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How do I download the STAAD.Pro manuals in.pdf format? Log in to connect.bentley.com, scroll down the page and go to software downloads section and make the selections as shown below. STAAD Pro V8i selected series 6 (SS6) As a civil engineer it is very important to learn about applications relevant to some civil engineering department. Here I’ll discuss downloading and installing STAAD Pro V8i software. Windows Free download version of STAAD.Pro V8i app. For STAAD Pro V8i standalone setup is complete offline installer.
*STEPS TO INSTALL STAAD.PRO v8i SOFTWARE AND ACTIVATION Prerequisite for installation of Staad.Pro software: 1. Log in as an administrator. Internet connection is mandatory while installation to access the Bentley server and verify the activation key 3. The OS should be minimum WIN XP and above.
*Right-click on stpst20071064en.exe, the installer for STAAD.Pro and select the option “Run as administrator” to start the installation process. Click the Install button on the opening screen. Please uncheck the box “Install companion products StrucLink & PipeLink” if you are not planning to use these modules.
Please enable JavaScript in your browser and refresh the page.(A) Issues addressed in the Analysis/Design engine (90)
A) 01 The output file has been updated to include the number of combination cases in the Problem Statics section after an analysis has been performed.
A) 02 The section properties reported in the output file for members which have been modified with a reduction command (typically rectangular concrete profiles) now account for the reduction in the values reported.
A) 03 The EN1993-1-1 design module has been updated to correctly handle Tee section profiles that have been defined as TRUSS (hence have no end moments), which was causing an error when calculating the end bending stresses.
A) 04 The FEMA 356 Pushover analysis has been updated to support a selection of a mode shape, with a MODE SELECT (n) command, which may include the required 75% of mass participation. Note that a CUT OFF MODE command may be needed to include details ot the required mode shape. Previously only the first mode would be considered and if this did not include the requisite mass participation, the analysis would end.
A) 05 The IBC 2006 seismic load has been updated to correct a recent issue where the moments due to the ACCIDENTAL setting were not getting calculated. Note this was shown in the output report as zero.
A) 06 The IS 800:1984 design code has been updated to check for a stiffened element as per clause 3.5.2.1(b). Also if a wide flange has an additional cover plate, there are checks for whether plate width is the same as the flange width and if it is greater, check for (bp-2*b1)/tp.
A) 07 The PRINT MEMBER PROPERTIES command has updated to ensure that the name reported in the output file for User Table sections is listed as UP rather than ST.
A) 08 The Eurocode design module EN1993-1-1 has been updated to address an issue when considering torsion. When TOR 2 option was specified, the value of the torsional moment being used when multiple load cases were specified in the LOAD LIST was being incorrectly initialized. This has been fixed so that the value of total torsion is initialized correctly.
A) 09 The command PRINT MEMBER STRESSES has been updated to ensure that the direction of peak combined axial and bending stress so that when stresses for combinations are reported for unsymmetrical sections such as Tee sections, they are accounted for correctly.
A) 10 The cable analysis routines have been updated to correctly account for the behaviour of cables entities that are exactly vertical.
A) 11 The analysis engine has been updated to support processing an Abort request if the button is pressed whilst the analysis is processing section forces or the displacement file.
A) 12 The pushover analysis has been updated to allow HSSP sections to be recognised and used as bracing members.
A) 13 The analysis for tension or compression only members has been improved by including the effects of self weight in the loading steps. Previously it was including the effects of strain and temperature, but without the self weight contribution, which could introduce an effect of the force for which the member was not intended to support. Additionally the AISC 360-10 steel design has been updated to ensure that the slenderness calculation takes the average of axial force at either end of the member. Previously it would take the axial force from the start of the member only.
A) 14 The analysis method for handling a response spectrum with SIGN and DOMINANT parameters has been updated to correctly account for these as per the technical reference 5.32.10.1.1.
A) 15 The analysis engine has been updated to support the inclusion of UNIT commands with a load case definition.
A) 16 The Canadian steel design module S16-01 has been updated to correct the flexural torsional buckling capacity which required the solution of a cubic that was getting calculated incorrectly and thus indicating a difference to the results of the S16-09 design which was being performed correctly. Additionally, the calculation of Ce for members subjected to combined action of axial compression and bending has been updated which should not include the K factor which was done previously.
