for members which slenderness in
excess of 120 is defined as 12 - (KL/r)/20. Note the calculations performed by
the program used this equation.
(L) Issues Addressed with licensing / security / installation (01)
L) 01 The GUI has been updated to ensure that the Canadian/Australian/SA license
allows access to the RC Designer mode.
2. What's New in STAAD.Pro V8i SS2, Build 20.07.07 QA&R ( 24 February 2011)
(A) Issues addressed in the Analysis/Design engine (42)
(B) Issues addressed in the Pre-Processing Mode (28)
(C) Issued Addressed in the Post-Processing Mode (10)
(D) Issues Addressed in the Steel Design Mode (01)
(E) Issues Addressed in the Concrete Design Mode (03)
(F) Issues Addressed in the RAM Connection Mode (03)
(G) Issues Addressed in the Advanced Slab Design Mode (02)
(H) Issues Addressed in the Piping Mode (0)
(I) Issues Addressed in the Editor, Viewer and other modules (06)
(J) Issues Addressed in OpenSTAAD (01)
(K) Issues Addressed with Printing (02)
(L) Issues Addressed with licensing / security / installation (0)
(A) Issues addressed in the Analysis/Design engine (42)
A) 01 The AISC 360-05 design module for tapered sections and those defined as I
sections in a UPT has been updated to improve the calculation of the equal area
axis used in the calculation of the plastic modulus and thus the capacity
BEND-Z. The previous results were conservative.
A) 02 The EN1993 steel design module has been imporoved for angle section
design. For class 4 sections the basic elastic section modulus was being used in
place of the effective section modulus of the class 4 section.
A) 03 The EN1993 steel design module has been updated to correct the calcuation
of eqn 6.2 when the parameter ELB was set to 1. The value of Nrd in equation 6.2
ratio calculation should use the section capacity but was using the buckling
capacity, which produced conservative results.
A) 04 The NORSOK N004 design code has been updated to correct the calcuation of
Qu for axial force which was being calculated the axial force being applied in
the opposite direction, i.e. For compression when the member was in tension and
visa versa.
A) 05 The analysis engine has updated the calcuations in the IBC 2006 seismic
loading to handle situations where the calculated upper limit of Cs is below the
lower limit of 0.01.
A) 06 The Australian concrete code has been updated to ensure that the correct
load case is reported in the Member Query dialog for beam and column members.
A) 07 The AISC 360-05 deflection check has been updated to esure that the
correct length over deflection check is performed.
A) 08 The Eurocode 3 steel design has been updated for user defined class 4
sections. While calculating the moment reduction factor, the "effective"
section's moment of inertia was being used instead of its section modulus. This
gave rise to incorrect reduction factors and hence a low value for the LTB
moment capacity.
A) 09 The Australian concrete batch design ouptut sketch for AS3600 has been
updated to correctly report the governing load case and reinforcement sketch.
However, it is strongly recommended to use the more comprehensive AS3600 design
module in the Concrete Design mode.
A) 10 The Direct Analysis routine has been improved for situations where the
DEFINE DIRECT ANALYSIS option includes the setting of NOTIONAL LOAD >=0.0029
which indicates that an iteration on tau_b is not required and that not all
members are defined as their flexural stiffness as being significant. Whilst the
anayisis and defelctions were being reported correctly, the end moments were not
always correct.
A) 11 The output report for an IS456 concrete design has been updated to support
displaying larger numbers which previously would be displayed as ****
A) 12 The EN1993 steel design routines when including the Netherlands National
Annex have been improved. Previously the additional clause check for Cl.6.3.3
(and hence the NEN C.l 12.3.1.2.3) was being done for all cases of axial
compressive load. This check should only be done in case of combined axial and
bending loads. This issue has been rectified and a check has also been included
to ignore this check if the bending moments are very small when considering the
combined axial + bending condition.
A) 13 The routines for calcuating the centre of mass when using a response
spectrum defined as either IS1893 or Eurocode 8 have been improved to address
situations where no global Y loading has been defined, which is the basis on
which centre of mass is calculated, and the program will attempt to use global X
or Z loads instead. In the load to mass conversion, this occationally resulted
in very small global Y masses being created and thus these were used as the mass
model.
A) 14 The AISC 360-05 steel design module has been updated to use the member
defined Youngs Modulus in calculating the compression capacity rather than the
fixed value of 29000 ksi.
A) 15 The AISC ASD design routine for channels bent about their major axis has
been updated to make use of equation (F1-8).
A) 16 The AISC 360-05 design routines have improved to include the calcuation of
Cv as determined in Chapter G, section G2, using all three equations (G2-3),
(G2-4) and (G2-5).
A) 17 The batch processing Chinese steel and concrete designs have been
withdrawn and more comprehensive design solutions provided. SSDD for steel
design and the Concrete Design Mode.
A) 18 The BSK99 design code has been updated to ensure that the results are
always displayed in KNs and Metres.
A) 19 The DIN 1880 steel design code has been updated to ensure that the
classification of User Defined Wide Flange sections are checked and the overall
section is classified appropriatly.
A) 20 The ACI 318-05 design module in the batch processing mode has been updated
to ensure that the minimum requirements are met including the provision of
clause 10.5.3.
A) 21 The analysis engine has been updated to ensure that if a PEFRORM DIRECT
ANALYSIS is included for some load cases and some other form of analysis for
others, the DIRECT ANALYSIS does not affect the results generated of the other
load cases.
A) 22 The AISC 360-05 design code has been updated to ensure that when the minor
axis plastic property is used in the calculations for wide flange section, the
full plastic property is used.
A) 23 The legacy European database has been updated with the correct column
heading for IX and IY for IPN sections.
A) 24 The GNL analysis has been updated to save the transverse shear and bending
moments at the centre of plates in addition to the three inplane forces
previously saved during the analysis.
A) 25 The Canadian steel design code has been updated to ensure that if tension
only members are defined with self weight loading which theoretically can induce
compression loading, this is not used to trigger the slenderness checks for
compression members.
A) 26 The AISC 360-05 design code has been updated to ensure that the moment for
the correct axis is reported in the CL.F-Minor data section of the output. The
calcuations were done useing the correct values.
A) 27 The design modules have been updated to ensure that section profiles that
included either '(' or ')' in their section names were treated as valid section
names which was a particular problem in the aluminium section design where some
standard tables included these characters.
A) 28 The IS3920 code has been updated to ensure that the calcuation of EUDL is
correctly noteably when the SELFWEIGHT command is assigned to a member list and
the GLD parameter is used.
A) 29 The processing of USER TABLE wide flange sections defined with a composite
flange has been updated to ensure that the additonal self weight resulting from
the additional flange is accounted for.
A) 30 The AIJ steel design module version 2002 has been updated to ensure that
this is the reported version in the output file.
A) 31 The analysis engine has been updated to include a warning in the output
file if a SELFWEIGHT load command and assigned to a list of members as a note to
the user to check that the list includes the actual range of members required.
A) 32 The IBC 2006 calcuations have been improved for metric models. The
calcuation of Ct has been updated to ensure correct unit conversion using
Ct(english) = Ct(metric)*(100/(2.54*12))^x where x is the supplied exponent.
A) 33 The Indian concrete design code IS3920 has been updated to ensure that if
a combined member (defined using the COMBINE command) is designed followed by an
un-combined member, the program did not correctly consider the effective UDL on
un-combined members.
A) 34 The GUI has been updated to correctly display floor load commands which
have been assigned using the XRANGE option. Additionally, the analysis engine
has also been updated to ensure that the correct members have been loaded when
the XRANGE option has been used with the FLOOR command.
A) 35 The Canadian steel design module CSA S16-01 has been updated such that the
moment of resistance of beams subjected to axial tension and bending is reported
to either equation 13.9a or 13.9b as necessary.
A) 36 The wind loading routines have been improved to ensure that wind loading
on open structures can be limited to a section of the model using a member list.
A) 37 The wind load generation routines have been updated to prevent the
creation of additional loading resulting from smaller wind panels being defined
which are subsets of larger panels.
A) 38 The EN1993-1-1:2005 module has improved the torsion calcuations when the
value of (z/a) is very large which would report clause 6.2.7(1) as having a
result of *****
A) 39 The BS5950-5 cold formed steel design module has been updated to ensure
that the slenderness calculation uses the correct effective length and the
equation to calculate the critical buckling moment (cl. 5.6.2.2) has been
updated. Additionally, the output has been updated to ensure that the shear
capacity is included.
A) 40 The Norwegian NS3472 design module has been updated to support European
CHS, SHS and RHS sections as well as the tubular sections TUBE and PIPE
previously supported.
A) 41 The SNiP steel design routine has been updated such that the output
reported when the critical check is axial (i.e. tension or compression), only
the axial force was included. The moments were shown as zero.
A) 42 The Chinese steel and concrete design modules have been removed from the
analysis processing engine. Concrete design is maintained with the Concrete
Design Mode and steel design with the SSDD application.
(B) Issues addressed in the Pre-Processing Mode (28)
B) 01 The STAAD.Pro GUI has been updated to better handle files that have errors
included. If the file has been opened in a STAAD.Pro session that has been used
to open and view a number of files, then attempting to open a file which has had
errors that have been fixed in the Editor could cause the GUI to crash.
B) 02 The GUI has been updated to ensure that it makes use of the unit fields
defined in the section database files (i.e. *.MDB) when scaling the sections in
the GUI. Note the engine and thus the analysis made use of these appropriately
and thus this did not effect the results.
B) 03 The GUI has been updated to better handle old versions of ProjectWise and
ensure that the GUI does not crash if attempting to use old ProjectWise
installations. The STAAD.Pro integration with ProjectWise requires a version of
08.11.07.00 or greater
B) 04 The GUI has been updated to ensure that it can support the correct
allowable range of values for the EN1993 steel design parameter ELB.
B) 05 The GUI has been updated to improve the handeling of IBC 2006 data to
ensure that when a file is opened with IBC 2006 load data which is displayed in
the load edit dialog, the correct Site Class is displayed.
B) 06 The Jindal database has been updated with additional sections available
from Jindal.
B) 07 NBC 2005 combination rules added to the Auto Load Generator
B) 08 The hydrostatic plate loading routine has been enhanced to allow plates to
be loaded where the definition of the loading is negative.
B) 09 The GUI has been updated to ensure that when Reference Loads are defined,
the file is saved with UNIT commands in the correct location.
B) 10 The GUI has been updated to ensure that it correctly reads a file with
Algerian siesmic load data (RPA). Whilst this would analyse correctly, if the
file was re-saved from the GUI, the weight associated with the siesmic data was
not saved correctly.
B) 11 The GUI has been updated to ensure that when a Eurocode 8 response
spectrum is defined, the values displayed in the loading dialog are in the
current units, not just in m/s2 which was previously done.
B) 12 The cold formed steel design module BS5950-5 has been updated to include
the LTB capacity of sections in the TRACK 2 output.
B) 13 The GUI has been updated with a data check for when uniformly distributed
loads have been defined with an explicit start and end position as 0.0.
B) 14 The GUI has been updated to handle Response Spectrum commands which
include the MIS 0 parameter. This indicates that the missing mass should be
accelerated at the frequency specified by the ZPA paramater, or 33Hz if ZPA has
not been specified. Previously if MIS 0 was included in the file and resaved
from the GUI, this command was removed.
B) 15 The timber design parameter list in the GUI for Eurocode 5 has been
updated with KLEF and SERV removed as these were not implemented and produced
warnings if used in the file.
B) 16 The GUI dialog for the Algerian siesmic code has been updated to correctly
display the label of 'Structural Quality Factor' which was previously shown as
'Importance Factor'
B) 17 The GUI has been updated to correctly handle deletion of user created
orthotropic 2D materials.
B) 18 The Member Query dialog has been updated to display the torsion inertia IX
for wide flange sections recorded in the database rather than being calculated
based on the basic shape dimensions as done previously.
B) 19 The angle section table in the Canadian steel section database has been
updated so that the radius of gyration is that of the principal axes, not the
geometric axes which were previously included. Although the actual vlaues used
by the program are internally calculated and not acfected by the values shown in
the tables.
B) 20 The GUI has been updated to better handle 'Partial Surface Trapezodial
Loads'. Once defined, if a load is edited by double clicking on it in the Loads
dialog, the data is correctly loaded and saved from the dialog.
B) 21 The AISC Tube database has been updated to correctly include the plastic
modulus in the minor axis. This did not cause a problem as this value is not
used in the analysis or design modules. If needed, the plastic moduli are
calculated based on the section dimensions.
B) 22 The Floor Load generation routine has been improved to ensure that when
closed loops of beams are identified, they do not contain smaller loops which
are loaded seperatly.
B) 23 The Section Profile Tables dialog has been updated to ensure that if a
wide flange section is selected and a double profile (D) option is selected,
then the defintion and edit box to allow the spacing to be defined is activated.
B) 24 The GUI file reading routine has been updated to ensure that it correctly
recognises the FLOOR HEIGHT command as used in the IS1893 siesmic analysis.
B) 25 The GUI has been updated to maintain the graphical view when changing
between pages when practical rather than reseting settings such as the zoom that
may have been set.
B) 26 The GUI has been updated such that if a new material is assigned to a
model such that any previously assigned material is no longer assigned on the
model, the command line assigning the material is fully removed. The definition
is not removed.
B) 27 The GUI has been updated to ensure that macros which are added to the User
Tools menu are displayed in the toolbar.
B) 28 The dialog box that allows the selection of entities by a range
perpepdicular to the global planes has been updated to ensure that the correct
length unit that will be used is displayed.
(C) Issued Addressed in the Post-Processing Mode (10)
C) 01 The recent enhancement with the Response Spectrum command that allowed
additional load cases to be created based on the mode shapes has been updated to
ensure that the GUI is kept current with the created load cases if there are
changes made to the starting load case number and the analysis re-run.
C) 02 The post processing display of time history displacements have been
updated to better handle metric units .
C) 03 The post processing reporting of beam relative displacements has been
improved to ensure that the values are correctly converted from global to local
axes systems.
C) 04 The GUI post processing module has been updated to ensure that the element
results reported for elements which have been made inactive are reported as
zero. Note that the results reported in the output file were correct.
C) 05 The post processing display of nodal displacements of models with Eurocode
8 response spectra has been corrected to display the maximum displacements
(which were previously displayed as zero).
C) 06 The AISC ASD design routine has been updated to correct a recent
modification which resulted in the allowable stress reported in the Member Query
dialog not being displayed correctly. The correct value was being used in the
design and printed in the output file.
C) 07 The FLOOR LOAD GENERATOR routine has been improved to deal with situations
where all the nodes of a selection do not all lie in a plane. The tolerence was
set as 1mm. This can now be controlled using a new SET command, namely SET FLOOR
LOAD TOLERENCE f, where f is the tolerance in the current length unit. This SET
command can be located anywhere in the input file before the loading although
GUI (COMMAND -> Miscellaneous -> Set Floor Load Tolerance) will put it at the
top of the input file between the STAAD and JOINT COORDINATE commands.
C) 08 The routine for calculating the Transfer forces has been updated to ensure
that the values that are reported ar in the current units. Previously the force
would have always been in Kip units.
C) 09 The Post Processing module GNL graph tool has an option to 'Limit Maximum
Load Step for Graph' which displayed the incorrect message if an inappropriate
load case was selected to display.
C) 10 The Post-Processing of the DD ENV 1993-1-1 has been improved so that the
correct headings for MCZ (major axis moment capcity) and PC (compression
capacity) are displayed in the Member Query dialog box on the Steel Design
sheet.
(D) Issues Addressed in the Steel Design Mode (01)
D) 01 The Steel Designer Module BS5950-1:2000 design module has been updated to
ensure that members which are not over utilised are not displayed as UNSAFE.
(E) Issues Addressed in the Concrete Design Mode (03)
E) 01 The RC Designer module has been updated to ensure that design codes that
used a shared DLL for passing section data which included IS456, BS8110 and CP65
are able to so.
