V. GB51249-2017 H-section with Bending

Verify the strength and stability of a H-section subject to bending per GB51249-2017.

References

MOHURD. GB 51249-2017: Technical Code for Fire Protection of Building Steel Structures. 2017. Ministry of Housing and Urban-Rural Development.
MOHURD. GB 50017-2017 Standard for design of steel structures. 2017. Beijing, China: Ministry of Housing and Urban-Rural Development.
GB/T 11263-2017 Hot Rolled H and Cut T Section Steel. 2017. General Administration of Quality Supervision.

https://beamdimensions.com/database/China/Steel/HW_columns/HW250x250/

Details

A single-story 5m (width) by 5m (length) by 5m (height) structure is used to store fibers. A roof member is an HW250x250 with Gr. Q235 steel.

The fire duration time is 1.5 hrs. Assume a standard temperature rise curve. The fireproofing type is a lightweight coating + non-intumescence. The fireproofing material has a thermal conduction value of 0.1 W/(m·°C) and is 10 mm thick. The section profile is outer with four edges.

The governing load combination is #3: DL + 0.6LL, where:

F_y = 0.134 kN

F_z = 4.05 kN

M_x = -38.216 kN·m

Calculations

Validation

Material Properties - Steel

f = 215 MPa

Section Properties

Elastic section modulus about major axis, W_x = 860 cm³ (from ref. #3)

Fire Heating Curve

The fire heating curve for common buildings with fires dominated by fibrous substances is used. Thus, the average temperature of the gas when the fire develops, T_g:

T_g - T_g0 = 345log (8t + 1)

(6.1.1-1)

where

t: fire duration (in minutes) = 90 min.
T_g0: indoor temperature before the fire = 20°C

T_g = 345 log(8×90 + 1) + 20 = 1,006°C

The temperature of the steel components with fire protection is:

(6.2.2-1)

where

λ_i: equivelant thermal conductivity of fire protection materials = 0.1 W/(m·°C)
d_i: thickness of the fire protection layer = 0.01 m
α: comprehensive heat transfer coefficient for non-intumescent fireproof coatings:
: cross-sectional shape factor for the fire-resistant steel member taken from Commentary Table 11 of ref. 1
= 162.1 m^-1
c_s: specific heat of steel (ref. Table 5.1.1) = 600 J/(kg·°C)
ρ_s: density of steel (ref. Table 5.1.1)= 7,850 kg/m³
Δt: time step = 5 sec.

Iterate to solve for the internal temperature of the steel member:

T_s = 777.2 °C

The thermal steel reduction property, η_sT for 300 °C < T_s < 800 °C:

η_sT = 1.24×(10)^-8T_s³ - 2.096×(10)^-5T_s² + 9.228×(10)^-3T_s - 0.2168

(5.1.2-2)

= 1.24×(10)^-8(777.2)³ - 2.096×(10)^-5(777.2)² + 9.228×(10)^-3(777.2) - 0.2168 = 0.116

Thus the allowable stress for the steel:

f_T = η_sTf = 0.116 (215) = 24.9 MPa

Check Bending Strength

where

γ_x: plastic development coefficient of the cross section = 1.05 (I-sections)

The ratio of the actual bending to allowalbe stress at temperature is:

Check Member Stability

The member stability is governed by the following equation:

(7.1.4-1)

where

φ_bT

stability coefficient of the bending steel member at high temperature

(7.1.4-2)

where

α_b: stability design parameter of bending steel member at high temperature, linearly interpolated from Table 7.1.4
φ_b: stability coefficient of the bending steel member at room temperature per Appendix C.0.5 of ref #2.
= 0.928

Since 1.008 × 0.928 = 0.936 > 0.6,

The actual bending stress on the member is:

The ratio of the actual bending to allowalbe stress at temperature is:

Results

Table 1. Comparison of results
Result Type	Reference	STAAD.Pro	Difference	Comment
Bending strength ratio	1.70	1.7	none
Overall stability ratio	2.32	2.326	negligible

Input

The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples\Verification Models\09 Steel Design\China\GB51249-2017 H-section with Bending.std is typically installed with the program.

STAAD

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 26-Mar-25
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 5 0 0; 3 0 5 0; 4 5 5 0; 5 0 0 5; 6 5 0 5; 7 0 5 5; 8 5 5 5;
MEMBER INCIDENCES
1 3 4; 2 1 3; 3 2 4; 4 7 8; 5 5 7; 6 6 8; 7 3 7; 8 4 8; 9 5 3; 10 6 4;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 78
ALPHA 1.2e-05
DAMP 0.03
G 7.88462e+07
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY CHINESE
1 TO 10 TABLE ST HW250X250
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 5 6 FIXED
MEMBER TRUSS 
9 10
LOAD 1 LOADTYPE Dead  TITLE DL
SELFWEIGHT Y -1 
MEMBER LOAD
1 4 7 8 UNI GY -10
LOAD 2 LOADTYPE Live  TITLE LL
MEMBER LOAD
1 4 7 8 UNI GY -10
LOAD COMB 3 DL+0.6LL
1 1.0 2 0.6 
PERFORM ANALYSIS
FINISH

Chinese steel design parameters (.gsp file):