A) 17 The analysis routines have been updated to include an additional test for the density defined for a material. If this exceeds 10x the density of steel a note is posted in the output file informing the user of what would normally indicate an incorrectly entered value.
A) 18 The IS1893 seismic analysis has been improved. A problem was noted where the statics check did not match the reported base shear. The issue was in printing LOAD DATA information in the output file which did not include all the some floor levels. This was caused while processing seismic data the floor levels are identified as the height (or Y-coordinates) of the joints where masses are assigned. If any joint on a particular floor level did not have any mass assigned to it the entire floor level is ignored. This resulted in some of the masses being ignored. However during load vector generation the program correctly incorporates all masses within analysis. Thus STATIC CHECK prints the correct data. Thus there is mismatch in PRINT LOAD data info and STATIC CHECK info. The program now checks all the joints present at a particular floor level to see if any mass is assigned or not without completely ignoring any floor level.
A) 19 The pushover analysis has been improved to ensure that the loading condition determined by the pushover specification is created and can be analysed. Under certain conditions the loading definition would cause the analysis to crash.
A) 20 The IS 13920 Indian concrete design module has been updated to ensure that a warning of excessive reinforcement (i.e. greater than 2.5%) is not reported when the actual reinforcement is less than this.
A) 21 The concrete design module to the Mexican concrete code has been updated to address an issue that occurred when attempting to perform a design with a LOAD LIST command to limit the load cases to include in the design. This would result in the design process to crash.
A) 22 The analysis routines have been updated to include any property reduction factor assigned, in the calculations of section displacement and moment calculations.
A) 23 The AISC 360-10 design for torsion to DG9 has been corrected which was previously incorrectly using the member sequence number as the member reference number.
A) 24 The AISC 360-10 steel design where torsion checks are included has been updated to account for situations where members listed for design were not being reported. The results reported on those members were correct, but not of the requested list.
A) 25 The NORSOK steel design module has been updated to clarify the critical clause when Eqn 6.15 is governing. This may be in fact a result of Eqn 6.44 and if so, that is now reported.
A) 25 ’The AISC 360-10 design for single angles has been updated to address slenderness calculations. During the slenderness checks, where both compressive and tensile cases existed, the check would be determined by the compressive cases. Also, it was failing to ensure that the check was being performed on serviceability cases.
A) 26 The Canadian steel design modules have been updated to ensure that the S16-01 code is used where specified. Where multiple parameter blocks and code checks are performed, a second or subsequent S16-01 would revet to the new S16-09 design. Additionally the design of double channels has been improved to ensure that the plastic properties are used.
A) 27 The AISC 360-10 detail output has been updated to ensure that the values of lambda-p is correctly displayed for the section classification. Note that the correct value was being used in the calculations.
A) 28 The Eurocode concrete design is no longer supported in the batch design. To perform a Eurocode concrete design, the EN1992-1-1 module in the Concrete Mode should be used.
A) 29 The analysis engine has been updated to better handle reporting the stresses in channel sections for combination cases where the peak stresses in one case are axial and another is bending.
A) 30 The output details for the Eurocode steel design module EN1993-1-1 has been updated to ensure that if the parameter CAN is set to 1, then the load case reported in the output is displayed.
A) 31 The design of members to the NF design codes has been updated to ensure that the sign of the axial force in members being design ins considered. Previously the magnitude of the axial force was being used for both compression and tension checks.
A) 32 The Eurocode EN1993-1-1 steel design routines have been updated to better account for torsion requirements. Previously, if any load case being considered in the design introduces torsion stresses, the section capacity would be reduced for all load cases giving conservative design results. Now, the default is that only the load cases which have torsion will have reduced capacity, All other cases will be designed for their full capacity unless stipulated with the TOR parameter.
A) 33 The analysis process has been updated to provide a warning and guidance if the STAAD file contains the definition of a floor diaphragm after a wind definition. Internally this causes the analysis a problem and thus will now terminate the analysis with instructions on how to address the issue.