E) 02 The ACI 318-05 design module in the Concrete mode has been updated to
correct the printout details for bi-axial moments which were those based on the
EC2 2004 code, so both the nomenclature for the capacities and moments, and the
printed values were wrong. The Pass/Fail ratios were correct however. This is
now changed to use the correct terms and to show the capacities and moments in
the correct units. The value of Phi used is also added to the printout.
E) 03 The AIJ Beam Brief in the RC Designer mode has been updated to ensure that
if a negative concrete strength is defined it does not cause the application to
crash.
(F) Issues Addressed in the RAM Connection Mode (03)
F) 01 The RAM Connection module has been updated such that it can handle base
plate designs with columns which have defined beta angles in excess of 180
degrees.
F) 02 The RAM Connection module has been updated to ensure that if the loadcases
to be considered in a design are modified these are correctly accounted for if a
connectin is re-designed.
F) 03 The beam splice connection in the RAM Connection module has been updated
to ensure that the connection can be assigned to members that are correctly
co-linear.
(G) Issues Addressed in the Advanced Slab Design Mode (02)
G) 01 The Export of a slab to RAM Concept has been updated to address a unit
change issue. If a model was created and exported, then the base unit system is
changed and the model re-eported, the revised model did not correctly reflect
the change in unit system. This has now been addressed.
G) 02 The RAM Concept export routine has been improved to ensure that columns
that are defined with a local X axis pointing in the positive global Y axis and
a beta angle are rotated correctly in RAM Concept.
(H) Issues Addressed in the Piping Mode (0)
(none)
(I) Issues Addressed in the Editor, Viewer and other modules (06)
I) 01 The Editor has been updated to correct a command parameter error when
processing files with a list of plate elements identified with the MEMB string
which was incorrectly being reported as an error.
I) 02 The OpenSTAAD documentation has been updated to clarify that functions
such as Output.GetOutputUnitForDisplacement return the string of the labels used
for displaying the results in the GUI.
I) 03 The IS800 Technical Reference manual has been updated to correctly list
the available design parameters.
I) 04 The OpenSTAAD documentation has corrected the information that indicates
that the parameters assigned to the Results Object function GetMemberIncidences
should be of type Long, not Integer.
I) 05 The CIS/2 import module has been updated to better handle STP models that
have been defined with both numeric and alpha numeric references. If the member
number is defined in the STP file, then this is used, however, if a text string
is used to reference the member then STAAD will allocate a member number. If
later in the file a member is defined with a member number this could cause a
problem. Now STAAD will read in all the member definitions before allocating
member numbers.
I) 06 Details of design codes supported by STAAD.Pro have been added to the
online help in the Welcome section.
(J) Issues Addressed in OpenSTAAD (01)
J) 01 The OpenSTAAD function AreResultsAvailable has been updated to ensure that
it returns the correct status
(K) Issues Addressed with Printing (02)
K) 01 The User Report routine has been updated to ensure that it handles the
temporary situtation when all items have been removed from the report setup
prior to adding new items for the report. Previously this condition when there
wer no included items could cause the program to crash.
K) 02 The releases table in a user report has been updated to identify the
directions which are free and have spring connections defined.
(L) Issues Addressed with licensing / security / installation (0)
(none)
3. What's New in STAAD.Pro V8i SS2, Build 20.07.07 ( 13 October 2010)
(A) Issues addressed in the Analysis/Design engine (54)
(B) Issues addressed in the Pre-Processing Mode (16)
(C) Issued Addressed in the Post-Processing Mode (7)
(D) Issues Addressed in the Steel Design Mode (2)
(E) Issues Addressed in the Concrete Design Mode (7)
(F) Issues Addressed in the RAM Connection Mode (4)
(G) Issues Addressed in the Advanced Slab Design Mode (0)
(H) Issues Addressed in the Piping Mode (0)
(I) Issues Addressed in the Editor, Viewer and other modules (14)
(J) Issues Addressed in OpenSTAAD (1)
(K) Issues Addressed with Printing (12)
(L) Issues Addressed with licensing / security / installation (3)
(A) Issues addressed in the Analysis/Design engine (54)
A) 01 Eurocode 3 steel design has been improved to allow design of the newer
European hollow databases sections and US HSS database sections.
A) 02 The GUI has been updated to handle the DIRECT ANALYSIS parameter
REDUCEDEI.
A) 03 The display of the progression of an analysis has been improved so that
the time steps reported can be viewed clearly.
A) 04 The output report for IS456 column designs have been improved so that the
design axial force for large forces is displayed better.
A) 05 The routine for extracting data from the French tube database sections for
design has been improved.
A) 06 The output report for combined stresses of unsymmetrical sections has been
improved. The stresses are now based on the calculations using the modulus in
each direction rather than a single most onerous modulus in each axis.
A) 07 The Canadian concrete design module CSA A23.3-94 has been updated to
report the correct spacing of bars in the output.
A) 08 The Australian AS4100 steel design module has been updated to make a small
improvement in the calculation of the ALM parameter using clause 5.6.1.1-(III)
A) 09 The analysis engine has been updated to process smaller loads than
previously handled. In order to prevent unit conversions introducing small
unwanted effects very small loads are not processed. This level has been lowered
to 0.0000001 kips/inch (approximately 0.0175127 N/m)
A) 10 The DIN 1880 steel design module has been updated to ensure that the
torsional shear stress of angles is correctly calculated as (Mx/It)*t.
A) 11 While performing a small delta type analysis (in both PDELTA and DIRECT
ANALYSIS), the section moment due to tension and the section displacements due
to shear/bending are added to the moment diagram, if small delta is selected.
There is no iteration performed for this step
A) 12 The PDELTA analysis routines have been improved to better handle the
P-small delta effects that occur in tensile members which also include releases.
A) 13 The PDELTA analysis has been updated to ensure that if during an iteration
a member is found to have buckled, then output diagram in the Post Processing
will display the members original moment diagram rather than that including the
P-Small Delta effects which diverge towards infinity.
A) 14 The output report from a DIRECT ANALYSIS has been enhanced to add
additional information such as the critical location in the analysis in order to
assist the user to further investigate.
A) 15 The analysis engine has been updated to better handle the Eurocode 8:2004
Response Spectrum. Whilst the base shears were calculated correctly, the forces
were not being distributed to the floors thus resulting in no displacements.
A) 16 The AISC 360-05 steel design module has been updated to improve the
circular hollow pipe member design. The forces/moments in each of the members
local axes are resolved into an equivalent forces/moment and the member designed
for those which may result in more efficient designs.
A) 17 The Australian AS4100 steel design module has been updated to ensure that
if the BEAM 1 parameter is specified (i.e. at the ends only), and Alpha M is to
be calculated automatically (i.e. not specified with the ALM parameter), this is
calculated correctly with the intermediate moments along the beam length.
A) 18 The Canadian steel design CSA S16-01 has been improved to ensure that MRZ
and the compressive strengths are reported in the output file.
A) 19 The Australian steel design module AS4100 has been updated to correctly
display the values of Ncz, Ncy, Nciz and Nciy
A) 20 The Australian steel design module AS4100 has been updated to improve the
calculation of Alpha M
A) 21 The Australian steel design module AS4100 routines have been updated to
ensure that un-initialised variables are accounted for.
A) 22 The Australian steel design module AS4100 has included a check to ensure
that a user entered value of Alpha M is not greater than the code limit of 2.5
A) 23 The Eurocode 3 steel design EN1993-1-1 has been updated such that for
members subject to an axial load and bending moment, the program used to skip
the axial load/ axial capacity check. If the axial load is compressive, this
will be fine since the combined condition will be critical. However if the axial
load is tensile, we now to do the axial load/axial capacity check as well,
before we do the combined axial + bending check
A) 24 The Eurocode 3 steel design EN1993-1-1 module has been update when
checking members with biaxial bending moments. Previously it only performed the
interaction check as per equation 6.41. Now the member is also checked for the
bending capacities separately as well as the combined check.
A) 25 The output of members designed to the Indian steel design code IS800:2007
has been updated for members who cannot be designed as they are classified as
slender and outside the scope of the current module. Previously additional
checks may have been performed which may have classed the section as other than
slender and thus led to confusion.
A) 26 The GENERATE FLOOR SPECTRA command has been updated to handle situations
where nodes are defined in multiple groups. This is incorrect and reported with
a warning in the output file.
A) 27 The Eurocode 3 steel design EN1993-1-1 has improved the calculations for
the design of slender tee sections.
A) 28 The German steel design module DIN 18800 has been updated to ensure that
if a parameter block contains a PY parameter assigned to some members, other
members which have not had PY assigned are allocated their steel strength from
the SGR parameter.
A) 29 The AIJ steel design module output has been updated to ensure that the
axial force direction is correctly reported in a TRACK 3 output.
A) 30 The BS 5950 steel design module was modified in the last release to ensure
that when calculating the interaction ratio for clause 4.8.3.3, when the axial
load was extremely small the ratio was occasionally over estimated by using a
larger axial load than was required.
A) 31 The Eurocode 3 steel design EN1993-1-1 has been enhanced with 2 new
additional parameters ALPHA and BETA in assisting to specify the requirements in
equation 6.41. See the International Design Codes Manual for full details.
A) 32 The Australian steel design module AS4100 has been improved to address an
issue which occurred if a member that was being designed was assigned BEAM 0
(i.e. design only for the end moments) and ALM 0.0 (i.e. automatically calculate
AlphaM based on the moment profile). This would cause the calculation of the
AlphaM value to fail. In this situation, AlphaM will not be calculated based on
the moment profile, but will be assigned the value 1.0. If an automatic
calculation of AlphaM is required, then BEAM 1.0 must also be specified.
A) 33 The standard analysis engine has been updated to better handle load cases
which included both notional loads and a bandwidth reduction during the
analysis. This issue was not present in models when a bandwidth reduction was
not required or when using the Advanced Analysis engine.
A) 34 In order to prevent getting huge displacements in a beam member minor axis
due to small delta effects in a P-Delta or Direct analysis when there are no out
of plane shears or moments (generally caused when axial compression in the
member exceeds Pcr), a limit for the section displacements has been added as a
new command SET DEFLECTION CUTTOFF f1 (where f1 is a limit in the current length
units) which turns small delta calculations off for members for which the
specified section displacement is smaller than the value defined for the
parameter. This command should be added in the STAAD file after the first UNIT
command, but before the start of the JOINT COORDINATES. If the absolute value of
the maximum section displacement is less than f1 after 2 iterations; then it is
converged. The assumption is that out of control, diverging, minor axis
displacement will not occur until after 2 iterations.
A) 35 The FLOOR LOAD routines have been improved to better handle situations
where the members included can define closed loops with concave edges which are
excluded from the FLOOR LOAD command and thus should not be loaded.
A) 36 The design routines in STAAD.Pro have been enhanced to allow sections
defined in the Russian STO ASChM to be chosen by a design using the SELECT
MEMBER command.
A) 37 The analysis engine has been updated so that if a SELF WEIGHT command is
assigned to a finite element then this is maintained even if the specification
IGNORE (INPLANE) STIFFNESS has also been assigned to that element. Previously,
the IGNORE (INPLANE) STIFFNESS command would mark these elements as having no
mass/weight.
A) 38 The reduced moment capacity for steel designs performed to the Eurocode 3
EN1993-1-1 has been updated to correctly calculate the reduction factor for the
yield stregth as per clause 6.2.8
A) 39 The BS 5950 steel design module has been updated for designing wide flange
sections with cover plates with a revised method for calculating the torsion
constant.
A) 40 The AISC 360-05 steel design module has been updated to correct the
calculation for the span/deflection value (dff) for a member that is code
checked after its property has been changed with a MEMBER SELECTION command.
A) 41 The Eurocode 3 steel design EN1993-1-1 has been updated in calculating
NcrTF which uses the formula in NCCI SN 001a to ensure that the sign of the
result is correctly assigned.
A) 42 The Eurocode 3 steel design module has been updated to allow correct
design of double channel sections.
A) 43 The Eurocode 3 design of RHS and SHS class 3 sections has been imporved in
the calculation of the effective section properties used in the design.
A) 44 The AISC 360-05 design has been improved for designs on built up wide
flange sections (indicated with the STP 2.0 parameter) in that in now calcuates
using the values as per clause G2.1(b). Previously it has been using the values
from clause G2.1(a)
A) 45 The AS4100 steel design module has been improved in that any values of KY
and KZ if not defined as integers were being truncated to integer values.
A) 46 The ACI 318 concrete batch design routine has been updated with 2 changes
to the implmentation of clause 11-18 in section 11.6.3. 1) In the right hand
side of that equation, instead of calculating Vc/(bw*d), STAAD was doing Vc/bw*d
(without the parentheses) which is equal to (Vc*d)/bw. 2) In calculating
effective depth, x1, y1, etc., the program was not subtracting the stirrup
diameter from the total depth.
A) 47 The Eurocode 3 EN1993-1-1 design code has been updated to correctly
calcuate the reduced moment capcity of sections under high shear where it is
considered in an applied moment/reduced moment capacity context.
A) 48 The Eurocode 3 EN 1993-1-1 design has been updated to ensure that the
parameter ZG is correctly initiated, if not specifically defined, when needed
for calculating Mcr.
A) 49 The Eurocode 3 EN1993-1-1 design has been updated to allow designs of
large models which would have perviously casued the application to crash.
A) 50 The steel design code EN 1993-1-1 has been updated with a new design
parameter (ELB) that can be used to include the combined axial + bending checks
as per equation 6.2. ELB parameter will accept either a value of 0 or 1. By
default ELB will be set to 0. ELB = 0 : Combined axial load + bending check as
per Cl 6.2.9 (default) ELB = 1 : Check as per eqn 6.2. Note that even if ELB is
set to 1, we will still work out the reduced moment capacity of the section due
to the axial load and report it, but will check for interaction using equation
6.2 rather than equations in Cl 6.2.9.
A) 51 The AISC 10-97 design code module for transmission towers has been
enhanced to support the design of HSS tubular sections. Note this update was
implemented in 20.07.05.
A) 52 The DIN 18800 steel design module has been updated such that previously
the compressive capacity of a cross section was being worked out using a
non-dimensional slenderness based on 93.9 x epsilon. The term 93.9 x epsilon is
based on an E value of 210000 N/mm2 (as stated in the code). The procedure has
been updated so that the non-dimensional slenderness will be calculated using
the following equation that allows for the elastic modulus as well as the yield
strength of steel used:- lambda_1 = PI*SQRT(E/fy)
A) 53 The Eurocode 3 EN1993 steel design module has been updated to ensure that
the correct curve is selected if a built up flange has a flange thickness of
exactly 40mm.
A) 54 The calculated reduced moment capacity equations for CHS sections as per
eqn 5.34 of DD ENV EN 1993 has been updated to use the material safety factor
correctly.
(B) Issues addressed in the Pre-Processing Mode (16)
B) 01 The GUI has been updated to better display the 3D representation of
General profile sections in the 'Section Outline' or 'Full Section' options of
the Structure>Diagrams dialog. These were previously not always being located at
the profile centroid.
B) 02 The export of finite element models using the 2D DXF routine has been
improved to support both triangular and quadrilateral plate elements.
B) 03 The GUI has been updated to improve the ability to apply trapezoidal and
hydrostatic loads on plates. Previously where the force W1 is 0 or negative and
W2 is non zero, then only one row of plates was being loaded.
B) 04 The CIS/2 export has been updated to report the 'NAME' field from the
section database rather than the 'STAADNAME' field which is intended as the name
used for the section in a STAAD file only.
B) 05 The GUI has been updated to ensure that the data displayed in the
Materials table does not appear to be deleted. Note that this did not affect the
data in the file.
B) 06 The US Joist Section database has been updated so that it displays
correctly in the GUI dialog box.
