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JavaScript must be enabled in order to use this site.
Please enable JavaScript in your browser and refresh the page.(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
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 TRACK 0 setting has been rationalised to reduce the amount of unnecessary data printed and making for a more compact report.
A) 37 The Advanced Analysis engine has been enhanced with an additional method to extract the dynamic modes using a Ritz Vector method.
A) 38 The AISC 360-05 and AISC 360-10 codes have both been updated to allow the output reports to be provided in the current length and force units, so can now be provided in metric and not just English units.
A) 39 The ACI 318 concrete design routines for T shaped beams was modified in the SS5 release to ensure that if the dimensions of the web and the moment on the section are such that a suitable area of bars can be determined (i.e. between Rhomax and Rhomin), then that arrangement is now reported.
A) 40 The AISC 360-05 and AISC 360-10 codes have been updated to support the design of wide flange sections with cover plates on the top and/or bottom flanges.
A) 41 The AISC 360-10 and AISC 360-05 design modules have been enhanced with an option to include the additional checks as per the corresponding AISC 341 specification ’Seismic Provisions for Structural Buildings’
A) 42 The dynamic analysis routines have been improved when creating the mass matrix that needs to be saved to disk after completing the eigensolution. With the V8i SS5 release this would result in the analysis aborting during this process due to an IO error.
A) 43 The AISC 360-10 TRACK 2 report has been updated to include the torsional modulus (Ixx) that is being used in the design. Also when wide flange sections are modified with cover plates on both the top and bottom, the values of torsional modulus (Ixx) and warping constant (Cw) are modified to enhance the torsional characteristics that the plates provide.
A) 44 The AISC 360 TRACK 2 output has been revised to indicate the units of the values being reported in the header with any that are not in those units having their own unit indicated in that section of the output.
A) 45 The analysis engine has been updated to ensure that if a list command such as DELETE or INACTIVE MEMBER with a FROM … TO … STEP … is defined such that (TO-FROM)/STEP is not an integer, then this is reported as an error.
A) 46 The Canadian steel design CSA S16-14 has been added to the range of available steel design codes.
A) 47 The output from an AISC 360 10 has been updated to correct the value of Azz that was being reported. However, the value that was being used in the calculations was correct.
A) 48 This is a note to confirm that AISC 360 clause H3-8, non-HSS sections subject to combined shear and torsional forces, was corrected in release 20.07.09.31, but not documented in that release. This accounts for members whose shear centre and centroid do not coincide, resulting in an torsional effect on the member.
A) 49 The design of angle sections to AISC 360-05 and AISC 360-10 has been improved. The report had previously inverted the values of IY and IZ displayed and the slenderness calculations had inverted the slenderness factors KY and KZ.
A) 50 The AISC 360 05 and 10 design routines have been enhanced with a new INT parameter which allows the selection of interaction checks H1-1 and H1-3, the default INT 0 performs exactly as per earlier releases of STAAD.Pro.
A) 51 The AISC 360-10 design of pipe and HSS round sections has been updated to better handle forces in orthogonal directions. These forces are now resolved into a single direction as recommended by the AISC committee and defined by Mr = sqrt(MY*MY + MZ*MZ) for use in equations such as H3-6.
A) 52 The IBC 2006/2009 response spectrum routines have been enhanced with the ability to include the torsional effects as done in the Indian IS 1893 code using the two parameters DEC and ECC to account for the difference between the centre of mass and the centre of rigidity.
A) 53 The IS 456 concrete design routine has been enhanced with a check on the value of Young’s modulus specified for the concrete which is reported if an inappropriate value is used. Previously a warning reported excessively high values >10,000 ksi. Now an additional test checks to prevent using a value of E <100 ksi.
A) 54 The analysis engine has been updated to improve the handling of Notional load cases which under certain conditions would cause the analysis engine to generate a run-time error.
A) 55 The analysis engine has been updated to include a new and wider set of properties for models that include the ASSIGN BEAM, COLUMN, CHANNEL or ANGLE specification to select a profile from the current database where that is appropriate.
A) 56 The EN 1993-1-1 steel design has corrected the calculation of the warping constant for channel sections. Previously this could generate negative values, although the correct magnitude, which when used would result in an incorrect utilization value which could be non-conservative or report as not a number, i.e. nan.
A) 57 The South African steel design code SANS0162-1:1993 has been updated to correct the design of T section profiles to ensure that the value of MR is calculated and MRZ as per section 13.5 and 13.6.
A) 58 The South African steel design SABS0162-1:1993 has been updated to ensure that the effective length factors KY and KZ are used in the determination of the compression capacity.