A) 34 The design of concrete beams to IS456 has been updated to improve the checks for shear reinforcement requirements at a distance D (the effective depth) from the member ends.
A) 35 The design of concrete columns to the Indian design code IS456 has been updated to remove an unnecessary duplicate warning when iterating to find the neutral axis.
A) 36 ’The IS1893 Part 4 seismic calculations have been updated to correct an issue for type 2 industrial structures. For these if ST = 1 it indicates Category 1 for which seismic force should be doubled. In that case Ah = (Z/2 * I/R * Sa/g ) * 2. However previously this was not implemented. ’
A) 37 The AISC 360-10 steel design routine has had a major update to improve the performance and perform designs in a substantially faster way.
A) 38 The stresses reported in the output file for User Table Wide Flange sections has been updated to support the conditions where the flanges are defined with different dimensions.
A) 39 The Eurocode steel design routines have been updated to improve the design of a General Section that has been indicated that it should be considered as an I section. The shear area for such a section was being incorrectly calculated and hence the high shear reduction factor ’rho’ was incorrect. This has been addressed so that the shear area as well as the factor ’rho’ are now calculated correctly.
A) 40 A new design code has been added to the Russian SP 16.13330.2011 specification. This is licensed with the ECC Super Code.
A) 41 The analysis engine has been updated to address the assignments of offsets on PMEMBER definitions to correctly account for the current unit specification.
A) 42 The Direct Analysis method has been updated to insure that tau-b is calculated for cases in which the loading and displacements are small resulting in minimal second order p-delta effects.
A) 43 The output for the command PRINT MEMBER FORCES, which reports forces at sections defined by the command SECTION, has been updated to report a warning if no sections have been defined for members in the list.
A) 44 The AS 4100 Australian steel design routine was updated to improve the automatic calculation of ALB (if not directly specified) for pipe sections defined from a user table resulting in a potential difference in compression capacity. (This was included in SS5, but not documented)
A) 45 The AS 4100 Australian steel design routine was updated to improve the shear capacities for pipe sections from a user table. (This was included in SS5, but not documented)
A) 46 The As 4100 Australian steel design has been updated to improve the calculation of Miz, Miy, Moz and Moy for pipe sections from a user table. (This was included in SS5, but not documented)
A) 47 Some very large models cannot be analysed using the Advanced Analysis engine if the matrix formulation exceeds the amount of memory including virtual memory available. If this limit is reached a warning message is displayed in the output file.
A) 48 This is just a note to confirm that the AISC 360-10 will not work on Windows XP due to a Microsoft component that is not available on this platform.
A) 49 The method used with the IMR parameter in the Response Spectrum definition has been updated to improve capturing details of the mode shapes requested in the load cases specified (STARTCASE). The method that calculated the member end forces and reactions only included the details of the last IMR case for each spectrum command. The applied loads and displacements were OK however. REPEAT LOADS would fully work but LOAD COMB would not combine details of the results such as member forces and reactions.
A) 50 The Indian concrete design IS456 has been updated to ensure that messages reported in the output file are marked with a suitable Warning or Note status.
A) 51 The Indian concrete design modules IS 13920 and IS456 have been updated to improve the method used to determine the support conditions which was failing to find supports in order to create the design entity when using the COMBINE parameter.
A) 52 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of NSF is entered.
A) 53 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of KZ is entered.
A) 54 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of KY is entered.
A) 55 The Indian shear wall design module to IS 456 has been updated to improve the method used to obtain the shear forces used in the design which was previously resulting is grossly over designed reinforcement.
A) 56 The processing of member concentrated moment loads has been improved. Previously these loads could have resulted in a failure of the analysis.
A) 57 The processing of seismic weights has been updated to allow the definition to use only a small fraction of the actual weight that would accrue from considering the structure self weight.
A) 58 The AISC 360-10 design routine has been updated to ensure that if Cb is entered then this value is used and that the critical section is reported in a detailed report.
A) 59 The Canadian steel design code S16-09 has been updated to improve the slenderness calculations to ensure that the axial force and direction of force are considered correctly.
