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(A) Issues addressed in the Analysis/Design engine (100)

A) 01 The calculation to determine the natural torsion for rigid floor diaphragms with the IS 1893 response spectrum analysis has been corrected. The effect was being calculated based on values of alpha and delta and about the centre of rigidity, instead of using factors of (alpha-1) and (beta-1) and applying the force about the centre of mass. This resulted in over estimating the torsional forces and thus conservative results.

A) 02 The calculation to determine the natural torsion for rigid floor diaphragms with the seismic equivalent static method for IS 1893 has been corrected. The effect was being calculated based on values of alpha and delta and about the centre of rigidity, instead of using factors of (alpha-1) and (beta-1) and applying the force about the centre of mass. This resulted in over estimating the torsional forces and thus conservative results.

A) 03 The IS 1893 seismic load generation has been updated to ensure that the details of the applied moments about origin due to seismic load are reported correctly with the presence of rigid diaphragm as the torsion increases the moment (i.e. MY). Even though this increase in moment is considered in analysis, this was not considered while reporting the moment MY about origin.

A) 04 The RIGID DIAPHRAGM was corrected in the SS5 release to ensure that when this was used with a CHANGE command, the additional results were not getting added correctly. It was subsequently found that under certain circumstances this correction was not being implemented. This loophole has been corrected.

A) 05 The IS 1893 Response Spectrum analysis specification has been corrected to include the natural / inherent torsion, generated due to the difference between CM and CR when dynamic loading is acting along Z direction, which was not getting added to the original load vector.

A) 06 The Eurocode EN 1993-1-1 steel design routines for calculating the properties of Class 4 slender, Tee sections has been corrected to ensure that when multiple such sections are designed the second and subsequent sections used the appropriate section properties.

A) 07 The ASME NF 3000 2004 code has been updated to correct design of single angles that have been collated in a group.

A) 08 The AISC 360-05 and AISC 360-10 design codes have been updated to correct the design of Tee sections ensuring that the value of Cy is calculated correctly.

A) 09 The analysis engine has been updated to ensure that when processing a PMEMBER command which includes a list of non existent members (say 1 TO 1000, where only 1 and 1000 have actually been defined), only the members that actually exist will be assigned as part of the PMEMBER. Previously an assignment list of 1 TO 1000 would represent 1000 segment parts to the PMEMEBER and thus reported as an error.

A) 10 The Russian steel design modules have been updated to ensure that all necessary variable are correctly initialised which was causing the design to crash.

A) 11 The analysis has been updated for loading on models with physical members. If a concentrated force is applied to a PMEMBER specified with an eccentricity using the D2 parameter, then the eccentricity is included in the analysis.

A) 12 A new test has been introduced in the analysis when analysing a model with the IS 1893 seismic specification to ensure that the base dimension is not zero (such as with a simple single line stick model representing a chimney or tower) and the commands includes the ST parameter. This would result in a divide by zero error, thus a warning message is reported and the analysis halted.

A) 13 The design of sections to EN 1993-1-1 that have been classified as class 3 and subject to high shear loading have been updated to ensure that the interaction ratio reported is based on the reduced bending capacity.

A) 14 The Russian steel design modules have been updated for checking when Mef>30 and a correction introduced for the value of PhiB Apowersoft free online screen recorder espanol.

A) 15 The principal that when working with dynamic load cases, the mass matrix is determined from the first dynamic load case. This was inadvertently changed in the SS5 release and has been reverted to the original philosophy and now an additional NOTE is included in the output file to indicate the load case from which the mass matrix has been determined.

A) 16 The provision of RIGID FLOOR DIAPHRAGM was not allowed for when including compression/tension only support springs, elastic and plate mat foundations. The addition of nodes for the rigid diaphragm was not being accounted for and would result in an error in the analysis. This has now been addressed.

A) 17 The BS5950 steel design module has been updated to ensure that composite members are excluded from the design as these are outside the scope of the design module.

A) 18 The AISC 360 design of tube sections has been updated to ensure that if the torsional modulus C has not been provided, then it should use C = 2(B-tw)(H-tf)t - 4.5(4-pi)t^3. However the calculation was not including the wall thickness and hence over estimated the torsional modulus.

A) 19 A new SET option has been added to improve the ability for floor loads to be defined on inclined surfaces. SET FLOOR ANGLE TOLERANCE (which has a default of 0.01 degrees) can be used to determine the selection of nodes that will be included in a FLOOR LOAD command.

A) 20 The ACI 318 concrete design routines for plate elements have been updated to ensure that only the required steel as per clause 7.12.2.1 is provided.

A) 21 The South African steel design SABS0162-1:1993 output has been updated to ensure that the header for a TRACK 2 output is only printed once.

A) 22 The ACI 318-11 concrete column design routine has been updated to include the moment magnification method as outlined in clause 10.10.5

A) 23 The Eurocode design has been updated to include additional SGR parameter options to cover all 32 steel grades and updated Table 6.1 and 6.2 to define appropriate buckling curves.

A) 24 The AIJ steel design code has been update to allow a reduced effective section modulus determined from the flanges only to be used in the design of wide flange and channel sections.

A) 25 The advanced analysis engine has been completely reformatted with new routines to provide even faster methods to build and solve the stiffness matrix.

A) 26 The AS 4100 steel design routine has been updated to ensure that tapered wide flange sections are correctly handled.

A) 27 The track 1 output for an EN 1993-1-1 design has been updated to remove an unnecessary blank line in the header which will help readability and consistency with other similar design code headers.

A) 28 The ACI 318-11 concrete design routines have been added. The fundamentals remain consistent with the previous 318-08 code, but include the addition of the moment magnification method.

A) 29 The South African standard SANS 0162-1:2011 has been added to STAAD.Pro for the design of steel members.

A) 30 The Japanese Steel design codes AIJ 2002 and AIJ 2005 have been enhanced with an additional option on the Von Mises checks to perform the check, but exclude the torsion stresses which is required by various plant deign specifications.

A) 31 The detailed output from an AISC 360-10 design has been updated such that if the LTB checks are not appropriate to the design, the values of Lb, Lp and Lr will not be included in the report.

A) 32 The Japanese steel design code AIJ 2002 has been enhanced with an additional parameter 'YNG' which allows the calculation of fb (eqn 5.8) to change from fb =8900/(Lb*h/Af)(the default method) to fb=0.433*E/(Lb*h/Af), where E is taken as the defined value of Young's Modulus as published by the JSME Eqn SSB-1.10.

A) 33 The AISC 360-10 and AISC 360-05 design codes have been enhanced to support the design of members with tapered flanges.

A) 34 The seismic load routines have been supplemented with the specification for IBC 2012 / ASCE 2010.

A) 35 The AISC 360-10 design report has been updated to give the exact equation for each category of PhiPn.

A) 36 The AISC 360-10 summary output for a

Staad Pro V8i Ss6 Technical Reference Manual