B) 07 The GUI has been updated such that if a response spectrum loading
definition is assigned to a load case which uses the ASCE method as the
combination method and if both FF1 and FF2 values are also defined, then
re-displaying the data in the dialog will populate the dialog with the correct
value of FF2.
B) 08 The GUI has been updated to ensure that the item ULZ in the Indian IS456
concrete design parameter dialog box is added correctly and does not add the
parameter ULY instead.
B) 09 The GUI has been updated to handle incorrectly defined SPRING COMPRESSION
commands which previously caused the application to crash when opening the data
file.
B) 10 The CIS/2 Export routine has been enhanced to support exporting standard
sections from multiple databases.
B) 11 The Auto Load Combination tool in the Loading dialog has an added option
if creating new primary load cases using the REPEAT command (rather than
combination load cases which will be summations of the results), to add
additional notional horizontal loads from the categories specified in the menu
option Commands>Loading>Edit Auto Loading Rules
B) 12 The Loading dialog in the GUI has been updated to better reflect the
assignment of a wind load definition.
B) 13 The GUI has been updated to allow the command ELEMENT RIGID INPLANE
ROTATION to be assigned graphically. For more details on the command refer to
the Technical Reference manual section 5.24
B) 14 The GUI has been updated to ensure that any orthotropic 2D materials that
have been created in the GUI are written into the data file correctly with the
name as defined and not as an isotropic material with the name. Material1.
B) 15 The British Steel database has been updated with all the angle sections
defined in the current SCI publication known as the Blue Book. Note also the
sequence of the angle sections has been revised so that all the equal sections
are listed followed by the unequal sections.
B) 16 The European steel database has been updated to include both seperated
tables for rectangular hollow sections (RHS) and square hollow sections (SHS) as
well as including the sections in the older combined TUBE table with modified
values of plastic modulus to be consistent with EN10210-2. Note that for
completness, there is also an additional circular hollow table (CHS) as well as
the older PIPE table. All the sections in the RHS, SHS and CHS sections are as
defined in EN10210-2.
(C) Issued Addressed in the Post-Processing Mode (7)
C) 01 The GUI post processing and contouring of finite element results using the
non-linear analysis has been improved so that the element centre stresses are
reported as well as the corner stresses.
C) 02 The design information displayed in the Member Query dialog box for
members designed to AISC 360-05 has been updated to ensure that the correct load
case is reported.
C) 03 The intermediate moments reported on members analysed using the PDELTA
analysis routine have been improved so that if the peak forces are generated at
the ends of the members these are reported.
C) 04 The critical forces in cold formed members designed to BS 5950-5 displayed
in the member query dialog have been updated to account for the unit system
C) 05 The post processing routine to create AVI movies of mode shapes has been
updated to ensure that the facility is available for mode shapes generated from
response spectra analysis.
C) 06 The Member Query dialog GUI has been updated to correctly report the
critical condition of members designed using the Indian IS800:2007 code. Note
that the information was correctly reported in the output file.
C) 07 The British Steel database has been updated with all the angle sections
defined in the current SCI publication known as the Blue Book. Note also the
sequence of the angle sections has been revised so that all the equal sections
are listed followed by the unequal sections.
(D) Issues Addressed in the Steel Design Mode (2)
D) 01 The BS5950 module in Steel Designer has been updated to corrected so that
the correct axial load + bending interaction ratio shown is the maximum of the
following clauses: Cl. 4822, Cl 4823, Cl. 483, Cl. 4832, Cl 4832.
D) 02 The output from steel designs performed with the Steel Designer module
have been improved in that the values of Az displayed will be in mm3 (rather
than m3) as previously these were so small that they did not register when shown
to 2 decimal places.
(E) Issues Addressed Concrete Design Mode (7)
E) 01 The Eurocode 2 design in the RC Designer module has been improved so that
when bars at the ends of beams are needed to be extended this no longer causes
the design to fail.
E) 02 The RC Designer code DIN 1045 has been updated to support the output of
design details.
E) 03 The design of slabs in the RC Designer module has been improved to address
problems which occurred on extracting the moments and forces on triangular
finite elements.
E) 04 The RC Designer module for the ACI 318-99 degign brief has been updated to
ensure that a suitable concrete strength can be assigned.
E) 05 The DIN 1045 beam and column design in the RC Designer module have been
updated to ensure that it is possible to produce a detailed report which
previously caused the application to crash.
E) 06 The method to establish the moments for design in slabs in RC Designer has
been updated to be similar (although not the same) as the method used in the
Post Processing module fo display the contour maps.
E) 07 The RC Design module has been updated to assist in the formation of design
slabs such that where the local out of plane axes (local Z) is not consistent,
these are reported as invalid and suggests the model nbe revised so that if
required as a single slab, the local axes be suitably aligned.
(F) Issues Addressed in the RAM Connection Mode (4)
F) 01 The RAM Connection Mode has been updated to ensure that the chosen design
code method is retained each time the Settings dialog box is opened.
F) 02 The RAM Connection Mode has been updated to ensure that Gusset Plate
Column-Beam Brace (CBB) can be defined and designed.
F) 03 The RAM Connection Mode has been updated to support double angle bracing
members defined in the structural model.
F) 04 The RAM Connection mode has been updated to allow theF) 04 The RAM
Connection mode has been updated to allow the specification of the beam/girder
to be specified on a beam/girder connection.
(G) Issues Addressed in the Advanced Slab Design Mode (0)
(None)
(H) Issues Addressed in the Piping Mode (0)
(None)
(I) Issues Addressed in the Editor, Viewer and other modules (14)
I) 01 The STAAD Editor has been updated to allow the font size to be resized
from the Menu option View>Customise on has been updated to support display of
Greek characters that are have been added to the output of steel sections
designed to the Australian AS4100 code.
I) 03 The Section Wizard application has been updated to prevent the occasional
display of 'Icon PRB...' message boxes.
I) 04 The Section Wizard export to a STAAD.Pro User Table has been updated to
ensure that the elastic properties Sz and Sy values are not transposed in
General section.
I) 05 The Freesketch module has been updated to allow export of sections into a
STAAD User Table.
I) 06 The Editor has been updated to support the display of international
characters in the STAAD data file.
I) 07 The report document produced from Section Wizard files now uses the
standard Arial font in order to ensure it can be displayed on systems which used
extended international fonts.
I) 08 The Editor has been updated to ensure that if the data file is printed
from within the Editor and the margins adjusted prior to the printout, all the
data is reformated correctly and included in the printed document.
I) 09 The STAAD user table (UPT) export routine of the Section Builder module of
Section Wizard has been updated to correctly assign the properties of the major
and minor axes with the local Y and Z axes in the UPT file.
I) 10 The GUI has been updated to ensure that if a Bridge Loading module license
is available, then the mode is shown available when a file is loaded.
Previously, this was only set after the file was closed and re-opened.
I) 11 The AASHTO LRFD code in the Bridge Deck mode has been enhanced such that
it is now possible to provide the Impact Factor for load generation for HS Truck
and Tandem vehicles.
I) 12 The AASHTO LRFD module in the Bridge Mode has been updated include
consideration of multiple presence and include the factor from section 3.6.1.2
(table 3.6.1.1.2-1)
I) 13 The AASHTO LRFD module in the Bridge Mode has been updated to improve the
ability to set the curb distance.
I) 14 The Section Wizard export to a STAAD.Pro User Table has been updated to
ensure that the plastic properties Pz and Py values are not transposed in
General section.
(J) Issues Addressed in OpenSTAAD (1)
J) 01 The OpenSTAAD Application object data handeling routines have been
enhanced so that macros and applications using this API can access data from
very large models which would have previously caused the API to crash.
(K) Issues Addressed with Printing (12)
K) 01 The online help documentation has been updated to link to the updated
technical support website.
K) 02 The N6960-1984 design has been checked against the amendments defined in
Supplement 2. It has been noted that this supplement does not affect the designs
performed by STAAD.Pro, that the International Design Codes Manual section 17.1
has been updated to reflect that this supplement has also been considered in the
designs.
K) 03 The AIJ concrete parameter list has been updated in the International
Design Codes manual.
K) 04 The online manual has been updated to state that the minimum resolution
that is required to use STAAD.Pro effectively is 1280x1024.
K) 05 The International Design Codes Manual for the American Petroleum Institute
(API) has been updated to correctly report that designs are performed to the
21st Edition as indicated on the output files.
K) 06 The technical reference manual section 5.31.3 has been updated to
correctly report where the heights specified in the wind load definitions relate
to the model.
K) 07 The online help section of the International Design Code for Japanese
Steel AIJ has been updated to reflect both the 2002 and 2005 versions of the
code that are supported.
K) 08 The GUI has been updated to ensure that the parameters for DIRECT
ANALYSIS, TAUTOL and DISPTOL are created correctly in the STAAD data file.
K) 09 The Applications Examples manual has been updated to address a few
incorrect entries, specifically in Example No. 24 and Verification No. 5.
Additionally In the International Design Codes manual section 10.B Japanese
Steel Design, the actual bending capacities equation have been updated to
reflect the actual equations used.
K) 10 The French Steel section of the International Design Codes Manual, section
6B has been slightly modified to correct the list of design parameters supported
by the code.
K) 11 The BS 5950 section of the International Codes manual section 2B.8 has
been updated to confirm that to reflect GENERAL and ISECTION shapes being
assumed as I shapes for BS5950 design. PRISMATIC shapes cannot be designed.
K) 12 The International Codes manual section 5B.6 has been updated to show the
correct value of steel grade for SGR 2.0 as S355
(L) Issues Addressed with licensing / security / installation (3)
L) 01 The STAAD SELECT XM License Configuration has been updated to display the
currently supported licenses.
L) 02 The installation has included RoboEx32.dll which is needed by the
FreeSketch online help. ketch online help.
L) 03 STAAD.Pro has been updated to better handle files that have been located
in folders or marked as 'Read only' which would have caused the application to
crash after displaying a warning that the file is not accessable by the user.
The warning is still displayed.
4. What's New in STAAD.Pro V8i, Build 20.07.06 QA&R ( 18 March 2010)
(A) Issues addressed in the Analysis/Design engine (13) )
(C) Issued Addressed in the Post-Processing Mode (9)
(D) Issues Addressed in the Steel Design Mode (0)
(E) Issues Addressed Concrete Design Mode (1)
(F) Issues Addressed in the RAM Connection Mode (4)
(G) Issues Addressed in the Advanced Slab Design Mode (0)
(H) Issues Addressed in the Piping Mode (0)
(I) Issues Addressed in the Editor, Viewer and other modules (0)
(J) Issues Addressed in OpenSTAAD (0)
(K) Issues Addressed with Printing (1)
(L) Issues Addressed with licensing / security / installation (1)
(A) Issues addressed in the Analysis/Design engine (13)
A)01 The IS800:2007 code check has been updated such that the bending with
tension check, clause 9.3.2.1 for bending about the minor Y axis, has been
corrected to ensure that the minor axis capacity is used (not the major axis as
previously).
A)02 The self weight calculation routine has been updated for wide flange
sections defined as composite so that the weight of the concrete is also
accounted for.
A)03 The ASD method in the AISC 360-05 design has been updated to remove the 1.6
factor the applied notional loads.
A)04 The analysis engine has been updated such that if a second order analysis
has been performed, the intermediate forces reported in the tables will now
include the full seconds order effect. Also the bending member query dialog has
been updated to indicate that displaying intermediate results can be
supplemented with approximate second order effects. Therefore, if accurate
results are required at specific locations, then a node should be inserted into
the beam at that location.
A)05 The AISC ASD design has been updated where the torsion parameter is set to
1. Details of the torsional stress design would only be created for members
where the critical condition does NOT involve torsion, but torsion is involved
in the design of other, non critical load cases. Now the torsional stress design
is reported for all members.
A)06 The PDELTA nn ANALYSIS SMALLDELTA in the STAAD analysis engine has been
updated to ensure that it is possible to use models defined which include MEMBER
TENSION commands.
A)07 The ACI 318 batch design has been updated to correct use of the RHOMN
parameter when applied to plate elements.
A)08 The PDELTA SMALL DELTA analysis has been updated to ensure that small
residual moments are not generated at the ends of members with releases defined.
A)09 The introduction of the FLOOR LOAD with a ONE WAY setting addresses a
number of major limitations in the AREA command and is recommended to be used
instead. If the AREA LOAD command is used, the analysis engine now reports a
warning and the recommendation that the FLOOR LOAD command be used.
A)10 The IS800:2007 steel design code check has been updated such that the
interaction checks, clause 9.3.2.2.2 are performed with the effective lateral
torsional buckling length taken as LX multiplied by the effective length factor
KX.
A)11 The ACI 318 concrete beam design has been updated to ensure that when the
maximum spacing determines the reinforcement requirements, those are correctly
included.
A)12 The analysis engine has been updated to allow the use of non standard
sections in a User Provided Table (UPT) with spaces in the name, by enclosing
the name in speech marks thus "UPT name".
A)13 The IS:13920 concrete column design routines have been improved to ensure
that shear force calculations and the output messages are correct.
(B) Issues addressed in the Pre-Processing Mode (17)
B)01 The GUI has been updated to ensure that when the menu item
"Commands->Analysis->Non-Linear Analysis" is selected, the parameters are
written to the data file in the correct format as per AD.2007-05.1.1 Nonlinear
Analysis
B)02 The GUI has been updated to allow hydrostatic loading on plates to be
assigned when the W2 value is defined as 0.0.
B)03 The GUI has been updated to handle element partial pressure loads so that
all 4 of corner pressures are processed correctly.
B)04 The GUI has been updated to allow the Member Release Edit cursor to
redefine the releases at the end of a member.
B)05 The GUI has been updated to ensure that defined trapezoidal loading is
maintained when members are manipulated using the copy and paste commands.
B)06 The GUI has been updated to ensure that a PLATE MAT command that has been
used in conjunction with multi-linear springs is saved in the data file
correctly.
B)07 The GUI has been updated to ensure that it processes a member design
command GROUP SZ without closing the application.
B)08 The Surface object query dialog box has been updated to ensure that it
displays the correct sequence of node numbers.
B)09 The GUI has been updated to ensure that when using the menu item
"Commands-->Analysis-->Non-Linear Analysis..." the data is written correctly
into the data file.
B)10 The GUI has been updated to ensure that any comments in the Wind Type
Definition dialog is saved into the STTAAD data file.
B)11 The GUI has been updated to ensure that sections defined as Japanese T
sections are not saved back by the GUI as H sections.
B)12 The Member Query Dialog display of the deflection diagram has been updated
to trap possible singularities in very rare situations where the values
processed are exactly symmetrical.
B)13 The GUI has been updated to maintain the current pan and zoom setting on
the main structure window when changing to a different page.
B)14 The file processing routine has been updated so that when reading a STAAD
file from a URL which contains dots, if there are errors, the error file is
correctly named, and may be saved.
B)15 The GUI has been updated to handle situations where the user’s system
configuration for toolbar settings has become corrupted and allows a safe exit
from the program.
B)16 The GUI has been enhanced to add more undo operations such as deleting load
cases from the Loading Dialog.
B)17 The GUI has been updated to ensure that the assignment of temperature
loading on 3D brick or solid objects gets saved into the data file.
(C) Issued Addressed in the Post-Processing Mode (9)
C)01 The intermediate member results of models analysed with a Direct Analysis
method and reported in the Post Processing Mode has been improved.
C)02 The functions used for calculating the forces at specific locations on
finite elements as used by the cut line routine have been updated to correctly
account for any defined material shear modulus.
C)03 The data displayed in the Member Query dialog for a design to the Eurocode
EC3 has been updated so that it correctly shows the design data and results.
C)04 The Post Processing Mode has been updated to provide a warning with regard
to the intermediate results along the length of a member when analysed using the
DIRECT ANALYSIS method as it is only the ends of the members that report the
full second order effects. The intermediate results use the simplified first
order theory and thus where a more accurate result is required at an
intermediate location, a node should be introduced.
