D. Chinese Steel Design Parameter File Format
The parameters for steel design per GB 50017-2017 are stored in a separate file (file extension .gsp).
Example GSP File
Click the Edit Parameters (Text) button in the Chinese Steel Design Parameters - Whole Structure dialog to open and edit this file.
Note: No data validation of any kind is performed
in the plain text editor. Therefore, the accuracy and validity of these changes is
dependent upon the user to verify.
[version=2207] *{ The below data is for code check general information, please do not modify it. [CheckOptionAngle] PrimaryAxis=60.000000 SecondaryAxis=60.000000 ExtendLine=10.000000 [CodeCheck] SelectAll=1 GroupOptimize=0 FastOptimize=0 Iteration=0 SeismicGrade=None BeamBendingStrength=1 BeamShearStrength=1 BeamEquivalentStress=1 BeamOverallStability=1 BeamSlendernessWeb=1 BeamSlendernessFlange=1 TrussStrength=1 TrussStability=1 TrussShearStrength=1 ColumnStrength=1 ColumnStabilityMzMy=1 ColumnStabilityMyMz=1 PressedTrussSlenderness=1 TensionTrussSlenderness=1 ColumnSlendernessFlange=1 ColumnSlendernessWeb=1 BeamDeflection=1 SecondaryMembers= SectCollectionOrder=0 *{ The above data is for code check general information, please do not modify it. [GROUP=1] Name(Parameter Name)=SUBBEAM Type(Member Type)=1 Principle(Principle Rules)=0 SteelNo()=Q235 SectionSlendernessRatioGrade(Section Slenderness Ratio Grade)=3 Fatigue(Fatigue Calculation)=0 Optimization(Perform optimized design)=0 MaxFailure(Failure Ratio)=1 MinTooSafe(Safety Ratio)=0.3 CheckLoadCase(Force Loads Case No.)=ALL CheckDispLoadCase(Displacement Loads Case No.)=ALL BeamBendingStrength()=1 BeamShearStrength()=1 BeamEquivalentStress()=1 BeamOverallStability()=1 BeamSlendernessFlange(b/t on beam)=1 BeamSlendernessWeb(h0/tw on beam)=1 TrussStrength(Axial Force Strength)=1 SecondaryMoment(Secondary Moment of Truss)=0 TrussStability(Solid-web Axial Compression Stability)=1 TrussShearStrength(Axial Shear Strength)=1 PressedTrussSlenderness(Pressed Member Slenderness)=1 TensionTrussSlenderness(Tension Member Slenderness)=1 ColumnStrength(Column Member Strength)=1 ColumnStabilityMzMy(Column Stability In-plane)=1 ColumnStabilityMyMz(Column Stability Out-plane)=1 ColumnSlendernessFlange(b/t on column)=1 ColumnSlendernessWeb(h0/tw on column)=1 CheckItemAPPENDIX_B11(Beam Deflection)=1 UseAntiSeismic(Use Seismic Adjusting Factor)=0 GamaReStr(Seismic Adjusting Factor of Load-bearing Capacity for Strength)=0 GamaReSta(Seismic Adjusting Factor of Load-bearing Capacity for Stability)=0 SLevel(Grade of Seismic Resistance)=0 lmdc(Slenderness Limit of Compression Member)=0 lmdt(Slenderness Limit of Tension Member)=0 Lmd831(Slenderness of Seismic Column)=0 Lmd841(Slenderness of Seismic Brace)=0 Lmd9213(Slenderness of Seismic Single-story Plant)=0 LmdH28(Slenderness of Seismic Multi-story Plant)=0 rz(Plastic Development Factor in Major Axis)=0 ry(Plastic Development Factor in Minor Axis)=0 gamaSharp(Plastic Development Factor of sharp side)=0 betamz(the equivalent moment factor in Major Axis plane)=0 betamy(the equivalent moment factor in Minor Axis