A) 60 The routine used in STAAD.Pro to determine floor and snow load distributions have been improved in order to determine the plane of loading which occasionally used to fail and thus return no loading for floor or snow load commands.
A) 61 The method for calculating the section modulus of user table wide flange sections has been updated to address a recent change that allowed different sized flanges to be defined which results in an offset location for the centroid which was previously not being accounted for.
A) 62 The Indian concrete design routines for the IS 13920 code has been updated to ensure that the correct confinement reinforcement is reported. Previously this could have been reported oversized.
A) 63 The analysis processing of seismic joint weights has been enhanced to allow the use of node groups in the joint weight specification.
A) 64 The creation of T sections from wide flange sections defined in the database relies on the definition of Ct, the distance from the top flange to the centroid for the T section to be defined in the database. This filed has been added to tables where they were previously missing.
A) 65 The Indian concrete beam design to IS 13920 has been updated to address the situation where two members have been combined with the COMBINE parameter and the forces results in the second part requires more reinforcement than can be provided. Previously there was a printing issue which reported the requirements of the first part in both members.
A) 66 The analysis engine has been updated to better handle incorrectly specified INACTIVE MEMBER commands following an analysis specification, but does not have the required CHANGE command and display a suitable warning and will internally include the command. However, the correct procedure should be to include the command. Also if an INACTIVE MEMBER command is specified after load case definitions that follow an analysis specification, the analysis engine will report this error too.
A) 67 The analysis engine has been updated to ensure that it can handle both SET WARN and SET WARP commands. Note these both use the same same first 3 characters, thus require all 4 characters to be used in order to use the command. See the Technical Reference manual section 5.5 for more information on use of the SET commands.
A) 68 The analysis results for a combination that includes a both standard static and response spectrum cases has been enhanced. Previously the results of a response spectrum would only generate positive results and end two would be inverted resulting in odd results for end two of a member. However, now using the SIGNED option for a response spectrum definition , in which the results are signed based on a mode shape, then the results for a combination with static cases are consistent.Bentley Staad
https://diarynote.indered.space
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*Bentley Staad Pro V8i Installation Guide Download
*Staad Pro V8i Torrent
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*Bentley Staad Pro V8i Installation Guide Pdf
*Staad Pro Software Price
How do I download the STAAD.Pro manuals in.pdf format? Log in to connect.bentley.com, scroll down the page and go to software downloads section and make the selections as shown below. STAAD Pro V8i selected series 6 (SS6) As a civil engineer it is very important to learn about applications relevant to some civil engineering department. Here I’ll discuss downloading and installing STAAD Pro V8i software. Windows Free download version of STAAD.Pro V8i app. For STAAD Pro V8i standalone setup is complete offline installer.
*STEPS TO INSTALL STAAD.PRO v8i SOFTWARE AND ACTIVATION Prerequisite for installation of Staad.Pro software: 1. Log in as an administrator. Internet connection is mandatory while installation to access the Bentley server and verify the activation key 3. The OS should be minimum WIN XP and above.
*Right-click on stpst20071064en.exe, the installer for STAAD.Pro and select the option “Run as administrator” to start the installation process. Click the Install button on the opening screen. Please uncheck the box “Install companion products StrucLink & PipeLink” if you are not planning to use these modules.
Please enable JavaScript in your browser and refresh the page.(A) Issues addressed in the Analysis/Design engine (90)
A) 01 The output file has been updated to include the number of combination cases in the Problem Statics section after an analysis has been performed.
A) 02 The section properties reported in the output file for members which have been modified with a reduction command (typically rectangular concrete profiles) now account for the reduction in the values reported.
A) 03 The EN1993-1-1 design module has been updated to correctly handle Tee section profiles that have been defined as TRUSS (hence have no end moments), which was causing an error when calculating the end bending stresses.
A) 04 The FEMA 356 Pushover analysis has been updated to support a selection of a mode shape, with a MODE SELECT (n) command, which may include the required 75% of mass participation. Note that a CUT OFF MODE command may be needed to include details ot the required mode shape. Previously only the first mode would be considered and if this did not include the requisite mass participation, the analysis would end.
A) 05 The IBC 2006 seismic load has been updated to correct a recent issue where the moments due to the ACCIDENTAL setting were not getting calculated. Note this was shown in the output report as zero.