C)05 The post processing mode has been updated to ensure that it is able to
display all mode shapes calculated by the analysis engine and reported in the
output file.
C)06 The GUI display of reactions has been updated to ensure that if the units
are changed from the "View>Options>Force Units", if the reactions are currently
displayed, they are updated immediately.
C)07 The GUI has been updated such that the units of member forces are saved
along with the user profile information so that when a file is opened, it uses
that information rather than the Force Unit defined in the model.
C)08 The post processing routine that allows the structure to be coloured based
on its design status has been updated to ensure that the colour setting of a
'Not Designed' member is retained.
C)09 The post processing graph of a steady state analysis has been updated to
ensure that if the option to export the data to a text file is selected, all the
data after the maxima is exported correctly.
(D) Issues Addressed in the Steel Design Mode (0)
(None)
(E) Issues Addressed Concrete Design Mode (1)
E)01 The RC Designer module has been updated to better handle the addition of
members to a design group.
(F) Issues Addressed in the RAM Connection Mode (4)
F)01 The RAM Connection mode has been redesigned which has addressed issues
which previously prevented a number of beam girder connections or smart bracing
connections from being designed.
F)02 The new RAM Connection interface has ensured that Beam-Girder connections
can now be created.
F)03 The RAM Connection Mode has been updated to better handle beam splice
connections for both basic and smart connections.
F)04 The RAM Connection design mode has been enhanced such that if a connection
is modified in the RAM Connection dialog, those changes are retained allowing
the connection to be closed and re-opened and re-edited with the original
modifications still available.
(G) Issues Addressed in the Advanced Slab Design Mode (0)
(None)
(H) Issues Addressed in the Piping Mode (0)
(None)
(I) Issues Addressed in the Editor, Viewer and other modules (0)
(None)
(J) Issues Addressed in OpenSTAAD (0)
(None)
(K) Issues Addressed with Printing (1)
K)01 The user report output of the plate centre stress table when set to
"Grouping for Load Tables" by load case and "Grouping for Results Table" by load
case has been realigned so that the data aligns correctly with the column
headers.
(L) Issues Addressed with licensing / security / installation (1)
L)01 The installation has been updated to ensure that the L)01 The installation
has been updated to ensure that the default location is the main Windows drive
rather than the folder with the maximum usable space.
5. What's New in STAAD.Pro V8i, Build 20.07.06 ( 23 December 2009)
(A) Issues addressed in the Analysis/Design engine (87)
(B) Issues addressed in the Pre-Processing Mode (28)
(C) Issued Addressed in the Post-Processing Mode (4)
(D) Issues Addressed in the Steel Design Mode (0)
(E) Issues Addressed Concrete Design Mode (9)
(F) Issues Addressed in the RAM Connection Mode (0)
(G) Issues Addressed in the Advanced Slab Design Mode (1)
(H) Issues Addressed in the Piping Mode (1)
(I) Issues Addressed in the Editor, Viewer and other modules (1)
(J) Issues Addressed in OpenSTAAD (4)
(K) Issues Addressed with Printing (2)
(L) Issues Addressed with licensing / security / installation (2)
-----------------------------------------------------------------
(A) Issues addressed in the Analysis/Design engine (87)
A)01 The analysis engine has been updated to correct the stresses reported on
solid elements in models with spectrum load cases defined.
A)02 The analysis engine has been updated to calculate the section properties of
tapered I sections with the web defined with zero thickness.
A)03 The analysis engine has been updated to ensure that wind load generation on
leeward faces of buildings using the ASCE 7 code are now calculated using an
interpolated Cp value.
A)04 The analysis engine has been updated to ensure that moment loads applied to
tapered members in metric units are correctly accounted for.
A)05 The analysis engine has been updated to handle data files where notional
load data is separated over multiple lines using the hyphen as the line
continuation character.
A)06 The analysis of load cases defined with REPEAT LOADS including Notional
Loads has been updated to ensure that all the notional loads components are
included.
A)07 The analysis engine has been updated to ensure that the correct units are
used when a wind load case is defined before a response spectrum load case.
A)08 The analysis engine has been updated to support the definition of profile
points and stress locations in external UPT General Section profiles.
A)09 The engine has added a guidance note to suggest using PDELTA KG for mildly
non-linear situations, but PDELTA 30 or NONLINEAR analysis if the model is
strongly non-linear. Additionally for models defined by a single member, a
PDELTA KG analysis, if defined, will be changed to the more appropriate PDELTA
30 SMALLDELTA solution.
A)10 The analysis engine has been updated to support the reporting of 2D
orthotropic materials defined in a STAAD model.
A)11 The Canadian steel design module S16-01 has been revised to improve the
method for calcuating the major axis moment MRZ. Note this modification was
introduced in STAAD.Pro V8i Build 05 20.07.05, but was not documented.
A)12 An additional SET command has been added to turn off the tau-b details in
the output file when running a Direct Analysis.
A)13 The PDELTA, Direct Analysis and Buckling analysis engines have been updated
to include both member strain and temperature effects in the Kg matrix.
A)14 The PDELTA analysis has been modified to ensure that the final member loads
include the PDELTA forces.
A)15 The basic solver has been updated to improve the calculation of notional
loads.
A)16 The message reported by the analysis engine for incorrectly defined GROUP
definitions has been revised.
A)17 The floor load generation routine in the analysis engine has been updated
to ensure that members that are defined as inactive or have US joist properties
are not included in the list of members to form the boundaries of a floor.
A)18 The analysis engine has been modified to improve the member sectional
displacement results reported by very small displacements (<0.001mm).
A)19 The analysis engine has been updated to correctly calculate floor loading
when considering INACTIVE or JOIST members. A)20 The analysis engine has been
updated to remove an erroneous warning message generated when using the PERFORM
DIRECT ANALYSIS with a SELECT command.
A)21 The analysis engine has been updated to ensure that if a structure is
defined with members marked as INACTIVE/TENSION ONLY/COMPRESSION ONLY and there
are multiple load cases specified with a DIRECT ANALYSIS, then the members will
now maintain it’s active or inactive state for all load cases, not just the
first load case.
A)22 The analysis engine has been updated to ensure that multiple SNiP II 7 81
spectrum definitions are accounted for correctly in a model.
A)23 The analysis engine has been updated to address problems associated with a
second order analyses that incorporate the stress stiffening Kg matrix. When the
diagonals of the K+Kg matrix are negative which would result in non-sensible
results, now the element Kg matrix is modified to ensure that the diagonals of
the K+Kg remain positive.
A)24 Modal weight, modal mass x g, added to the output of a modal analysis.
A)25 The Direct Analysis solution has been updated so that it the default will
be that it will attempt to run 20 iterations rather 7 that was the earlier
default.
A)26 The Direct Analysis routines have been improved to ensure that all the
results are shown based on the reduced value of EI.
A)27 The Direct Analysis routines have been improved to report a more accurate
support reaction.
A)28 The Pushover analysis has been enhanced to ensure that if the input
includes a LDSTEP of less than 4 a warning is reported in the output and
additionally the incremental push load calculation has been enhanced.
A)29 The production of the *.TIM file by the analysis engine has been updated to
ensure that the values written to the file after the peak value are correct.
A)30 The AISC LRFD code was updated in build 20.07.05 to correct the calculation
of Cb, but not documented in the release report.
A)31 The AISC steel design code has been updated to ensure that models defined
in metric units, the deflection check uses the results in the correct units.
A)32 The AISC 360-05 has been updated to handle models defined with the SET Z UP
option.
A)33 The AISC 360:05 steel design module has been updated to correctly support
the GROUP command and ensure the deflection checks match those from the AISC 9th
Edition.
A)34 The AISC 360:05 design module has been updated to ensure that channel
sections with non-compact flanges are not checked to clauses F6-3 and F6-4.
A)35 The AISC 360-05 design code for HSS sections has been updated to correctly
classify sections as per table B4.1.
A)36 The AISC 360-05 design has been updated for HSS sections bending about
their minor axis and reverse the width and height dimensions according to the
direction of bending.
A)37 The AISC 360-05 steel design has been updated to improve the calculation of
Mn in clause F4.8 for non compact sections.
A)38 The AISC 360-05 design module has been updated to correctly display the
code checks performed for members in axial tension that have failed in
slenderness.
A)39 The AISC 360-05 design module has been enhanced so that it can design user
defined I sections.
A)40 The AISC ASD design module has been updated to correctly account for
closely spaced holes defined in the web.
A)41 The AISC 360-05 and IS800:2007 design modules have been updated to allow
the automatic member selection command to run.
A)42 The IS800:2007 design code check has been updated to ensure that the worse
slenderness ratio is reported, not just that from the first load case.
A)43 The IS800:2007 steel design module TRACK 2.0 output has been updated such
that the section number now includes the sub section number to signify whether
the condition checked is for combined tension and bending or compression and
bending.
A)44 The IS800:2007 steel design module has been updated such that the
calculations for bending capacity use the absolute value of shear force rather
than a signed value of shear force.
A)45 The IS800:2007 steel design module has been updated such that the design
for laterally unrestrained members will now limit the bending capacity by the
lower of the moment capacity defined in clause 8.2.1 and the lateral torsional
moment in clause 8.2.2. Under high shear, the capacity due to 8.2.1 may govern.
A)46 The IS 800:2007 design module has been enhanced to support the design of
welded plate sections.
A)47 The IS800:2007 steel design code has been updated to now use the section
classification determined by the loading in each load case. As the IS800:2007
specification of r1 and r2 is incomplete, the definition in BS5950-1:2000 is
used instead.
A)48 The IS 800:2007 steel design module has been enhanced with a check for
irreversible deformation under serviceability loading, according to clause
8.2.1.1. The clause provides limits for simply supported beams, cantilevers and
general beams. A member being checked will use the setting of the CAN parameter,
0=general, 1=cantilever, 2=simply supported. Note that the limits published in
the IS code are incorrect and those defined in BS5950-1:2000, clause 4.2.5.1 are
used instead.
A)49 The IS800:2007 design module has been enhanced to ensure that the LX
parameter can be used as well as the KX parameter.
A)50 The IS800:2007 steel design module has been updated to ensure that a
section that is limited by clause 6.3 is reported as such.
A)51 The IS800:2007 steel design module has been updated to ensure that the
correct load case is reported when the load case numbers are not sequential.
A)52 The IS800:2007 steel design module for channel sections has been updated to
ensure that the correct plastic properties of channel sections are reported.
A)53 The IS800:2007 design module has been updated to allow the use of a FYLD
parameter to set the yield strength for the steel.
A)54 The IS800:2007 design code has been updated to support the design of
tapered I sections.
A)55 The IS800:2007 steel design code has been updated to produce a more compact
result in the output file which reduces the amount of printout generated for
larger models.
A)56 The IS801 cold formed steel design module has been updated to improve the
compression checks.
A)57 The IS13920 concrete design module has been updated to correctly account
for a COMBINED command in the input file.
A)58 The IS 1893 response spectrum analysis has been updated to correctly
account for story heights in the story drift calculations.
A)59 The IS456 column design routine has been updated to ensure that if it is in
tension, it does not check the bracing conditions which are not required.
A)60 The BS5950 steel design code check has improved the SELECTION routine for
channel sections such that sections that would pass a code check are also
correctly identified and may be selected by a SELECTION routine.
A)61 The BS 5950:2000 design module has been updated for the design of plated
wide flange shapes. These sections are now considered as wide flange shapes with
flanges of an equivalent shape and section B.2.4 is used to calculate the
equivalent slenderness.
A)62 The Eurocode 3 design module, EN version, has been updated to ensure that
when the routine that performs the check for axial load and bending is correctly
initialised when running a select process.
A)63 The Eurocode 3 design has been updated to ensure that class 4 sections are
correctly initialised.
A)64 The EN version of Eurocode 3 has been updated such that pipe sections are
allocated a LTB capacity based on the full moment capacity of the section for
its section class. This capacity is then used in the combined bending and
compression checks.
A)65 The Eurocode 3 steel design module has been updated such that for CHS
sections with combined axial load and bending now checks that if the axial
load/capacity exceeds unity, the check would result in a divide by zero which is
now trapped.
A)66 The Eurocode 3 steel design has been updated to ensure that there is
consistency in the reported governing criteria if two load cases report the same
utilisation, that from the first load case.
A)67 The Eurocode 3 steel design module has been updated to correctly calculate
the eccentricity of class 4 angle sections.
A)68 The Eurocode 3 design has been updated such that while working out the
interaction factors for the combined bending + axial load case as per Annex B
(Cl 6.3.3), the K factor for lateral torsional buckling( kzy) is being taken as
the minimum of (kzy from table B.2 & kzy from table B.1). Now if the section
under consideration is susceptible to torsional buckling kzy is from table B.2
and not the minimum value.
A)69 The Eurocode 3 design module has been enhanced with a new parameter called
'ZG' which the user can use to specify the relative distance to the shear centre
at which the load is to be applied. By default, ZG = +Depth of section/2 (
except T Sections, where:- ZG= +Flange thickness/2 by default) if the parameter
has not been specified.
A)70 The AS100 steel design module has been updated such that the ALB parameter
which has a default value of 0.0 will now calculate ALPHA_B according to table
6.3.3(1) and 6.3.3(2). Before if not set, the calculations would work with
ALPHA_B = 0.0.
A)71 The AS4100 steel design code has been updated such that the factor Alpha_M
is now automatically calculated to clause 5.6.1.1 unless specifically defined
using the parameter ALM.
A)72 The AS3600 concrete design module has been enhanced such that if the
required Ast> max Ast, a suitable warning message is reported in the output.
A)73 The AIJ concrete design module has been updated to correct the displayed
percentage of steel in beam designs.
A)74 The NPD design module has been updated to ensure that prismatic sections
being checked are correctly aligned and reported as not so.
A)75 The SABS0162 steel design code has been updated to ensure that the shear
capacities are correctly calculated and not shown as zero leading to an overall
utilization of infinity.
A)76 The DIN 18800 steel design module has been updated with a check to flag a
warning if the steel is defined with a strength of less than 10N/mm2 or greater
than 1000N/mm2.
A)77 The S16-01 steel design code has been updated to correct the factored
moment resistance MRZ to include section clause 13.6.
A)78 The N690-1994 code has been updated so that the correct equation number is
included in the code check.
A)79 The ASCE 10-97 transmission tower design code has been updated to correct
the axial load segment of the calculation of equation 3.12.-2
A)80 The ASCE-7-05 wind loading calculations has corrected a factor 0.05 used in
equation 12.8-6, which should be 0.5 and equation 12.8-5 has been updated
according to supplement #2.
A)81 The API code check has been updated to ensure that members identified as
chords with 6 figures are processed correctly.
A)82 The analysis output file has been enhanced when the optional parameters
PRINT STATICS CHECK or PRINT STATICS LOAD have been used with an analysis
command such that now if there is significicant load applied in a global
direction (greater than 1.0e-8 kips) then an equivalent 'centre of force' is
reported for that direction.
A)83 The ASCE 7 wind load engine has been updated such that the earlier lower
limit of 10 lb/ft2 on individual faces has been removed. As a number of wind
loading conditions can be created in the model, it is important that the loading
is checked to ensure that the minimum conditions are met as this cannot be done
automatically by STAAD.Pro. This makes the wind load generator more accurate,
while still allowing to option override the pressures as desired, once they are
generated. For example, it is possible to create to wind cases and interpret the
10 psf minimum to be split 50%/50% between the windward and leeward faces.
A)84 The ASCE 7 wind load module has been updated such that the equation p = qz
G Cp – qh (GCpi) which was implemented as p = qz G Cp + qh (GCpi) so that both
+ve and –ve values of the term GCpi for each face and therefore would be able to
figure out the worst effect on each face. Whereas this is fine for getting the
worst effect on each face individually, when it comes to the structure as a
whole, it leads to very conservative results when the windward and leeward
effects are considered together. The equation is now set to p = qz G Cp – qh
(GCpi) so that when an internal suction pressure on the leeward side can now be
correctly combined with a positive external pressure on the winward side.