plane)=0 betatz(the equivalent moment factor out Major Axis plane)=0 betaty(the equivalent moment factor out Minor Axis plane)=0 HasHorLoadZ(Has Horizontal Load in Z-Axis)=0 HasHorLoadY(Has Horizontal Load in Y-Axis)=0 DFF(Deflection Limit of Beam)=350 DJ1(Start Node Number in Major Axis)=0 DJ2(End Node Number in Major Axis)=0 Horizontal(Check for Deflection in Minor Axis)=0 Cantilever(Cantilever Member)=0 fabz(Overall Stability Factor in Major Axis of Bending Member)=0 faby(Overall Stability Factor in Minor Axis of Bending Member)=0 StressFeature(Select the Stress Feature to calulate stability factor of beam)=1 faz(Overall Stability Factor in Major Axis of Axial Compression Member=0 fay(Overall Stability Factor in Minor Axis of Axial Compression Member)=0 lz(Unbraced Length in Major Axis)=0 ly(Unbraced Length in Minor Axis)=0 miuz(Effective Length Factor for Column in Major Axis)=0 miuy(Effective Length Factor for Column in Minor Axis)=0 Lateral(Member in Frame Without Sidesway or not)=0 APZ(Gyration Radius Calculation as Z-Axis Parallel Leg)=0 rFlange(Limit Ratio of Width to Thickness for Flange)=0 rWeb(Limit Ratio of High to Thickness for Web)=0 BucklingStrength(Axis forced member bulking strength)=0 ZSectType(Section Type in Z-Axis)=0 YSectType(Section Type in Y-Axis)=0 HSectWebInTrussPlane(Web of H in Truss Plane)=0 rAn(Net Factor of Section Area)=1 rWnz(Net Factor of Resistance Moment in Z-Axis)=1 rWny(Net Factor of Resistance Moment in Y-Axis)=1 CapReduce(Seismic Reduction Factor of Load-bearing Capacity for Brace)=1 AngleReduce(Angle Strength Reduce)=0 LAglConSta(Connect Type of unequal single angle)=0 LAngleStrength(Reduction Factor of Angle Strength)=0 LAngleStability(Reduction Factor of Angle Stability)=0 rTrussSectReduce(Effective Factor of Axial Force Section)=1 Members(Member Number)=23 TO 25 48 TO 53 [GROUP=2] Name(Parameter Name)=MAINBEAM Type(Member Type)=1 Principle(Principle Rules)=0 SteelNo()=Q235 SectionSlendernessRatioGrade(Section Slenderness Ratio Grade)=3 Fatigue(Fatigue Calculation)=0 Optimization(Perform optimized design)=0 MaxFailure(Failure Ratio)=1 MinTooSafe(Safety Ratio)=0.3 CheckLoadCase(Force Loads Case No.)=ALL CheckDispLoadCase(Displacement Loads Case No.)=ALL BeamBendingStrength()=1 BeamShearStrength()=1 BeamEquivalentStress()=1 BeamOverallStability()=1 BeamSlendernessFlange(b/t on beam)=1 BeamSlendernessWeb(h0/tw on beam)=1 TrussStrength(Axial Force Strength)=1 SecondaryMoment(Secondary Moment of Truss)=0 TrussStability(Solid-web Axial Compression Stability)=1 TrussShearStrength(Axial Shear Strength)=1 PressedTrussSlenderness(Pressed Member Slenderness)=1 TensionTrussSlenderness(Tension Member Slenderness)=1 ColumnStrength(Column Member Strength)=1 ColumnStabilityMzMy(Column Stability In-plane)=1 ColumnStabilityMyMz(Column Stability Out-plane)=1 ColumnSlendernessFlange(b/t on column)=1 ColumnSlendernessWeb(h0/tw on column)=1 CheckItemAPPENDIX_B11(Beam Deflection)=1 UseAntiSeismic(Use Seismic Adjusting Factor)=0 GamaReStr(Seismic Adjusting Factor of Load-bearing Capacity for Strength)=0 GamaReSta(Seismic