A) 59 The IS800:2007 design of web tapered members has been improved to ensure that if the section is subject to tension, the compression capacity is still calculated and reported correctly.
A) 60 The IS800:2007 steel design has been improved for members defined as truss members and web tapered where previously the slenderness ratio was reported as 0.0, this is now calculated and reported correctly.
A) 61 The IS800:2007 design of UPT sections has been improved taking into account the area specified in AX rather than determining the value from the section dimensions.
A) 62 The SNiP 2.23-81 Russian steel design code has been updated to ensure that the units of yield stress are correctly taken into account.
A) 63 The AISC 360 design routines have been modified to improve the design of Tee profiles to check for the condition of Iyc/Iy. For sections for which Iyc/Iy is between 0.1 and 0.9, then their interaction will be determined from clause H2 rather than H1.
A) 64 The Russian steel design code SNiP 2.23-81 has been updated to ensure that the stability check is not performed where it has a relative eccentricity >20 (i.e. mef > 20).
A) 65 The AISC 360 steel design modules have been enhanced with the implementation of clause E5, compression capacity of single angles. This calculates the slenderness from equations 16.1-35 and 16.1-36, rather than directly from K, L and r.
A) 66 The AISC 360 steel design modules have been modified to ensure that clause E4 is only used where b/t > 20.
A) 67 The design of steel profiles to the older Russian steel SNiP II-23-81 has been revised to be initialised by the command CODE RUSSIAN 1990 and the output heading revised to report 1990 rather than 1998.
A) 68 The Canadian steel design S16-09 has been updated with an improved algorithm to increase the speed the design process.
A) 69 The Indian steel design IS 800:2007 has been updated with an improved algorithm to increase the speed the design process.
A) 70 The value of Ix used for a tapered I section for an Australian steel design AS4100 is now calculated and reported. Previously this was set as 0.0 and thus resulted in a design ratio of infinity.
A) 71 Designs using the following codes:- AISC 360-10, AISC 360-05, IS800:2007, Canadian S16-09 and Canadian S16-14 now support the use of ENVELOPE definitions to determine load cases which will be used for serviceability checks and which will be used for strength checks when performing member designs. E.g.
Will perform a design for load cases 101 to 210 and 201 to 210 where load cases 101 to 110 will be considered for the strength checks and load cases and 201 to 210 will be used for serviceability checks.
A) 72 The old Eurocode concrete design based on the draft for development publication has been removed from the analysis engine. The current Eurocode 2 EN1992-1-1 design should be performed from the Concrete Mode.
A) 73 The AISC 360 steel design modules have been updated to ensure that for fabricated sections (i.e. STP 2), the design includes the check for clauses E7-7 to E7-9.
A) 74 The old Eurocode 3 Draft for Development design code has been archived as all designs should adopt the current EN1993-1-1 methods.
A) 75 The analysis engine has been updated to correct the section forces reported on members that have been loaded with a combination case of static and response spectrum cases. Also when using the command to create a combination of an earlier defined combination which was of an ABS or SRSS type.
A) 76 The analysis engine has been updated to support the assignment of a time history forcing function to a node group definition which previously would cause the analysis engine to crash.
A) 77 The one way floor loading command has been updated to ensure that it is included in a Reference Load Case, if the option INLCLINED is included, that option is accounted for in the load distribution.
A) 78 The Russian steel design code SP16 has been updated to ensure that the values of Mef and thus Phi_e are correctly calculated for all members in a design collection. Previously whilst the first member in the design would be correctly calculated, the second and subsequent members may not be correct.
A) 79 The Eurocode 3 steel design EN 1993-1-1 has been updated to ensure that it does not crash when set to using the French National Annex, NA4.
A) 80 The Russian steel design SP 16 has been updated to correct the design of double angle profiles to ensure that the correct area of the composite profile is used and correcting the the values of Hef and Bef which resulted in incorrect values for Lamda_UW.
A) 81 A new CB parameter has been added to the Canadian steel design modules S16-09 and S16-14 to allow a user specified value of Omega2 as was supported in the earlier S16-01 design code.
A) 82 (The IS 800:2007 LSD and WSD have bee
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STAAD.Pro V8i Lectures STAAD.Pro V8i Manual 2014 Structural Modeler Tutorial - 2011 Student Steel Bridge Competition Steel Canopy Modeling in STAAD Pro Technical and Reference Manual for STAAD.Pro The Complete STAAD Pro Course for Structural Engineers (Part I) The Complete STAAD Pro Course for Structural Engineers (Part II). STAAD.Pro V8i (SELECTseries 4) Technical Reference Manual.