A) 06 The IS 800:1984 design code has been updated to check for a stiffened element as per clause 3.5.2.1(b). Also if a wide flange has an additional cover plate, there are checks for whether plate width is the same as the flange width and if it is greater, check for (bp-2*b1)/tp.
A) 07 The PRINT MEMBER PROPERTIES command has updated to ensure that the name reported in the output file for User Table sections is listed as UP rather than ST.
A) 08 The Eurocode design module EN1993-1-1 has been updated to address an issue when considering torsion. When TOR 2 option was specified, the value of the torsional moment being used when multiple load cases were specified in the LOAD LIST was being incorrectly initialized. This has been fixed so that the value of total torsion is initialized correctly.
A) 09 The command PRINT MEMBER STRESSES has been updated to ensure that the direction of peak combined axial and bending stress so that when stresses for combinations are reported for unsymmetrical sections such as Tee sections, they are accounted for correctly.
A) 10 The cable analysis routines have been updated to correctly account for the behaviour of cables entities that are exactly vertical.
A) 11 The analysis engine has been updated to support processing an Abort request if the button is pressed whilst the analysis is processing section forces or the displacement file.
A) 12 The pushover analysis has been updated to allow HSSP sections to be recognised and used as bracing members.
A) 13 The analysis for tension or compression only members has been improved by including the effects of self weight in the loading steps. Previously it was including the effects of strain and temperature, but without the self weight contribution, which could introduce an effect of the force for which the member was not intended to support. Additionally the AISC 360-10 steel design has been updated to ensure that the slenderness calculation takes the average of axial force at either end of the member. Previously it would take the axial force from the start of the member only.
A) 14 The analysis method for handling a response spectrum with SIGN and DOMINANT parameters has been updated to correctly account for these as per the technical reference 5.32.10.1.1.
A) 15 The analysis engine has been updated to support the inclusion of UNIT commands with a load case definition.
A) 16 The Canadian steel design module S16-01 has been updated to correct the flexural torsional buckling capacity which required the solution of a cubic that was getting calculated incorrectly and thus indicating a difference to the results of the S16-09 design which was being performed correctly. Additionally, the calculation of Ce for members subjected to combined action of axial compression and bending has been updated which should not include the K factor which was done previously.
A) 17 The analysis routines have been updated to include an additional test for the density defined for a material. If this exceeds 10x the density of steel a note is posted in the output file informing the user of what would normally indicate an incorrectly entered value.
A) 18 The IS1893 seismic analysis has been improved. A problem was noted where the statics check did not match the reported base shear. The issue was in printing LOAD DATA information in the output file which did not include all the some floor levels. This was caused while processing seismic data the floor levels are identified as the height (or Y-coordinates) of the joints where masses are assigned. If any joint on a particular floor level did not have any mass assigned to it the entire floor level is ignored. This resulted in some of the masses being ignored. However during load vector generation the program correctly incorporates all masses within analysis. Thus STATIC CHECK prints the correct data. Thus there is mismatch in PRINT LOAD data info and STATIC CHECK info. The program now checks all the joints present at a particular floor level to see if any mass is assigned or not without completely ignoring any floor level.
A) 19 The pushover analysis has been improved to ensure that the loading condition determined by the pushover specification is created and can be analysed. Under certain conditions the loading definition would cause the analysis to crash.
A) 20 The IS 13920 Indian concrete design module has been updated to ensure that a warning of excessive reinforcement (i.e. greater than 2.5%) is not reported when the actual reinforcement is less than this.
A) 21 The concrete design module to the Mexican concrete code has been updated to address an issue that occurred when attempting to perform a design with a LOAD LIST command to limit the load cases to include in the design. This would result in the design process to crash.
A) 22 The analysis routines have been updated to include any property reduction factor assigned, in the calculations of section displacement and moment calculations.
A) 23 The AISC 360-10 design for torsion to DG9 has been corrected which was previously incorrectly using the member sequence number as the member reference number.
A) 24 The AISC 360-10 steel design where torsion checks are included has been updated to account for situations where members listed for design were not being reported. The results reported on those members were correct, but not of the requested list.