Adjusting Factor of Load-bearing Capacity for Stability)=0 SLevel(Grade of Seismic Resistance)=0 lmdc(Slenderness Limit of Compression Member)=0 lmdt(Slenderness Limit of Tension Member)=0 Lmd831(Slenderness of Seismic Column)=0 Lmd841(Slenderness of Seismic Brace)=0 Lmd9213(Slenderness of Seismic Single-story Plant)=0 LmdH28(Slenderness of Seismic Multi-story Plant)=0 rz(Plastic Development Factor in Major Axis)=0 ry(Plastic Development Factor in Minor Axis)=0 gamaSharp(Plastic Development Factor of sharp side)=0 betamz(the equivalent moment factor in Major Axis plane)=0 betamy(the equivalent moment factor in Minor Axis plane)=0 betatz(the equivalent moment factor out Major Axis plane)=0 betaty(the equivalent moment factor out Minor Axis plane)=0 HasHorLoadZ(Has Horizontal Load in Z-Axis)=0 HasHorLoadY(Has Horizontal Load in Y-Axis)=0 DFF(Deflection Limit of Beam)=400 DJ1(Start Node Number in Major Axis)=0 DJ2(End Node Number in Major Axis)=0 Horizontal(Check for Deflection in Minor Axis)=0 Cantilever(Cantilever Member)=0 fabz(Overall Stability Factor in Major Axis of Bending Member)=0 faby(Overall Stability Factor in Minor Axis of Bending Member)=0 StressFeature(Select the Stress Feature to calulate stability factor of beam)=1 faz(Overall Stability Factor in Major Axis of Axial Compression Member=0 fay(Overall Stability Factor in Minor Axis of Axial Compression Member)=0 lz(Unbraced Length in Major Axis)=0 ly(Unbraced Length in Minor Axis)=0 miuz(Effective Length Factor for Column in Major Axis)=0 miuy(Effective Length Factor for Column in Minor Axis)=0 Lateral(Member in Frame Without Sidesway or not)=0 APZ(Gyration Radius Calculation as Z-Axis Parallel Leg)=0 rFlange(Limit Ratio of Width to Thickness for Flange)=0 rWeb(Limit Ratio of High to Thickness for Web)=0 BucklingStrength(Axis forced member bulking strength)=0 ZSectType(Section Type in Z-Axis)=0 YSectType(Section Type in Y-Axis)=0 HSectWebInTrussPlane(Web of H in Truss Plane)=0 rAn(Net Factor of Section Area)=1 rWnz(Net Factor of Resistance Moment in Z-Axis)=1 rWny(Net Factor of Resistance Moment in Y-Axis)=1 CapReduce(Seismic Reduction Factor of Load-bearing Capacity for Brace)=1 AngleReduce(Angle Strength Reduce)=0 LAglConSta(Connect Type of unequal single angle)=0 LAngleStrength(Reduction Factor of Angle Strength)=0 LAngleStability(Reduction Factor of Angle Stability)=0 rTrussSectReduce(Effective Factor of Axial Force Section)=1 Members(Member Number)=4 5 32 33 36 TO 47 [GROUP=3] Name(Parameter Name)=COLUMN Type(Member Type)=3 Principle(Principle Rules)=0 SteelNo()=Q235 SectionSlendernessRatioGrade(Section Slenderness Ratio Grade)=3 Fatigue(Fatigue Calculation)=0 Optimization(Perform optimized design)=0 MaxFailure(Failure Ratio)=1 MinTooSafe(Safety Ratio)=0.3 CheckLoadCase(Force Loads Case No.)=ALL CheckDispLoadCase(Displacement Loads Case No.)