A)85 The IS800:2007 steel design module routines have been restructured to
greatly reduce the time taken to perform the designs.
A)86 The Canadian concrete design was enhanced to ensure that when designing
stirrups the spacing does not violate clause 11.2.8.4. This update was
introduced in STAAD.Pro V8i Build 05 but was not documented.
A)87 The analysis engine has been updated to ensure that it correctly handles
Response Spectra defined using the EC8, 1996 specification.
(B) Issues addressed in the Pre-Processing Mode (28)
B)01 The Indian standard sections have been updated to the IS808-1989 code. For
legacy files, this can be switched back to the older sections by selecting the
option in the Configuration dialog box which is accessed on the Start Page.
B)02 The steel section databases have been updated with a new Russian ASChM
database and a cold formed GOST database with pipe sections.
B)03 The GUI has been updated to ensure that if an IS1893 seismic block is
defined and includes depth of foundation below ground, the data is written out
correctly.
B)04 The GUI has been updated to ensure that sections from the Australian Cold
Formed database can be assigned graphically.
B)05 The GUI has been updated to allow South Korean H and I shapes to be
selected in a steel design. Previously defined South Korean sections could only
be checked for code compliance.
B)06 The GUI has updated an issue which prevented various meshing routines
defined in the Parametric Models page from creating finite element meshes.
B)07 The seismic parameter dialog box in the GUI has been updated to allow the
dialog to use alternative text when modified with a suitable language pack.
B)08 The GUI has been updated to allow Reference Load Cases to include FLOOR
LOAD commands.
B)09 The seismic load generation dialog for the NRC 2005 code has been updated
to remove the superfluous Accidental Load option.
B)10 The GUI has been updated to ensure that the Turkish seismic load commands
are added correctly when the seismic weights are defined in a Reference Load
Case rather than primary Load Case.
B)11 The GUI has been updated to ensure that if an IBC 2006 load definition is
created, it can be added to a load case as a valid item.
B)12 The US aluminium database has been updated with 3 new wide flange sections.
B)13 The GUI has been enhanced to ensure that beams that are divided with the
GUI tools apply material property to all new segments.
B)14 The GUI has been enhanced to ensure that when materials are assigned to
members then if the combination of material and property does not current exist,
it is added to the Properties dialog box.
B)15 The GUI has been updated to include the CMY and CMZ design parameters for
the ASCE 10-97 transmission design code.
B)16 The ASCE 10-97 transmission tower design code parameters in the GUI have
been updated and the parameters UNL and UNF which are not used have been
removed.
B)17 The ASCE 10-97 transmission tower design code parameters in the GUI have
been updated and the parameters UNT and UNB defined in the manual have been
added.
B)18 The GUI has been updated to include the AISC 360-05 steel design parameters
BEAM and TRACK 2.0 as per the manual.
B)19 The GUI has been updated to allow the AS 4100 steel design code to assign
values of 0, 1 or 2 to the MAIN parameter for slenderness checks.
B)20 The GUI has been updated to ensure that PRINT commands assigned to named
groups are maintained.
B)21 The GUI has been updated to process a file that has a poorly constructed
ELEMENT RELEASE command spread over a number of lines but does not have the line
continuation character on lines that are to be continued on the following line.
B)22 The GUI has been updated to ensure that when a PERFORM DIRECT ANALYSIS
command is added with a PRINT option, the data is correctly formatted in the
input file.
B)23 The GUI has been updated to ensure that Geometric non linear analysis
commands are correctly saved into the data file without exceeding the line
length limit.
B)24 The GUI has been updated to ensure that releases defined on physical
members are displayed.
B)25 The GUI has been updated to ensure that if primary load cases are added
which a load case number greater than any defined combination numbers, the
primary loads are still written before the load combinations data. (Note this
was fixed in build 20.07.05, but not documented)
B)26 The reading/writing of the P-Delta analysis option by the GUI has been
updated to correctly reflect the command structure and operation of the command
by the analysis engine.
B)27 A set of Russian load combinations have been added for the Automatic Load
Combination generator. B)28 The handleing of BETA angles that have not been
assigned to members has been modified.
(C) Issued Addressed in the Post-Processing Mode (4)
C)01 The Pushover analysis has been updated to ensure that the results of the
loads for a given load step display the appropriate base shear.
C)02 The post processing mode has been updated to ensure that the corner
stresses of sections defined from the aluminium channel table are correctly
displayed.
C)03 When a non linear analysis has been performed, the post-processing Beam
Force Detail table now shows the section forces which include the secondary
force effects. Note that this may not exactly match the results displayed in a
member query dialog, even with the include secondary effect option there as the
member query dialog can only iterate a single time to account for the secondary
effect, where as the table reports the data from the analysis engine which will
have iterated until convergence.
C)04 The GUI has been updated to better display the displacement of members with
offsets.
(D) Issues Addressed in the Steel Design Mode (0)
(none)
(E) Issues Addressed Concrete Design Mode (9)
E)01 The RC design module has been updated to ensure that the legends for slab
designs are consistent with the displayed diagram.
E)02 The RC Designer module has been enhanced to ensure that when returning to
it to check a design that originally had a slab defined checks that the slab
still exists first.
E)03 The RC Designer module has been enhanced such that when a suitable Russian
language pack is applied, the correct Russian characters are displayed.
E)04 The ACI design in the RC Design module has been updated such that the
printout code for the biaxial moments on a column, both the nomenclature for the
capacities and moments, and the printed values were incorrect. However, the
Pass/Fail ratios were correct however. This is now changed to use the correct
terms and to show the capacities and moments in the correct units. The value of
Phi used is also added to the printout.
E)05 The ACI column design in the RC Design module has been updated to account
for when there is axial compression, but no applied moment about either axis.
E)06 The RC Design module for Eurocode 2 has been updated such that the spacing
between main bars was being checked to ensure it was not greater than 150 mm, as
this is largest distance that a longitudinal bar is allowed to be from a
restrained bar. This wrongly assumes that the bar being checked is not itself
restrained. In fact it is perfectly permissible to have bars at greater spacing
as long as they are all restrained by shear links. The program correctly does
this, so the check from both rectangular and circular columns has been removed.
E)07 The RC Designer Module has been updated such that load cases that have been
defined with dynamic loading are identified and columns are designed with the
reported force as an envelope (i.e. both positive and negative)
E)08 The RC Design module has updated the BS8110 Beam Brief dialog to ensure
that when opening an exisiting brief, if the option to use enhanced shear was
set, then that option is maintained.
E)09 The RC Designer module has been updated to allow the reinforcement layout
to be exported to ProConcrete. In the Concrete Member Mode, after completing a
design, select the menu Groups>Export Group for Detailing. The members of the
group can be selected and a file produced which can be read by ProConcrete.
(F) Issues Addressed in the RAM Connection Mode (0)
(none)
(G) Issues Addressed in the Advanced Slab Design Mode (1)
G)01 The Advanced Slab Design mode has been updated to only support an
integrated link to RAM Concept and the previous link to ADAPT has been removed.
(H) Issues Addressed in the Piping Mode (1)
H)01 The piping mode load generator has been enhanced to ensure that if a
connection is made to a support that has no loading, no blank load command is
produced when the STAAD loads are created.
(I) Issues Addressed in the Editor, Viewer and other modules (1)
I)01 The Editor has been updated with additional recognised commands.
(J) Issues Addressed in OpenSTAAD (4)
J)01 The macro 'Export Model to AutoPIPE' which is included in the installation
has been updated to better transfer user defined angle sections, the beam angle
of user defined unequal angles and dimension data for drawing 3D sections in
AutoPIPE.
J)02 The macro 'Export Model to AutoPIPE' which is included in the installation
has been updated with the following 9 changes:-
1) Default Yield Strength and Ultimate Strength changed to zero.(These values
are not used in AutoPIPE.
2) When the material is STEEL, STAINLESSSTEEL, ALUMINUM and CONCRETE, the
material constant is not output. (In AutoPIPE, it doesn't refer from NTL file.
)
3) The Unit conversion of material constant (E, Density) was corrected.
4) Iz and Iy output position was corrected.
5) The Unit conversion of section size and section properties was corrected.
6) Thickness of pipe section of User Define Table is calculated from area.
7) Spring supports have been updated. 8) Support setting was corrected.
(Unnecessary data was deleted.) 9) Beam release setting was corrected. (In
AutoPIPE, only FX, MZ, and MY can be set. )
J)03 The OpenSTAAD Result object AreResultsAvailable has been updated to return
the correct response based on the status of the associated STAAD file.
J)04 The macro 'Export Model to AutoPIPE' which is included in the installation
has been updated to allow beta angles with fractions of a degree to be exported.
(K) Issues Addressed with Printing (2)
K)01 The user report has been updated to display the section properties for
double wide flange sections.
K)02 The user report has been updated to ensure that the definition of the
design property for WT sections is listed as the cut section, not the base
section from which it has been cut.
(L) Issues Addressed with licensing / security / installation (2)
L)01 The previous installation did not include the .NET 3.5 SP1 which meant that
if a workstation did not have this installed, the DXF import routine for the
grid tool would fail to work.
L)02 The limit of model size when working with STAAD.Pro using a trial license
has been removed.
6. What's New in STAAD.Pro V8i, Build 20.07.05 ( 21 May 2009)
A) Issues addressed in the Analysis/Design engine (26)
1) The analysis engine has been updated to ensure that members that have PRINT
commands allocated are handled even if they also have INACTIVE, DELETE or IGNORE
assigned.
2) The analysis engine has been modified to account for files where member
loading definitions have not been completed correctly.
3) The analysis engine has been updated to ensure that the command PRINT LOAD
DATA includes all load data for element joints in the output file.
4) The analysis engine has been modified such that the clean up routines do not
cause an application error with certain files including the MAIN parameter.
5) The routine to check for co-planar status of 4 noded elements has been
improved in the engine to match the method used in the GUI.
6) The IBC 2003 module has been updated to provide a correct value for CT when
not specified, based on the other entered data.
7) The AISC ASD design module has been improved for the design of tubes and HSS
sections in reverse curvature. It has been updated to correct the sign of M1/M2
in equation F3-2
8) The AISC ASD design module for angles has been improved to handle those with
AXIS set to 2.
9) The AISC 360-05 steel design code check for combined torsion+shear+flexture
using the ASD setting has been improved. It has been updated to use Mrz / Mcz +
Mry / Mcy
10) The AISC 360-05 steel design module has been updated to ensure that
deflection checks are performed correctly even if the parameters DJ1, DJ2 and
DFF have not been specifically assigned to the members (i.e. Use the default
values).
11) The AISC 360-05 design module has been improved to better handle members
with a TRACK 2 output option.
12) The EC3 steel design module has corrected the deflection check performed
with a TRACK 4 setting.
13) The EC3 steel design module has corrected checks performed with axial
tension and bending which previously the axial load (compression) check 6.3.1.1
was being done along with axial load + bending checks (6.2.9).
14) The EN version of the EC3 steel design, EC3 BS, has been improved to inform
users that attempt to design prismatic rectangular sections, that this is not a
suitable section profile to be designed with this module.
15) The BS5950 steel design module has been improved for double angle sections.
If MAIN 0 has been specified and lamda_C > 0 then the ratio reported would be
lambda_C/50. However, the Lamda_C limit of 50 is applicable only for double
angles, double channels, double T sections or battened struts. Hence a check has
also been added to check the section type (only double anlges for now, as we do
not design the others). So only double angles would be checked against a Lamda_C
limit of 50.
16) The S16-01 steel design code has been updated to ensure that for laterally
unbraced members, they are additionally checked according to section 13.6.
17) The ASCE 10-97 transmission design module has been updated to ensure that
sections such as HSS profiles, which are not covered by the design code, are not
checked as though they were a section covered by the code.
18) The design of cold formed steel sections to the Indian IS 801 code have
improved the calculations of compression capacity and torsional flexural
buckling stress.
19) The AITC timber design module has been updated to handle sections that have
been assigned the TRUSS parameter.
20) The AITC timber design module has been enhanced to allow member groups to be
designed as in the steel design modules.
21) The ACI concrete design module has been updated to display both CLT and CLB
in the output file.
22) The Indian concrete design module IS 456-2000 has been updated to include a
check on the clear cover such that only sensible values of CLEAR are allowed.
23) The design module for the Canadian concrete code has been updated to ensure
that the spacing of stirrups correctly checks for the requirements of sections
11.2.8.4.
24) The design module for the Canadian steel code has been updated to ensure
that section class is reported when the TRACK 2 output is requested.
25) The direct analysis alogithm has been updated to check for additional
instabilities in the stiffness matrix during the iteration process.
26) The AISC N690-1994 code has been added.
(B) Issues addressed in the Pre-Processing Mode (23)
1) The GUI has been updated to correctly display releases that have been
assigned to physical members.
2) An option has been added to the configure dialog that allows users to turn
off the warning regarding opening files on network drives that can have serious
performance issues as STAAD.Pro is designed to access files during analysis.
3) The rouge menu item 'Run Technip Pipe Rack' has removed from the GUI.
4) Unit displays for alpha, the coefficient of thermal expansion have been
modified to remove the @ symbol.
5) The Pre Processing menu item Commands>Miscellaneous>Check Soft Story has been
updated to include the fact that it is for the IS 1893 code.
6) The AISC steel database has been enhanced with a number of additional wide
flange sections.
7) The AISC tube section database has been updated to remove the duplicated
section TUB90703.
8) The Indian steel database of Tee sections has been updated with new torsion
IX values.
9) The South African steel section database has been updated with revised values
of IY for the PG sections.
10) The timber databases have been updated to ensure that the correct E values
are used by the analysis engine.
11) The GUI has been updated to ensure that if an ASCE 7 wind load is defined,
then any other subsequent wind loads can also be accessed in the GUI.
12) The GUI has been updated to ensure that if a Direct Analysis command is
added, then the command line is continued in the normal fashion if it exceeds
the normal line length.
13) The GUI has updated the seismic parameters order grouping all the IBC codes
for easier reference.
14) The GUI has been updated to change the specification dialog box from
'Cracked Section Property' to a more appropriate description of 'Property
Reduction Factors'
15) The steel design details for BS 5950:2000 in the GUI has been updated to
provide a clearer description of the ESTIFF parameter.
16) The GUI has been updated to correctly generate AIJ concrete commands for the
FYMAIN and FYSEC parameters
17) The GUI has been updated to ensure that when defining a GROUP command,
setting a group criteria such as AX, then this option is correctly assigned to
the command.
18) Entities selected using the geometry selection cursor and then deleted are
now removed from the entity list used in STD command files.
19) The GUI has been enhanced to check the integrity of parametric model data
blocks to ensure that incomplete or damaged blocks can be suitably handeled.
20) The Start Page has been updated to support non ANSI character sets when
translated
21) The GUI has been updated to ensure that when a member is split by
introducing a joint along its length, any member conectrated load defined in a
refernce load case is assigned to the correct distance of a the new member
segement if appropriate.
22) The CIS/2 Import has improved the beta angle and material definition of
members that are imported. 23) The Chinese steel database has been updated to
GB/T 11263-2005.
(C) Issued Addressed in the Post-Processing Mode (2)
1) The Post Processing module has been updated to handle files with both primary
and combination load cases such that if an aditional primary load case is added
then it is not necessary to reload the file after running the analysis.
2) The Post Processing display of steel design results has been updated to
provide a better banding of results.
(D) Issues Addressed in the Steel Design Mode (1)
1) The steel designer mode has been updated to ensure that the program does not
crash when selecting the menu item Member Design>Update Properties.