*Staad Pro V8i Ss6 Technical Reference Manual Diagram
*Staad Pro V8i Ss6 Technical Reference Manual User
*Staad Pro V8i Ss6 Technical Reference Manual Download
*Staad Pro V8i Ss6 Technical Reference Manual R12
JavaScript must be enabled in order to use this site.
Please enable JavaScript in your browser and refresh the page.(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
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 TRACK 0 setting has been rationalised to reduce the amount of unnecessary data printed and making for a more compact report.
A) 37 The Advanced Analysis engine has been enhanced with an additional method to extract the dynamic modes using a Ritz Vector method.
A) 38 The AISC 360-05 and AISC 360-10 codes have both been updated to allow the output reports to be provided in the current length and force units, so can now be provided in metric and not just English units.
A) 39 The ACI 318 concrete design routines for T shaped beams was modified in the SS5 release to ensure that if the dimensions of the web and the moment on the section are such that a suitable area of bars can be determined (i.e. between Rhomax and Rhomin), then that arrangement is now reported.
A) 40 The AISC 360-05 and AISC 360-10 codes have been updated to support the design of wide flange sections with cover plates on the top and/or bottom flanges.
A) 41 The AISC 360-10 and AISC 360-05 design modules have been enhanced with an option to include the additional checks as per the corresponding AISC 341 specification ’Seismic Provisions for Structural Buildings’
A) 42 The dynamic analysis routines have been improved when creating the mass matrix that needs to be saved to disk after completing the eigensolution. With the V8i SS5 release this would result in the analysis aborting during this process due to an IO error.
A) 43 The AISC 360-10 TRACK 2 report has been updated to include the torsional modulus (Ixx) that is being used in the design. Also when wide flange sections are modified with cover plates on both the top and bottom, the values of torsional modulus (Ixx) and warping constant (Cw) are modified to enhance the torsional characteristics that the plates provide.
A) 44 The AISC 360 TRACK 2 output has been revised to indicate the units of the values being reported in the header with any that are not in those units having their own unit indicated in that section of the output.
A) 45 The analysis engine has been updated to ensure that if a list command such as DELETE or INACTIVE MEMBER with a FROM … TO … STEP … is defined such that (TO-FROM)/STEP is not an integer, then this is reported as an error.
A) 46 The Canadian steel design CSA S16-14 has been added to the range of available steel design codes.
A) 47 The output from an AISC 360 10 has been updated to correct the value of Azz that was being reported. However, the value that was being used in the calculations was correct.
A) 48 This is a note to confirm that AISC 360 clause H3-8, non-HSS sections subject to combined shear and torsional forces, was corrected in release 20.07.09.31, but not documented in that release. This accounts for members whose shear centre and centroid do not coincide, resulting in an torsional effect on the member.
A) 49 The design of angle sections to AISC 360-05 and AISC 360-10 has been improved. The report had previously inverted the values of IY and IZ displayed and the slenderness calculations had inverted the slenderness factors KY and KZ.
A) 50 The AISC 360 05 and 10 design routines have been enhanced with a new INT parameter which allows the selection of interaction checks H1-1 and H1-3, the default INT 0 performs exactly as per earlier releases of STAAD.Pro.
A) 51 The AISC 360-10 design of pipe and HSS round sections has been updated to better handle forces in orthogonal directions. These forces are now resolved into a single direction as recommended by the AISC committee and defined by Mr = sqrt(MY*MY + MZ*MZ) for use in equations such as H3-6.
A) 52 The IBC 2006/2009 response spectrum routines have been enhanced with the ability to include the torsional effects as done in the Indian IS 1893 code using the two parameters DEC and ECC to account for the difference between the centre of mass and the centre of rigidity.
A) 53 The IS 456 concrete design routine has been enhanced with a check on the value of Young’s modulus specified for the concrete which is reported if an inappropriate value is used. Previously a warning reported excessively high values >10,000 ksi. Now an additional test checks to prevent using a value of E <100 ksi.
A) 54 The analysis engine has been updated to improve the handling of Notional load cases which under certain conditions would cause the analysis engine to generate a run-time error.
A) 55 The analysis engine has been updated to include a new and wider set of properties for models that include the ASSIGN BEAM, COLUMN, CHANNEL or ANGLE specification to select a profile from the current database where that is appropriate.
A) 56 The EN 1993-1-1 steel design has corrected the calculation of the warping constant for channel sections. Previously this could generate negative values, although the correct magnitude, which when used would result in an incorrect utilization value which could be non-conservative or report as not a number, i.e. nan.