=ALL BeamBendingStrength()=1 BeamShearStrength()=1 BeamEquivalentStress()=1 BeamOverallStability()=1 BeamSlendernessFlange(b/t on beam)=1 BeamSlendernessWeb(h0/tw on beam)=1 TrussStrength(Axial Force Strength)=1 SecondaryMoment(Secondary Moment of Truss)=0 TrussStability(Solid-web Axial Compression Stability)=1 TrussShearStrength(Axial Shear Strength)=1 PressedTrussSlenderness(Pressed Member Slenderness)=1 TensionTrussSlenderness(Tension Member Slenderness)=1 ColumnStrength(Column Member Strength)=1 ColumnStabilityMzMy(Column Stability In-plane)=1 ColumnStabilityMyMz(Column Stability Out-plane)=1 ColumnSlendernessFlange(b/t on column)=1 ColumnSlendernessWeb(h0/tw on column)=1 CheckItemAPPENDIX_B11(Beam Deflection)=1 UseAntiSeismic(Use Seismic Adjusting Factor)=0 GamaReStr(Seismic Adjusting Factor of Load-bearing Capacity for Strength)=0 GamaReSta(Seismic Adjusting Factor of Load-bearing Capacity for Stability)=0 SLevel(Grade of Seismic Resistance)=0 lmdc(Slenderness Limit of Compression Member)=0 lmdt(Slenderness Limit of Tension Member)=0 Lmd831(Slenderness of Seismic Column)=0 Lmd841(Slenderness of Seismic Brace)=0 Lmd9213(Slenderness of Seismic Single-story Plant)=0 LmdH28(Slenderness of Seismic Multi-story Plant)=0 rz(Plastic Development Factor in Major Axis)=0 ry(Plastic Development Factor in Minor Axis)=0 gamaSharp(Plastic Development Factor of sharp side)=0 betamz(the equivalent moment factor in Major Axis plane)=0 betamy(the equivalent moment factor in Minor Axis plane)=0 betatz(the equivalent moment factor out Major Axis plane)=0 betaty(the equivalent moment factor out Minor Axis plane)=0 HasHorLoadZ(Has Horizontal Load in Z-Axis)=0 HasHorLoadY(Has Horizontal Load in Y-Axis)=0 DFF(Deflection Limit of Beam)=400 DJ1(Start Node Number in Major Axis)=0 DJ2(End Node Number in Major Axis)=0 Horizontal(Check for Deflection in Minor Axis)=0 Cantilever(Cantilever Member)=0 fabz(Overall Stability Factor in Major Axis of Bending Member)=0 faby(Overall Stability Factor in Minor Axis of Bending Member)=0 StressFeature(Select the Stress Feature to calulate stability factor of beam)=1 faz(Overall Stability Factor in Major Axis of Axial Compression Member=0 fay(Overall Stability Factor in Minor Axis of Axial Compression Member)=0 lz(Unbraced Length in Major Axis)=0 ly(Unbraced Length in Minor Axis)=0 miuz(Effective Length Factor for Column in Major Axis)=0 miuy(Effective Length Factor for Column in Minor Axis)=0 Lateral(Member in Frame Without Sidesway or not)=0 APZ(Gyration Radius Calculation as Z-Axis Parallel Leg)=0 rFlange(Limit Ratio of Width to Thickness for Flange)=0 rWeb(Limit Ratio of High to Thickness for Web)=0 BucklingStrength(Axis forced member bulking strength)=0 ZSectType(Section Type in Z-Axis)=0 YSectType(Section Type in Y-Axis)=0 HSectWebInTrussPlane(Web of H in Truss Plane)=0 rAn(Net Factor of Section Area)=1 rWnz(Net Factor of Resistance Moment in Z-Axis)=1 rWny(Net Factor of Resistance Moment in Y-Axis)=1 CapReduce(Seismic Reduction Factor of Load-bearing Capacity for Brace)=1 AngleReduce(Angle Strength Reduce)=0 LAglConSta(Connect Type of unequal single angle)=0 LAngleStrength(Reduction Factor of Angle Strength)=0 LAngleStability(Reduction Factor of Angle Stability)=0 rTrussSectReduce(Effective Factor of Axial Force Section)=1 Members(Member Number)=1 2 7 8 30 31 34 35