(E) Issues Addressed Concrete Design Mode (7)
1) The RC Designer module has updated the ACI 318-05 slab design brief to allow
for smaller minimum cover of 0.75 inch and minimum aggregate size of 0.25 inch.
2) The design of a slab in the RC Designer module using the ACI 318-05 code, the
label used for the scale on the contour drawing of Required Steel was shown as
mmฒ/m, while it is actually showing values in inฒ/in. The scale now displays the
correct units.
3) The RC Designer module has been updated to ensure that basic span/depth ratio
limits are recalculated as the selected support types are changed.
4) The RC Desiner module slab designs sections have been updated so that the
first slab result line is un-constrained.
5) The MS Word export function in the RC Designer module has been updated to
ensure that any pictures included in the report are also exported.
6) The ACI 318-05 module in the RC Designer has been improved the calculation of
the basic length-to-thickness ratio of a span based on the support conditions at
the span ends. Previously it only correctly identified the cases of cantilever
and one-end continuous (as defined in Table 9.5(a) of the Standard), it did not
consider a built in span end as continuous if there was not a span adjacent to
it preventing rotation. This is now been changed to consider whatever the
engineer has selected as the support condition in the supports table.
7) The RC Designer has improved the method used to locate language resources.
(F) Issues Addressed in the RAM Connection Mode (1)
1) The RAM Connection module has been updated to improve the ability to create
bracing connections.
(G) Issues Addressed in the Advanced Slab Design Mode (0)
(None)
(H) Issues Addressed in the Piping Mode (0))
(None)/p>
(I) Issues Addressed in the Editor, Viewer and other modules (5)
1) The SectionDBManager application has been updated to remove the UserDefined
Sections database which is currently not supported by STAAD.Pro.
2) DESCON is no longer supported by STAAD.Pro V8i. Note that it is recommended
to use RAM Connection instead.
3) The values of IY and IZ for sections imported from a SectionWizard export
which were reversed have been corrected.
4) The SectionWizard module Equivalent Section has been updated to ensure that
it can use a valid license when available.
5) The Editor has been enhanced to prevent crashing when closing after using the
syntax check command from the tools menu.
(J) Issues Addressed in OpenSTAAD (2)
1) The OpenSTAAD results object has corrected the return data for the function
GetNextLoadCase.
2) The OpenSTAAD results object has corrected the return data for the function
GetFirstLoadCase.
(K) Issues Addressed with Printing (2)
1) The User Report has been updated to ensure that Mode Shapes and Mode
Frequencies can be included.
2) The user report for AISC designs TRACK 0 has improved the reference
information for the section profile.
(L) Issues Addressed with licensing / security / installation (1)
1) The installation has been updated to prevent warning messages being reported
1) The installation has been updated to prevent warning messages being reported
when installed on a Japanese OS workstation.
7. What's New in STAAD.Pro V8i, Build 20.07.04 ( 30 October 2008)
A) Issues addressed in the Analysis/Design engine (44)
1) The summary of applied forces and reactions in the output file for a Direct
Analysis has been improved.
2) The analysis engine has been updated to improve processing the name of member
groups when used in the design checks
3) The EC3 design code check has improved the calculation of the xLT factor used
in the calculation of Mb,RD
4) The effective length calculations for models defined with SET Z UP have been
corrected for the DIN, EC3 DD and BS versions, BS5950 and NEN steel design code
checks.
5) The NS 3472 steel design code check has been updated to improve the
calculations for circular hollow (pipe) sections.
6) The AISC 360-05 design code check has improved the shear check calculation of
Cv.
7) The detailed output from an AISC 360-05 steel code check now ensures that the
same classification used in the design is reported. On occasion a compact
section was reported as slender, although it was correctly designed as compact.
8) The DIN 18800 code checking module has been improved. Clause 2/123 specifies
that if the shape factor (alpha) > 1.25, the moment capacity should be reduced
by a factor of 1.25/alpha. However this was being done only for bending about
the Y-axis. A check for the shape factor and corresponding reduction factor
calculation has been added. Additionally, the shear capacity calculation has
been revised to include (2/pi) factor for pipe sections.
9) The AISC 360-05 design code checking for deflection has been corrected.
10) The analysis of structures that included tapered members and the SET Z UP
specification was improved in the last build of STAAD.Pro 2007, but not reported
in the revision history.
11) The buckling analysis using the advanced solver has addressed an issue which
resulted in the buckling factor being computed as 1.0 lower than the actual.
12) The South African steel design code check, SABS 0162, has been updated to
correct the axial compression capacity calculation.
13) The Canadian seismic load generator has been updated to ensure that the
correct base shear is calculated.
14) The analysis engine has been updated to include an error message if any
temperature loading is assigned to curved beams
15) The BS 5950:2000 design code check has been improved for wide flange
sections with cover plates to ensure that the U_LT and V_LT are not set to 0 on
a second check.
16) The EC3 design code check has improved the calculations of shear areas of
built up sections.
17) The AS3600 design has been updated to include a warning message in the event
of the required Ast> max Ast.
18) The IS:456-2000 design of columns has been updated to include the minimum
eccentricity as defined in clause 25.4
19) The BS 5950:2000 design code check for tension members has been updated to
include checking the ratio of applied moment over appropriate capacity for each
axis as well as for the combined moment check as defined in clause 4.8.2.3
20) The AISC ASD design code check has improved the calculation shear areas for
HSST tube sections.
21) The analysis engine has updated the processing of the PRESSURE parameter
when applied to a curved member.
22) The analysis engine has been updated such that when performing multiple
analyses on a model. The shear modulus is maintained for each performed
analysis.
23) The calculation of Ss and S1 values for the IBC 2006 seismic parameters
based on a zip code or longitude and latitude have been updated.
24) The Canadian design code S16-01 has been updated to support the design of
database HSS sections.
25) The ASIC 360-05 design code check has improved the torsion capacity checks.
26) The BS5950:2000 design code check has been updated to ensure that the value
of slenderness reported for a section in tension is zero, rather than the value
of the previously checked section. As slenderness is not checked for members in
tension, this is only a reporting issue.
27) The BS 5950:2000 design code deflection check has been updated to account
for occasions when both 1990 and 200 checks are included in a model.
28) The analysis engine has been updated to include a check to ensure that the
member numbers are within the allowable limit.
29) The track 2 output options taper I sections designed to BS5950:2000 has been
updated.
30) The DIN 18800 steel design code check now correctly sets the slenderness
when the SET Z UP option is specified.
31) The BS5950:2000 moment capacity checks have been updated to include any
reduction that may result from clause 4.2.5.1 which limits this to 1.5*py*Z
32) The output from a Chinese steel design has been updated to include the
version of the checks that have been performed.
33) The BS 5950 design code check has been updated to ensure that only sections
defined as double angle will be limited by lambda_c of 30.
34) The analysis engine has improved the method used for calculating the minor
axis moment for tapered wide flange sections.
35) The IS456 concrete design code has been updated to ensure that the
representation of cantilever beams include the details of the mid span
reinforcement design.
36) The moment capacity checks for sections with 'ST' or 'RA' angle
specification have been updated so that only the corresponding major axis
moments will be used for LTB calculations.
37) The data displayed in the output file has been updated such that when the
material properties are printed, if not set, the default values are displayed.
This was addressed in STAAD.Pro 2006
38) The analysis engine has been updated to remove any cable pre-tensions or
temperature loads that have been assigned but are no longer appropriate if
during the analysis of the load case, the cable becomes inactive (i.e. defined
as TENSION, but becomes compressive). Modification added to STAAD.Pro 2006
39) The display of section modulii for the NS3472 steel design code check TRACK
9 output have been corrected.
40) The engine has been updated to ensure that the method used for establishing
floors is consistent within the program, i.e. using the same tolerances
throughout and correctly defines loading on beams defined with a FLOOR command
in a reference load case.
41) The AISC 360-05 steel design code check has updated the method for
identifying members in tension such that the status is now defined based on the
status of the axial force at the centre of the beam.
42) The AISC 360-05 member selection deflection checking routine has been
updated such that the estimated deflection for a new section is modified in
proportion to the new moment of inertia about both major and minor axes rather
than simply the major axis as was done previously.
43) The ASIC 360-05 design code compression capacity check for single angle
sections has been improved.
44) The IBC 2003 accidental torsion load calculation routines have been
improved.
(B) Issues addressed in the Pre-Processing Mode (17)
1) The GUI has been updated to ensure that incorrectly specified IBC commands
are reported and removed if not corrected.
2) The GUI has been updated to allow the definition of member weights to IBC
load cases.
3) The command that allows members to be renumbered has been updated to ensure
that member lists defined in a selfweight command also get updated.
4) The GUI has been updated to ensure that the Member Query dialog displayed the
correct value of web thickness of channel sections.
5) The GUI has been updated to ensure that it correctly saves the data defined
in a CABLE ANALYSIS command.
6) Minor update to description of seismic load factor option in the loading
items dialog.
7) The GUI has been updated to correctly add the commands for holes defined in a
parametric mesh definition.
8) The grid tool has improved the handling of importing DXF files.
9) The GUI has update the orientation of Z shapes to correctly display them
based on their principal axes rather than geometric axes.
10) The member query dialog box has been updated to ensure that it displays the
correct values for Indian T shaped sections.
11) The Canadian timber section database has been updated with corrected SY
values.
12) The GUI has been updated to ensure that the user is informed that the move
option is not available if objects have been selected using the Geometry cursor
rather than the node, beam, plate or solid cursor.
13) The GUI display of small loads has been updated to ensure that arrow heads
are included in the printout of diagrams with small loads.
14) The GUI has been updated to inform users if attempting to save a file that
have not changed that they are doing so. If such a file has results, these will
remain available for the remainder of the session, but will be deleted when
opened in future and will require running the analysis.
15) The snap node/beam function has improved the handeling of irregular grids
when the dialog has been closed and later re-intilised.
16) The Russian I shape databases has been updated to include the correct minor
axis plastic moduli.
17) The routines used in Parametric Mesher have been improved to identify nodes
within a outer boundary and make them internal density points which the mesh
will connect to thus creating better model connectivity.
(C) Issued Addressed in the Post-Processing Mode (10)
1) The Post Processing graphical display of support reactions has improved
displays for models including compression/tension springs.
2) The display of reactions in the GUI for supports defined with a multi-linear
spring has been updated to ensure these values match those displayed in the
tables.
3) The Advanced SQL Query has been updated to correctly process the results of a
steel design.
4) The Design Results table in the Post Processing Mode has been updated to
ensure that if the last design performed was that of a deflection check, then
that is reported in the clause column of the table and also in the member query
dialog.
5) With SET Z UP defined, the beam stresses diagrams have been updated to
display results for pipe sections.
6) The values of corner stress for wide flange beams defined with a composite
top have been improved.
7) The SQL tools of Simple and Advanced Query have been updated to address a
limitation previously introduced by the IBC 2003 command.
8) The Advanced Query has been updated to support large models in excess of 200
nodes/members.
9) The post processing GUI has been updated to better display the stresses
calculated on tapered tube sections.
10) The display of reactions in the GUI for supports defined with a multi-linear
spring has been updated to ensure these values match those displayed in the
tables.
(D) Issues Addressed in the Steel Design Mode (2)
1) The steel designer mode has been updated to reintroduce the EC3(ENV) and
Egyptian steel design briefs.
2) The BS5950:2000 code check in the Steel Designer mode has been updated to use
the correct effective lengths in both major and minor axes.
(E) Issues Addressed Concrete Design Mode (6)
1) RC Design has improved the BS 8110 column design such that when designing a
circular column, the shape code was displayed in the bending schedule is 99,.
Now it is displayed as either 67 (a continuous curve), or better code 75
(specifically circular).
2) The ACI 05 column design module has addressed an issue that prevented
circular column ties being used.
3) The RC Designer module has been enhanced to ensure that the tables that have
extra sheets added are displayed when produced.
4) The ACI-05 beam design in RC Designer now allows design briefs to be defined
as required.
5) The design of column sections to BS 8110 has improved the measurement of
spacing from bars to link legs in order to work out which bars in a compression
zone were restrained for the wide single-legged links.
6) The RC Designer module has been updated to allow more than 8 bars per layer
in beam designs.
(F) Issues Addressed in the RAM Connection Mode (3)
1) The RAM Connection mode has been ehanhanced so that it supports Beam/Girder
connections with British sections.
2) The RAM Connection mode has been enhanced to ensure that non-horizontal beams
can be assigned connection briefs.
3) The RAM Connection mode has improved the identification of section profiles
when creating Beam/Girder joints.
(G) Issues Addressed in the Advanced Slab Design Mode (0)
(None)
(H) Issues Addressed in the Piping Mode (1)
1) The load import routine of the Piping Mode has been improved to ensure that
if new sets of results are created in the AutoPIPE export model, then these
values are imported when requested.
(I) Issues Addressed in the Editor, Viewer and other modules (0)
(None)
(J) Issues Addressed in OpenSTAAD (3)
1) The OpenSTAAD example ToAutoPIPE.VBS in the plug-in folder has been updated
to warn if the model being exported includes double sections such as back to
back angles which are currently not supported by AutoPIPE.
2) A new OpenSTAAD function GetMemberPropertyEx has been added for returning the
properties of taper members where the top and bottom flanges have different
dimensions.
3) A new OpenSTAAD function has been added to the application object,
CreateIsotropicMaterialProperties. This takes the following parameters, string
Name, double YoungsMod, double Poisson, double ShearModulus, dounle Density,
double Alpha, doule CrDamp)
(K) Issues Addressed with Printing (3)
1) The User Report has been updated to ensure that loading data from UBC and IBC
definitions can be included in a report.
2) The User Report in RC Designer has been updated to be consistent with the
main STAAD.Pro report format.
3) The User Report has been updated to ensure that the Failed Members Table is
printed when included in a report.
(L) Issues Addressed with licenseing / security / installation (0)
(None)
8. What's New in STAAD.Pro 2007, Build 03 ( 8 July 2008)
A) Issues addressed in the Analysis/Design engine (48)
1) The BS 5950:2000 steel code check has been updated so that the moment
capacity value is better controlled using the TB parameter.
2) The BS 5950:2000 steel code check has been updated to include the CAN
parameter to indicate members that are cantilevers for deflection checks.
3) The analysis engine has been updated to calculate the shear areas for wide
flange sections with cover plates on the top and/or bottom.
4) The DIN 18800 steel design code check has been updated to ensure that the
designs for groups of members correctly initialize all the required parameters.
5) The Eurocode 3 steel design checks have been updated to ensure that if a
deflection check is to be performed by setting the TRACK parameter to 4, then
the member forces are not also checked. This should be done with a separate code
check.
6) The analysis engine has been updated to support User Section Tables that are
located in a folder that requires a path defined such as :- START USER TABLE
TABLE 1 "C:\My Documents\STAAD User Files\Example.upt" END
7) The analysis engine has been updated to better calculate the load
distribution of floor loads on inclined planes. The command now uses the area of
the plane rather than the projected area of the plane.
8) The BS 5950:2000 steel design code check has been updated to include a check
that warns if a section being checked has been assigned with non-steel
properties such as concrete in the analysis.
9) The NEN 6770 steel design code has been updated to ensure that the correct
section classification is assigned to wide flange sections.
10) The BS 5950:2000 steel design code check has been improved when used with
the SET Z UP command. In particular the values for effective shear modulus and
the reported design shear ratios for major and minor axes were inverted.
11) The Eurocode 3 steel design check for angle sections has been updated with
the slenderness reported about the principal axes as opposed to the geometric
axes reported earlier.
12) The output of a BS 5950:2000 steel design code check has been updated to
display the effective modulus as used in the design rather than simply an
effective elastic or plastic property.
13) The DIN 18800 steel design code check has been updated to ensure that the
shear areas are calculated correctly for tube sections.
14) The analysis engine has been updated to better accommodate data files that
include references to sections that do not exist in the standard databases.