A) 25 The NORSOK steel design module has been updated to clarify the critical clause when Eqn 6.15 is governing. This may be in fact a result of Eqn 6.44 and if so, that is now reported.
A) 25 ’The AISC 360-10 design for single angles has been updated to address slenderness calculations. During the slenderness checks, where both compressive and tensile cases existed, the check would be determined by the compressive cases. Also, it was failing to ensure that the check was being performed on serviceability cases.
A) 26 The Canadian steel design modules have been updated to ensure that the S16-01 code is used where specified. Where multiple parameter blocks and code checks are performed, a second or subsequent S16-01 would revet to the new S16-09 design. Additionally the design of double channels has been improved to ensure that the plastic properties are used.
A) 27 The AISC 360-10 detail output has been updated to ensure that the values of lambda-p is correctly displayed for the section classification. Note that the correct value was being used in the calculations.
A) 28 The Eurocode concrete design is no longer supported in the batch design. To perform a Eurocode concrete design, the EN1992-1-1 module in the Concrete Mode should be used.
A) 29 The analysis engine has been updated to better handle reporting the stresses in channel sections for combination cases where the peak stresses in one case are axial and another is bending.
A) 30 The output details for the Eurocode steel design module EN1993-1-1 has been updated to ensure that if the parameter CAN is set to 1, then the load case reported in the output is displayed.
A) 31 The design of members to the NF design codes has been updated to ensure that the sign of the axial force in members being design ins considered. Previously the magnitude of the axial force was being used for both compression and tension checks.
A) 32 The Eurocode EN1993-1-1 steel design routines have been updated to better account for torsion requirements. Previously, if any load case being considered in the design introduces torsion stresses, the section capacity would be reduced for all load cases giving conservative design results. Now, the default is that only the load cases which have torsion will have reduced capacity, All other cases will be designed for their full capacity unless stipulated with the TOR parameter.
A) 33 The analysis process has been updated to provide a warning and guidance if the STAAD file contains the definition of a floor diaphragm after a wind definition. Internally this causes the analysis a problem and thus will now terminate the analysis with instructions on how to address the issue.
A) 34 The design of concrete beams to IS456 has been updated to improve the checks for shear reinforcement requirements at a distance D (the effective depth) from the member ends.
A) 35 The design of concrete columns to the Indian design code IS456 has been updated to remove an unnecessary duplicate warning when iterating to find the neutral axis.
A) 36 ’The IS1893 Part 4 seismic calculations have been updated to correct an issue for type 2 industrial structures. For these if ST = 1 it indicates Category 1 for which seismic force should be doubled. In that case Ah = (Z/2 * I/R * Sa/g ) * 2. However previously this was not implemented. ’
A) 37 The AISC 360-10 steel design routine has had a major update to improve the performance and perform designs in a substantially faster way.
A) 38 The stresses reported in the output file for User Table Wide Flange sections has been updated to support the conditions where the flanges are defined with different dimensions.
A) 39 The Eurocode steel design routines have been updated to improve the design of a General Section that has been indicated that it should be considered as an I section. The shear area for such a section was being incorrectly calculated and hence the high shear reduction factor ’rho’ was incorrect. This has been addressed so that the shear area as well as the factor ’rho’ are now calculated correctly.
A) 40 A new design code has been added to the Russian SP 16.13330.2011 specification. This is licensed with the ECC Super Code.
A) 41 The analysis engine has been updated to address the assignments of offsets on PMEMBER definitions to correctly account for the current unit specification.
A) 42 The Direct Analysis method has been updated to insure that tau-b is calculated for cases in which the loading and displacements are small resulting in minimal second order p-delta effects.
A) 43 The output for the command PRINT MEMBER FORCES, which reports forces at sections defined by the command SECTION, has been updated to report a warning if no sections have been defined for members in the list.