A) 57 The South African steel design code SANS0162-1:1993 has been updated to correct the design of T section profiles to ensure that the value of MR is calculated and MRZ as per section 13.5 and 13.6.
A) 58 The South African steel design SABS0162-1:1993 has been updated to ensure that the effective length factors KY and KZ are used in the determination of the compression capacity.
A) 59 The IS800:2007 design of web tapered members has been improved to ensure that if the section is subject to tension, the compression capacity is still calculated and reported correctly.
A) 60 The IS800:2007 steel design has been improved for members defined as truss members and web tapered where previously the slenderness ratio was reported as 0.0, this is now calculated and reported correctly.
A) 61 The IS800:2007 design of UPT sections has been improved taking into account the area specified in AX rather than determining the value from the section dimensions.
A) 62 The SNiP 2.23-81 Russian steel design code has been updated to ensure that the units of yield stress are correctly taken into account.
A) 63 The AISC 360 design routines have been modified to improve the design of Tee profiles to check for the condition of Iyc/Iy. For sections for which Iyc/Iy is between 0.1 and 0.9, then their interaction will be determined from clause H2 rather than H1.
A) 64 The Russian steel design code SNiP 2.23-81 has been updated to ensure that the stability check is not performed where it has a relative eccentricity >20 (i.e. mef > 20).
A) 65 The AISC 360 steel design modules have been enhanced with the implementation of clause E5, compression capacity of single angles. This calculates the slenderness from equations 16.1-35 and 16.1-36, rather than directly from K, L and r.
A) 66 The AISC 360 steel design modules have been modified to ensure that clause E4 is only used where b/t > 20.
A) 67 The design of steel profiles to the older Russian steel SNiP II-23-81 has been revised to be initialised by the command CODE RUSSIAN 1990 and the output heading revised to report 1990 rather than 1998.
A) 68 The Canadian steel design S16-09 has been updated with an improved algorithm to increase the speed the design process.
A) 69 The Indian steel design IS 800:2007 has been updated with an improved algorithm to increase the speed the design process.
A) 70 The value of Ix used for a tapered I section for an Australian steel design AS4100 is now calculated and reported. Previously this was set as 0.0 and thus resulted in a design ratio of infinity.
A) 71 Designs using the following codes:- AISC 360-10, AISC 360-05, IS800:2007, Canadian S16-09 and Canadian S16-14 now support the use of ENVELOPE definitions to determine load cases which will be used for serviceability checks and which will be used for strength checks when performing member designs. E.g.
Will perform a design for load cases 101 to 210 and 201 to 210 where load cases 101 to 110 will be considered for the strength checks and load cases and 201 to 210 will be used for serviceability checks.
A) 72 The old Eurocode concrete design based on the draft for development publication has been removed from the analysis engine. The current Eurocode 2 EN1992-1-1 design should be performed from the Concrete Mode.
A) 73 The AISC 360 steel design modules have been updated to ensure that for fabricated sections (i.e. STP 2), the design includes the check for clauses E7-7 to E7-9.
A) 74 The old Eurocode 3 Draft for Development design code has been archived as all designs should adopt the current EN1993-1-1 methods.
A) 75 The analysis engine has been updated to correct the section forces reported on members that have been loaded with a combination case of static and response spectrum cases. Also when using the command to create a combination of an earlier defined combination which was of an ABS or SRSS type.
A) 76 The analysis engine has been updated to support the assignment of a time history forcing function to a node group definition which previously would cause the analysis engine to crash.
A) 77 The one way floor loading command has been updated to ensure that it is included in a Reference Load Case, if the option INLCLINED is included, that option is accounted for in the load distribution.
A) 78 The Russian steel design code SP16 has been updated to ensure that the values of Mef and thus Phi_e are correctly calculated for all members in a design collection. Previously whilst the first member in the design would be correctly calculated, the second and subsequent members may not be correct.
A) 79 The Eurocode 3 steel design EN 1993-1-1 has been updated to ensure that it does not crash when set to using the French National Annex, NA4.
A) 80 The Russian steel design SP 16 has been updated to correct the design of double angle profiles to ensure that the correct area of the composite profile is used and correcting the the values of Hef and Bef which resulted in incorrect values for Lamda_UW.
A) 81 A new CB parameter has been added to the Canadian steel design modules S16-09 and S16-14 to allow a user specified value of Omega2 as was supported in the earlier S16-01 design code.
A) 82 (The IS 800:2007 LSD and WSD have bee
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