15) The analysis engine has been updated for Cable Analysis where temperature
loading has been assigned to non-cable members will now be considered.
16) The AISC 360-05 steel design code has been updated to ensure that when the
code check is run all parameters were set as required.
17) The analysis engine has been updated to handle UBC load specifications in
models which include MEMBER TENSION commands.
18) The analysis engine has been updated to allow for MAT FOUNDATION commands to
be used in conjunction with MULTI LINEAR springs defined in metric units.
19) The analysis engine has been updated to report the same principal stress
angles for plates as is reported in the post processor and plate query dialog.
20) The output of an API code check has been update to reflect the code that it
based on.
21) The BS 8110 shear wall design has been supplemented with the parameter
TRACK. It can take a value of 0 for a summary in the output or 1 for a more
detailed output.
22) The BS 5950:2000 steel design code check has been updated to ensure that
there is no reduction in the value of py for load cases where the section is in
pure tension.
23) The BS 5950:2000 steel design check has been updated to include a clause
4.9.3 check on members which have no axial force.
24) The BS5950:2000 steel design code has been updated to ensure that minor axis
shear checks are included if a section is subject to minor axis bending only.
25) The AISC ASD now includes a check if h/tw of a beam exceeds 970/sqrt(Fy), if
so the design on that beam stops and a message indicating this is written in the
output file.
26) The BS 5950:2000 steel design check has been updated for box and circular
hollow sections to ensure that the moment capacity checks are always performed.
27) The Eurocode 3 steel design output has been updated to ensure the correct
shear areas are displayed for box and circular hollow sections.
28) The StaadName of the tube section TUB45453, in the American steel database
has been corrected.
29) The analysis engine has been updated to better handle REPEAT LOAD commands
when the data file contains a number of UNIT commands.
30) The IS 893 seismic calculations have been updated to ensure that the
calculation of Ah = (Z/2)*(I/R)*(Sa/g)
31) The analysis engine has been update to ensure that both MEMBER TENSION and
MEMBER INACTIVE commands are not used in the same file.
32) The AS 4100-1998 steel design code check has been updated to include better
checks as per clause 5.1 Design for Bending Moment, 8.4.4 Out of Plane bending
(both 8.4.4.1 Compression Members and 8.4.4.2 Tension Members). See the
technical reference manual for more information.
33) The AISC ASD now includes a check to ensure that Qa (Effective area/Actual
area) is not greater than 1. This value is used in equation E2-1 to reduce
capacities of slender sections.
34) The AISC 360-05 steel design code check has been updated to improve the
axial compression capacity calculation of user defined T sections.
35) The AISC 350-05 steel design code check has been updated to improve the
calculation of the bending capacity of HSS rectangular sections with slender
flanges.
36) The BS 5950:2000 steel code check has been updated to ensure that the
automatic calculation of MX, MY and MLT parameters operate on members formed
where the joint list has two or more nodes starting with the same number, e.g.
10 and 11 or 20 and 21
37) The AISC and Canadian design codes have been updated to support the design
of Canadian HSS sections.
38) The Eurocode 3 steel design code output has been updated to correctly
display the name of tube sections with the prefix TUB.
39) The AISC 360-05 design code check has been updated for angle sections such
that the slenderness and section capacities are calculated based on the
principal axes, unless AXIS parameter is set to 2.
40) The analysis engine has been updated to support all the physical member
loading that can be defined in the GUI.
41) The BAEL 91 concrete design has been updated to show the correct code and
version in the output file.
42) The EC3 routine for selecting sections using the SELECT OPTIMIZE has been
improved and may result in identifying more efficiently utilised sections.
43) The ASIC LRFD steel code check has been updated to ensure that the
interaction of torsion, shear, flexure and/or axial force is limited by the
Equation 7.2-1 only when the torsional moment is greater than 0.01 kip-in.
44) The AISC ASD steel design code check has been updated for the MEMBER
SELECTION design output not to output warnings of exceeding the allowable axial
stress for all but the last section profile that is checked for each member.
45) The IS 13920 concrete design has been updated to improve the shear design of
columns.
46) The AISC 360-05 steel design code has been updated to correctly account for
the UNL parameter setting.
47) The BS 5950-Pt5 Cold formed steel section design has been updated to correct
pipe section designs such that the moment capacity is calculated according to
clause 5.2.2, Mc = p0 * elastic modulus.
48) The BS 5950:2000 steel design code check has been updated to include
additional checks on members that are subject to axial tension and biaxial
bending considering each axis independently.
(B) Issues addressed in the Pre-Processing Mode (40)
1) The GUI has been updated to better handle the undo action after using the
Mirror tool.
2) The Translation Repeat graphical tool has been updated to include creating
copies of joint loads that are part of the selection being generated.
3) The Canadian steel database has been updated with section properties in
metric units.
4) The GUI has been updated to better handle the scaling of load icons using the
mouse scroll wheel when the basic units are set as 'English' and the model has
metric loading.
5) The geometry tool Generate-Rotate has been updated to better handle rotation
of structures where the axis of rotation passes through the model.
6) The GUI has been updated so that the Geometry Cursor is better able to select
surface objects
7) The GUI has been updated to ensure that when editing the parameters from a CP
65 concrete code definition, the values of MAXMAIN and MINMAIN select the values
specified.
8) The GUI has been updated to display a description for the IS 800 design
parameter THETA as 'Angle of inclination of lacings (between 40 70 degrees)
9) The GUI has been updated to improve the tool Geometry>Merge Selected Members'
so that any uniform distributed member loading is re-defined on remain in the
same location on the new single member.
10) The tool 'Check Duplicate>Nodes' has been updated such that if duplicate
nodes are found and merged, then all the node loads on the merged nodes are
retained. 11) The plastic section properties of the section profile
HSST12x12x0.625 in American steel database has been updated
12) The 3D rendered view has been updated to better display plates with varying
thicknesses.
13) The GUI has been updated to allow AISC N690 steel design parameters and
commands to be assigned.
14) The new feature in the User Table for Angle Sections to calculate the radius
of gyration about the principal axis added in STAAD.Pro 2007 Build 01 has been
updated to account for the small values generated with very small angles.
15) The GUI has been updated to ensure that editing the initial location of a
moving load defined in a load case does not cause the program to lock.
16) The GUI has been updated to ensure that the creation of an IBC 2006 seismic
load definition will always contain sufficient data for it to be added to a
primary load case.
17) The GUI has been updated to ensure that creating an SRSS load combination,
the correct syntax is created in the data file using the minus as defined in the
Technical Reference manual.
18) The GUI has been updated to better handle renumbering of plate elements.
19) The GUI has been updated to better recognise the steady state harmonic force
input commands and not display them as errors while opening a file with valid
commands.
20) The GUI has been improved in the method used for saving the data of solid
(brick) elements.
21) The GUI has been updated to ensure the program does not freeze when trying
to add the Buckling Analysis command from the main Command>Analysis menu.
22) The IBC 2006 option has been added to the menu Commands>Loading
>definitions>Seismic Loading.
23) The tool in the menu Geometry>Connect Beams Along>X axis has been updated so
as not to on occasion cause the GUI to crash.
24) The GUI has been updated to support user table names of up to 36 characters.
25) The GUI has been updated to support SGR parameter values of 3 and 4 for an
EC3-BS specification.
26) The GUI has been updated so that the Member Specification dialog box,
Partial Moment Release values can only be defined if the relevant option is
selected.
27) The deletion of load cases in the GUI is a non undoable operation and will
clear the undo list.
28) The Loads and Results sheet of the Diagrams dialog box has been updated to
ensure that the Beam Forces, Axial, Intensity option of setting the No. of
Values can only be modified if the option is selected.
29) The specification of a Pushover Definition in the GUI has been updated to
include a integrity check of the Critical Damping to ensure that only positive
values are entered.
30) The GUI has been updated to better handle the specification of offsets
assigned to the ends of physical members.
31) The GUI has been updated with the menu item View>Structural Tooltips Options
to include the unit of time for the delay setting.
32) The menu item Commands>Miscellaneous>Set Displacements has been updated to
include the unit specification.
33) A menu item has been added for adding a Pushover Definition in the Modelling
Mode menu, Commands>Loading>Definitions>Pushover…
34) The Support dialog box has been updated to allow multilinear support
definitions to be assigned to nodes which have FIXED BUT supports already
defined with a spring support.
35) The Seismic Definitions in the Loads dialog has been updated to ensure that
all codes display the time unit for definitions of period.
36) The GUI has been updated to better handle the deletion of MEBER CABLE
commands so that other instances of the command can be added without causing a
problem with the GUI.
37) The GUI has been updated to support load combinations which include
references of up to 500 primary load cases.
38) The geometry generation grid tools Snap Node/Beam, Snap Node/Plate and Snap
Node/Solid have improved the import of grids from GRD and DXF files
39) The tool insertion of opening into surface objects has been updated to
prevent causing the GUI to crash.
40) The undo procedure for replacing offset commands has been updated to ensure
that if the command is retrieved, the appropriate units of the offset are also
retrieved.
41) The Backup Manager has been updated to improve the option to scroll back to
a previous saved version. This option now works with files that include spaces
and / or stored in folders with spaces in the path.
(C) Issued Addressed in the Post-Processing Mode (11)
1) The Steel Design Check Ratio table in the Post Processing Mode has been
updated to include the critical load case and the table rows can be sorted by
the ratio by clicking on the Ratio column heading.
2) The Post Processing Mode has been updated to ensure that entering the
Beam>Unity check Page does not occasionally cause the programme to crash
3) The simple query tool (Tools>SQL Query>Simple Query) that allows results to
be searched, has been updated so that when a query in the solid stress table is
defined and edited, the defined items are displayed in the query condition
editor.
4) The Post Processing graphical view of plate contour maps has been updated to
ensure that when load cases or views are changed, the diagrams are updated
immediately to reflect this.
5) The member query dialog box has been updated to ensure that if post analysis,
a modification has caused the analysis results to be deleted, then the Steel
Design sheet, if present, is removed.
6) The Post Processing Mode has been updated to prevent access to model
generation tools from the toolbar icons. These should only be accessed in the
Modelling mode.
7) The Post Processing Mode has been updated to ensure that when a contour map
of plate Global Moments is requested, if a valid set of results is available
they will be displayed.
8) The Member Query dialog has been updated to correctly display the member
section forces for Indian channel and T sections.
9) The Post Processing Mode has been updated to ensure that the Beam, Unity
Check table displays the ratio for all the members designed in the last MEMBER
CHECK or MEMBER SELECTION command.
10) The Post Processing Mode has been updated with a correction to the
calculation in the menu item 'Report>Column Transfer Force'
11) The Post Processing Plate Centre Stress table has been updated to ensure
that all calculated results are displayed.
(D) Issues Addressed in the Steel Design Mode (2)
1) The connection deign for IS 800 in the Steel Design Mode has been updated to
improve shear connections for beam to beam connections.
2) The detailed output for design of members to BS 5950:2000 has been updated to
include the correct label 'Moment of Inertia about Minor Axis' for Iyy.
(E) Issues Addressed Concrete Design Mode (4)
1) The Concrete Design Mode has been enhanced so that the graphics windows,
tables and dialogs reflects the current Windows theme.
2) The Concrete Design Mode has been updated to ensure that only suitably
defined prismatic sections can be added to design groups.
3) The Concrete Design Mode has been updated to ensure that valid results are
available before trying to display them in the results table.
4) The Concrete Design Mode has been updated to ensure that if selecting the
menu item 'Brief>Design Brief', the program first checks that the current design
group has a valid design group defined before trying to open it.
(F) Issues Addressed in the RAM Connection Mode (2)
1) The RAM connection Mode has been enhanced to allow bracing members in braced
connections to be defined with pipe or HSS sections.
2) The following confirms the limited range of 8 connection types that can be
designed without access to a full RAM Connection license:- Basic DA BCF Bolted
Basic DA BCF Welded Basic EP BCF Bolted Basic EP BCF Welded Basic DA BCW Welded
Basic EP BCW Welded Basic SP BCF Basic SP BCW
(G) Issues Addressed in the Advanced Slab Design Mode (1)
1) The Advanced Slab mode has been updated to ensure that all the objects
selected are included in the RAM Concept model.
(H) Issues Addressed in the Piping Mode (2)
1) The Piping Mode has been updated to correctly convert forces imported from an
ADI file when the GUI is set up in metric units.
2) The Piping Mode has been updated to include the default file type *.ADI in
the Open dialog.
(I) Issues Addressed in the Editor, Viewer and other modules (1)
1) The installation has included the files necessary to launch the online help
from the Advanced Meshing application.
(J) Issues Addressed in OpenSTAAD (1)
1) The OpenSTAAD module has been updated to allow the example files to be used.
(K) Issues Addressed with Printing (2)
1) The User Report has been updated so that if any value is displayed in
exponentional format, then the data is displayed with a + or - symbol between
the E and exponent value, e.g. 1.2345E+06.
2) The User Report has been updated to ensure that if a steel design output is
included, then the report includes the detail of the compression capacity.
(L) Issues Addressed with licenseing / security / installation (1)
1) The installation has re-introduced the association of the STD file extension
with STAAD.Pro allowing files to be displayed with the STAAD.Pro icon and can
launch STAAD.Pro by double clicking on them.>
9. What's New in STAAD.Pro 2007, Build 02 (14 September 2007)
Issues addressed in the Analysis/Design engine
1) The BS 5950 design has been updated to ensure that the moment capacity is
correctly calculated when the section classification of class 2 compact and
class 3 semi compact limits cross.
2) The FLOOR LOAD command has been corrected for use on inclined floors
3) The application of spring supports on solid objects (i.e. 5 to 8 noded
bricks) has been improved to ensure a correct analysis
4) The UBC / IBC load generators corrects an un-necessary over estimation in
weight.
5) The IBC 2006 provisions for the static seismic loading method have been added
to the supplement the 2000 and 2003 versions previously implemented.
6) The RESPONSE SPECTRUM command has been enhanced to create response spectra
based on the IBC 2006 provisions for seismic loading.
7) The Norwegian steel design, NS3472 has been updated to better support
sections defined in user tables.
8) The minor axis shear capacity calculated for the AISC Unified code, ANSI/AISC
360-05 have been corrected.
9) The calculation of the seismic loading from the Canadian NRC - 2005 code has
corrected the reading of the importance factor parameter.
10) A correction has been introduced for the calculation of response spectra
calculated using the Advanced Solver.
11) The output report for EC3-2005 now correctly includes missing table headers.
12) The output report for AS 4100 now displays the requested level of output
defined by the TRACK parameter.
13) A design to AISC ASD for plate girder sections where h/tw exceeds
970/sqrt(Fy) are not covered by STAAD and a warning is provided.
14) Support information displayed at the end of the output files has been
updated to reflect the current support arrangements.
15) BS 5950, design of members with very small / no axial loads improved to
ensure that axial effects are not considered.
16) Property (SZ) calculation for user defined angle has been corrected.
17) FLOOR WEIGHT calculation for UBC, IBC, IS:1893 has been corrected.
Issues addressed in the Pre-Processing Mode
1) The GUI has been updated to correctly interpret the missing mass and ZPA
parameters, not reporting a correctly defined command as incorrect.
2) The renumbering function has been improved to ensure objects are not removed
in the renumber process.
3) The undo function has been updated to handle wind loads commands deleted in
the GUI.
4) The GUI has been updated to support loading defined on physical members
5) The US AISI cold formed database area of section 4CU1.0x072 has been updated.
6) Creating openings in Parametrically defined slabs has been updated to ensure
the data file integrity is maintained.
7) Calculation of user table properties of general sections using profile points
in differing units from the model has been corrected.
8) Update of the 'Column Transfer Forces' report prevents a crash if no load
cases are selected and 'Insert to Table' button is clicked.
9) The TB paramEter has been re-introduced intro the parameter list in the BS
5950 steel design dialog.