A) 44 The AS 4100 Australian steel design routine was updated to improve the automatic calculation of ALB (if not directly specified) for pipe sections defined from a user table resulting in a potential difference in compression capacity. (This was included in SS5, but not documented)
A) 45 The AS 4100 Australian steel design routine was updated to improve the shear capacities for pipe sections from a user table. (This was included in SS5, but not documented)
A) 46 The As 4100 Australian steel design has been updated to improve the calculation of Miz, Miy, Moz and Moy for pipe sections from a user table. (This was included in SS5, but not documented)
A) 47 Some very large models cannot be analysed using the Advanced Analysis engine if the matrix formulation exceeds the amount of memory including virtual memory available. If this limit is reached a warning message is displayed in the output file.
A) 48 This is just a note to confirm that the AISC 360-10 will not work on Windows XP due to a Microsoft component that is not available on this platform.
A) 49 The method used with the IMR parameter in the Response Spectrum definition has been updated to improve capturing details of the mode shapes requested in the load cases specified (STARTCASE). The method that calculated the member end forces and reactions only included the details of the last IMR case for each spectrum command. The applied loads and displacements were OK however. REPEAT LOADS would fully work but LOAD COMB would not combine details of the results such as member forces and reactions.
A) 50 The Indian concrete design IS456 has been updated to ensure that messages reported in the output file are marked with a suitable Warning or Note status.
A) 51 The Indian concrete design modules IS 13920 and IS456 have been updated to improve the method used to determine the support conditions which was failing to find supports in order to create the design entity when using the COMBINE parameter.
A) 52 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of NSF is entered.
A) 53 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of KZ is entered.
A) 54 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of KY is entered.
A) 55 The Indian shear wall design module to IS 456 has been updated to improve the method used to obtain the shear forces used in the design which was previously resulting is grossly over designed reinforcement.
A) 56 The processing of member concentrated moment loads has been improved. Previously these loads could have resulted in a failure of the analysis.
A) 57 The processing of seismic weights has been updated to allow the definition to use only a small fraction of the actual weight that would accrue from considering the structure self weight.
A) 58 The AISC 360-10 design routine has been updated to ensure that if Cb is entered then this value is used and that the critical section is reported in a detailed report.
A) 59 The Canadian steel design code S16-09 has been updated to improve the slenderness calculations to ensure that the axial force and direction of force are considered correctly.
A) 60 The routine used in STAAD.Pro to determine floor and snow load distributions have been improved in order to determine the plane of loading which occasionally used to fail and thus return no loading for floor or snow load commands.
A) 61 The method for calculating the section modulus of user table wide flange sections has been updated to address a recent change that allowed different sized flanges to be defined which results in an offset location for the centroid which was previously not being accounted for.
A) 62 The Indian concrete design routines for the IS 13920 code has been updated to ensure that the correct confinement reinforcement is reported. Previously this could have been reported oversized.
A) 63 The analysis processing of seismic joint weights has been enhanced to allow the use of node groups in the joint weight specification.
A) 64 The creation of T sections from wide flange sections defined in the database relies on the definition of Ct, the distance from the top flange to the centroid for the T section to be defined in the database. This filed has been added to tables where they were previously missing.
A) 65 The Indian concrete beam design to IS 13920 has been updated to address the situation where two members have been combined with the COMBINE parameter and the forces results in the second part requires more reinforcement than can be provided. Previously there was a printing issue which reported the requirements of the first part in both members.
A) 66 The analysis engine has been updated to better handle incorrectly specified INACTIVE MEMBER commands following an analysis specification, but does not have the required CHANGE command and display a suitable warning and will internally include the command. However, the correct procedure should be to include the command. Also if an INACTIVE MEMBER command is specified after load case definitions that follow an analysis specification, the analysis engine will report this error too.
A) 67 The analysis engine has been updated to ensure that it can handle both SET WARN and SET WARP commands. Note these both use the same same first 3 characters, thus require all 4 characters to be used in order to use the command. See the Technical Reference manual section 5.5 for more information on use of the SET commands.
A) 68 The analysis results for a combination that includes a both standard static and response spectrum cases has been enhanced. Previously the results of a response spectrum would only generate positive results and end two would be inverted resulting in odd results for end two of a member. However, now using the SIGNED option for a response spectrum definition , in which the results are signed based on a mode shape, then the results for a combination with static cases are consistent.Bentley Staad
https://diarynote.indered.space
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