10) The GUI has been updated to support having the tool Check Multiple
Structures dialog open whilst merging nodes.
11) The display of moving loads defined in external files has been corrected.
12) The tool to check multiple structures has been enhanced to operate in a view
that is not the whole structure view.
13) The Korean steel section database has been enhanced with corrected plastic
section moduli.
14) The Canadian steel section database has corrected torsional values added for
wide flange sections.
15) The GUI has been updated to support multiple instances of ELEMENT INCIDENCE
SHELL.
16) The GUI has been updated to correctly read the aluminum database section
properties.
17) The GUI has been updated to support the Columbian seismic provisions.
18) The GUI has been enhanced to allow thermal loads to be assigned to solids.
19) The creation of a Pushover definition in the GUI has been updated to allow a
large number of load steps to be defined.
20) The move operation has been improved to reduce the instances of duplicate
members being formed.
21) The GUI tool to calculate section properties for UPT angles has been
corrected to calculate values about the principal axes rather than the geometric
axes.
22) 3D Rendered views of models with extremely small members, <1mm are now
accounted for.
23) The section outline drawing of tapered square sections has been improved.
24) The parameter 'METHOD' added to list of available parameters in the GUI.
25) The Canadian steel section database corrected.
26) 3D rendering of castellated beams with a base unit setting of metric is now
supported.
27) Processing of temperature loads on solids defined in reference load cases is
now supported.
28) The description of the Canadian CB parameter has been corrected in the
design dialog box.
29) The GUI displayed value of uniform moment load on beams has been corrected.
30) Tapered I section dialog has updated labels for the flanges.
31) The GUI display of the FLOOR LOAD command has been corrected for one-way
load distribution.
32) The IS 800 parameter CAN is now correctly labeled in the design dialog box
as 'Deflection Check' parameter.
33) The IS 800 parameter COG is now correctly labeled in the design dialog box
as CG of channel section parameter.
34) The menu item Commands>Specifications now launches the correct dialog box.
35) The section outline representation of UPT General sections has been improved
to draw about the neutral axis.
36) Values for double I sections are now displayed from the Properties dialog
box, Values table.
37) The Select menu has been enhanced so that Surface objects can be selected
'By List'.
38) The GUI has been updated to ensure that when AASHTO (LRFD) code has been
selected in the Design dialog, parameters from that code are added to the STAAD
file.
39) The automatic creation of additional shearwalls using the translational
repeat tool now copies defined holes defined in the wall.
40) Creation of views with physical members has been enhanced.
41) The GUI has been updated to correctly handle the TXT parameter of a Pushover
definition.
42) STP parameter is introduced in AISC-ASD code.
43) Read/Write operation for STEADY STATE analysis commands were added.
44) Program crash while renaming grid has been fixed.
Issues addressed in the Post-Processing Mode
1) Calculation of 'Column Transfer Forces' from the Report menu has an updated
warning when members not lying in a plane have been selected.
2) The corner stresses reported in the Beam Stresses table and Stress Diagram
updated for composite wide flange sections to display the values in the extreme
corners of the concrete at the top and the corners of the wide flange at the
bottom.
3) The member query dialog display of bending moments has been improved.
4) If instabilities are generated from an analysis with the Advanced Solver, a
page has now been added to the Post-Processing Mode.
5) The data from Mode Shape and Participation tables can now be copied onto the
clipboard and be pasted into other documents.
6) Stress contours for surface objects has been improved to allow display in the
Post-Processing Mode.
7) The Static Check table in the Post-Processing Mode has been corrected for
when metric units are used.
8) The moment diagrams for selfweight on tapered sections have been improved.
9) User interface which allowed property/support/member release update in
Post-Processing mode (which leads to analysis result become invalid) has been
deactivated.
Issues addressed in the Steel Designer Mode
1) Single step design result table has been updated to reflect correct
design/utilization ratio.
Issues addressed in the Editor, Viewer and other modules
1) The Bridge Deck Mode has been improved to ensure that once the menu item
'Loading>Influence Surface Generator' is disabled while the generator is in
operation to prevent attempting to run it again whilst it is in operation.
OpenSTAAD
1) A new OpenSTAAD application object function has been added,
CreateIsotropicMaterialProperties. This takes the following 7 variables as
input:- string Name, double E, double Poisson, double G, double density, double
Alpha, double Cr Damping The return value is of type long and is either 1, if
this has updated an existing material or 0 if a new material has been created.
Issues addressed in Printing
1) The logo displayed in the User report updated with the Bentley logo.
Issues addressed in RAM Connection Mode
1) The RAM Connection interface has been enhanced to support the use of WT
sections as brace members.
2) The design of Smart Flange Plate connections in the RAM Connection Mode now
ensures that the moment is correctly transferred to the connection.
Issues addressed in licenseing / security / installation
1) The licensing system has been enhanced to support 'Node Locked' XML Licenses.
2) The licensing system has been enhanced to allow usage of checked out license
with the workstation not able to connect to the server.
3) Installation improved to allow gaps in the path to the installed folder.
Issues addressed in Documentation
1) The figure for Example 8 in the Examples manual has been corrected.
2) Minor errors in the American Examples manual have been corrected.
3) The preview image of Examp19 has been corrected to reflect the actual data
file included in the installation.
4) The International Codes manual section 9 B-5 has had the spelling mistakes
corrected. In the Technical Reference Manual, dupliactions in sections 3.6,
5.23, 5.31.1 and 5.31.2.1 have been removed.
5) What's New issue2006-1004.6.2 corrected to remove AISC UNIFIED reference.
6) Section 5.11 of the Technical Reference updated to clarify limit on the node
number is to 6 digits.
7) Technical Reference manual section 5.20.5 updated to clarify that the ASSIGN
PROFILE command does not operate on cold formed steel, aluminum and timber
sections.
8) Section 4A of the International codes manual has been updated to correctly
report that concrete design is performed to GB50010-2002.
9) The Technical Reference manual section 2.14.13 has been updated with a table
reference. Section 5.20.7 title has been corrected.
10) The reference in the online help to the Canadian steel code was corrected to
reflect the implemented version which is S16-01.
11) Section 4B of the International codes manual has been updated to correctly
report that steel design is performed to GB50017-2003.
12) Table 2.1 was updated to include STP and SHE parameters.
13) Section 2.14.10 was updated to change table reference to 2.5
14) Section 5.32.10.1.4 was added to describe response spectrum as per IBC-2006
15) Section 2.17.8 was updated.
10. What's New in STAAD.Pro 2007, Build 01 (29 June 2007)
A) Issues addressed in the Analysis/Design engine
1) For concrete column design to IS:456-2000, includes a requirement for
calculation of additional moments outlined in the Notes section of clause 39.7.1
on 15) Section 2.17.8 was updated.
2) The engine can now use cold formed steel sections from a non US database with
other section properties.
3) The torsion design of HSS sections to the AISC Unified code has been improved
in the calculation of the status of compact flanges.
4) The AISC Unified code has been updated to allow designs on T sections.
5) It is now possible to define multiple instances of ELEMENT WEIGHT blocks in a
seismic definition.
6) The engine has been modified so that if a surface pressure load has been
incorrectly defined with the magnitude of the load before the direction, this
will no longer cause the engine to crash, but will be reported as an error.
7) Steel design to IS:800 has been corrected for checking groups of members that
have compression and tension.
8) The shear wall design to IS:456 has been updated.
9) The shear wall design to BS 8110 has been updated.
10) The design to the South African steel code has been updated to correct
identification of single and double curvature bending.
11) The AISC ASD steel design code has been updated to correctly design angles
that are defined with the AXIS parameter to specify design of the geometric /
principal axes.
12) The AISC ASD steel design code has been updated to allow for the design of
Chinese HW sections.
13) The shear wall design to the Indian code has been updated.
14) In order to check for deflection limits of cantilever beams, a CAN paramater
has been added for the codes:- 1. IS 800, 2. AISC Unified, 3. South African, 4.
BS 5950, 5. EC3, 6. EC3 BS
15) A new parameter has been added to the AISC ASD code, STP to identify whether
user table wide flange sections should be designed as welded or rolled. Set STP
1 for rolled or STP 2 for welded.
16) The BS 5950-p5 cold formed design code has been updated to allow sections
defined in the Lysaght cold formed database to be designed
17) The shear resistance calculations of double channel sections has been
improved to account for both sections in AISC ASD and LRFD design checks.
18) The Floor Load command has been updated for inclined floor areas such that
the load intensity is now calculated on the actual area rather than the
projected area.
B) Issues addressed in the Pre-Processing Mode
1) If the data file contains the ALL parameter to assign properties such as
materials to all beams, this was being replaced with a member list if a new
member was added. This has been addressed.
2) IS:1893 spectrum loading dialog has been updated to allow the spectrum and
interpolation types to be specified.
3) Clarification that the move command does not work when using the geometry
cursor selection.
4) Preview surfaces has been improved to indicate changes in edge divisions.
5) User Table GENERAL sections which were based on a drawn section profile (and
stored with Profile Point data) has been improved for sections where the data
extends over more than one line.
6) ASCE-7 Gust Factor calculation has been improved.
7) INACTIVE specification can be toggled on members from the Specification
dialog.
8) Print option removed from Physical Member Query dialog box.
9) Surface Object data is now checked to ensure that it does not exceed the
maximum line length in the data file.
10) The saving of the seismic load generation as per IS1893:1984 by the GUI has
been improved.
11) UBC definitions deleted in the GUI are now removed entirely from the data
file.
12) A number of HSS section names have been updated to match the sections
published names (note that this is only for the published names in the
databases, not the name used by STAAD)
13) Published section names for HSSP and HSST sections have been updated to
match published names to assist in linking to DESCON connection designs.
14) The ASCE-7 wind loading generator preview of the wind pressure profile has
been improved.
15) The Recent File list in the Open Browse dialog has been updated so that if
the file path is truncated, it is displayed correctly.
16) STAAD.Pro now locks the picture file (and any work files) for the lifetime
of the structure. This should avoid having 2 processing accessing the same
picture file. It also searches for an unused name for a work file, preventing
any cross-structure problems.
17) The undo operation has been enhanced to operate with the addition of a ASCE
7 wind load command.
18) The Lysaght cold formed database of C sections has been corrected.
19) The Korean wide flange section database has been updated removing the
duplicate W300x300x94 section.
20) The areas of sections in the 'Channel without lips' in the American Cold
Formed Sections database (AISI) have been corrected.
21) The GUI has been updated to correctly report valid range of CMY and CMZ
parameters for the Canadian steel design code.
22) The zone factor when selecting Allahabad city has been corrected in the IS
1893 seismic definition dialog.
23) The GUI has been modified so that the AISC Unified code parameters can be
added graphically.
24) The GUI has been updated so that if the One Way Loading with the Towards
option is modified and the file saved, the modification is also updated.
25) The Response Spectrum sheet of the Load Items dialog has been updated to
ensure that the Add button is activated correctly.
26) The GUI has been modified to accommodate deletion of members loaded with
wind loading
27) The GUI has been updated to allow STAAD files with incorrectly defined
loading data to be parsed and the errors displayed rather than causing the GUI
to crash.
28) The preview of floor loading has been updated to ensure that the loading
condition defined by the command is correctly reflected in the graphics.
29) The browse button in the New Wizard dialog box has been improved to operate
correctly when the path has been set to a drive root folder.
30) Removing load items from physical members displayed in the Physical Member
Dialog box has been improved,
31) Removing load items from regular members displayed in the Member Dialog box
has been improved.
32) The GUI has been updated to account for STAAD title lines that incorrectly
exceed 79 characters
33) Adding Seismic Load Definiitions in the GUI has been improved under the
condition where a primary load case has already been defined, which previously
wouold have caused the program to close prematurly.
34) The editing of Generated (Moving Load) loadcases has been improved so ensure
that additional load cases are included correctly.
35) The flange thickness of the US section W8x17 has been corrected to 0.308
inches in the AISC database.
36) The Canadian steel database has been updated with HSS round and rectangular
sections.
37) The option to create double wide flange sections from the standard steel
databases has been clarified in that the spacing to be provided is the spacing
between the ends of the flanges.
38) The Surface Object has been added to the list of objects that are selected
with the Geometry cursor.
39) The footing design in the analysis engine has been discontinued. Note that a
comprehensive foundation solution which includes detailed footing design is
available using the STAAD.foundation application.
C) Issues addressed in the Post-Processing Mode
1) The values of cut lines through plates for metric units has been corrected.
2) Results of files containing IBC 2003 commands can now be read with the
Tools>SQL Query functions.
3) Plate>Results Along Line values corrected if the units are metric
4) Generated lodcases that include additional loadcases are displayed correctly
in the post processor mode.
5) Results of Australian concrete column design is now available in the Member
Query dialog.
6) It is now possible to copy the values in a Mode Shape table that is generated
from a dynamic analysis.
7) The Surface Object Query dialog has been updated to correct the displayed and
printed values of FX and FY shown on the Forces sheet.
D) Issues addressed in the Steel Design Mode
1) Steel Designer AISC ASD results updated for pipe sections.
2) The AISC steel designer now supports design of Chinese H sections.
3) The Steel Designer Brief Dialog boxes have been updated to ensure that the OK
and Cancel buttons are visable without having to hover over their locations.
4) The Steel Design briefs dialog have been updated so that all the buttons are
visible without having to hover over their locations.
5) The EC3 design has been updated to operate in the Steel Designer Mode.
E) Issues addressed in the Concrete Design Mode
1) Pictures taken in RC Designer are stored in a format that allows multiple
sessions of RC Designer to operate and not impinge on each other.
2) BS8110 column designs improved when a side sway load case is defined.
3) The IS456 design code has been improved removing a superfluous check for
minimum area that caused beam designs to crash.
4) Designs of beams / columns and slabs to BS 8110:1997 incorporating amendments
1,2 and 3, needs to use material notations as defined in BS 8666:2005. The 2000
version of 8666 has been withdrawn.
5) The RC Designer module has improved its use of USL (now called Structural
Passport) licenses
6) There has been a general improvement in the internal functionality for taking
pictures.
F) Issues addressed in the Editor, Viewer and other modules
1) The section database manager can now operate with the operating system set to
European regional settings (using a comma as the decimal marker)
2) Updated IEG Licensing allows use of STAAD.Pro licenses during down periods of
the SELECT License server.
3) Macro to create AutoPipe NTL batch files updated to use STAAD database
sections using either STAAD or Published names.
4) The Component Design Mode has been removed from STAAD.Pro GUI
G) OpenSTAAD
1) The OpenSTAAD application object has a new function GetPublishedProfileName
which returns a string with the published property section name when the
function is given the STAAD property name and the country code (see OpenSTAAD
manual)
2) The OpenSTAAD function GetBeamPropertyAll has been enhanced to ensure that
flange and web thicknesses are obtained for user sections.
3) The OpenSTAAD function GetSteelDesignResults function updated to operate with
the latest results versions of STAAD.Pro results data files.
H) Issues addressed in Printing
1) The printing routines have been updated to allow printing and print
previewing the Surface Forces Along X and Y options.
2) The height v intensity table is now included in a user report for wind load
definitions.
I) Issues addressed in Section Wizard
1) Canadian Tee section shape database updated correcting flange and web
thicknesses.
2) The parametric section data input for rolled wide flange sections in Free
Sketch has been updated to match the preview image.
3) The Canadian T section database has been updated to report the correct
location of the centre of gravity.
4) ASTM WT sections database corrected to show sections with parallel flanges.
5) Section property descriptions updated.
J) Issues addressed in Advanced Slab Design
1) Advanced Slab Designer improved to operate with Surface objects as well as
collections of plate elements
11. What's New in STAAD.Pro 2006
Please refer to the document Revision_History_2006.txt located in this folder
(e.g. C:\SProV8i\STAAD)
(eof)
Last updated : 2011/09/16 14:58:00 ฉ 2011 Bentley Systems, Incorporated. Legal
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