[version=2208]
*{ The below data is for code check general information, please do not modify it.
[CodeCheck]
GroupOptimize=0
FastOptimize=0
Iteration=0
SectCollectionOrder=0
LimitWeightLoss=0
MaximumLossRatio=20.0
KeepSectionSlendernessGrade=0
GB50017ConsiderColdFormed=0
DesignAllSolutions=0
ClearAllResultsBeforeDesign=1
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
Performance_MinFactor=1
Performance_BeamAxialForce=1
Performance_PlasticShear=1
Performance_Lambda=1
Performance_WebSlenderness=1
Performance_FlangeSlenderness=1
Performance_TrussNetArea=1
Performance_DissipatedLen=1
Performance_StrongColumn=1
ThinPressedFlakiness=1
ThinLipFlakiness=1
CheckForceLoadCase=3                                                                               
CheckDisplacementLoadCase=3                                                                                             
PerformanceDesign=0
Performance_GE=-1
Performance_Ehk_X=-1 1 1
Performance_Ehk_Z=-1 1 1
Performance_Evk=-1 1 1
CheckStorey=ALL
UseDefaultParameter=1
GB51249_BearingCapacity=1
GB51249_CriticalTemperature=0
GenerateFireProtectionModel=0
[CheckOptionAngle]
PrimaryAxis=60.000000
SecondaryAxis=60.000000
ExtendLine=10.000000
*{ The above data is for code check general information, please do not modify it.

[Control Information]
AssignTime(上次指定时间)=
[GB50017Checks]
BeamDeflection=1
BeamBendingStrength=1
BeamShearStrength=1
BeamEquivalentStress=1
BeamOverallStability=1
BeamSlendernessFlange=1
BeamSlendernessWeb=1
TrussStrength=1
TrussStability=1
TrussShearStrength=1
PressedTrussSlenderness=1
TensionTrussSlenderness=1
ColumnStrength=1
ColumnStabilityMzMy=1
ColumnStabilityMyMz=1
ColumnSlendernessFlange=1
ColumnSlendernessWeb=1
[GB50017PerformanceChecks]
Performance_MinFactor=1
Performance_BeamAxialForce=1
Performance_PlasticShear=1
Performance_Lambda=1
Performance_WebSlenderness=1
Performance_FlangeSlenderness=1
Performance_TrussNetArea=1
Performance_DissipatedLen=1
Performance_StrongColumn=1
[GB50018Checks]
BeamDeflection=1
BeamBendingStrength=1
BeamShearStrength=1
BeamOverallStability=1
TrussStrength=1
TrussStability=1
PressedTrussSlenderness=1
TensionTrussSlenderness=1
ColumnStrength=1
ColumnStabilityMzMy=1
ColumnStabilityMyMz=1
ThinPressedFlakiness=1
ThinLipFlakiness=1
[FireProof]
Name1=test01
Type1=2
Thickness1=1,10,20,30,40,50,60,70,80,90,100
ThermalResistance1=0.3,0.3,0.3,0.3,0.3,0.3,0.3,0.3,0.3,0.3,0.3
Name2=test
Type2=2
Thickness2=10
ThermalResistance2=0.1
Name3=test02
Type3=2
Thickness3=2
ThermalResistance3=0.1
Name4=test_10_01
Type4=3
Thickness4=10
HeatConduction4=0.1
Name5=

[Solution=1]
Name=GB51249
Type=FirstOrder
Group=1 TO 3

[GROUP=2]
Code(Code Type)=GB51249
Name(Parameter Name)=Beam
Type(Member Type)=1
Principle(Principle Rules)=0
SteelNo()=Q235
Cantilever(Cantilever Member)=0
SectionSlendernessRatioGrade(Section Slenderness Ratio Grade)=3
TubeWebSlendernessRegardHWeb(Check tube shape web slenderness with the H shape check item, Table3.5.1, Note3)=1
BendingWithAxisForce(Check bending member strength with column strength item)=0
IgnoreMyForBuckling(min ratio to consider My for Buckling)=0.3
SecondaryMoment(Secondary Moment of Truss)=0
BucklingStrength(Axis forced member bulking strength)=1
Fatigue(Fatigue Calculation)=0
Optimization(Perform optimized design)=0
MaxFailure(Failure Ratio)=1
MinTooSafe(Safety Ratio)=0.3
CheckLoadCase(Force Loads Case No.)=3
CheckDispLoadCase(Displacement Loads Case No.)=ALL 
BeamBendingStrength(Bending Strength)=1
BeamShearStrength(Beam Shear Strength)=1
BeamEquivalentStress(Beam Equivalent Stress)=1
BeamOverallStability(Beam Overall Stability)=1
BeamSlendernessFlange(b/t on beam)=1
BeamSlendernessWeb(h0/tw on beam)=1
TrussStrength(Axial Force Strength)=1
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)=250
DJ1(Start Node Number in Major Axis)=0
DJ2(End Node Number in Major Axis)=0
Horizontal(Check for Deflection in Minor Axis)=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
ConsiderC_0_5(Use C.0.5 to calculate phi_b when lambda < 120 εk)=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, the Unit is Meter)=0
ly(Unbraced Length in Minor Axis, the Unit is Meter)=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
APY(Single Angle Gyration Radius Calculation for Strong  Axis, 0 for U Axis 1 for Y-Axis)=1
APZ(Single Angle Gyration Radius Calculation for Week  Axis, 0 for V Axis 1 for Z-Axis)=1
rFlange(Limit Ratio of Width to Thickness for Flange)=0
rWeb(Limit Ratio of High to Thickness for Web)=0
ZSectType(Section Type in Z-Axis)=Auto
YSectType(Section Type in Y-Axis)=Auto
HSectWebInTrussPlane(Web of H in Truss Plane)=1
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)=1
LAngleStrength(Reduction Factor of Angle Strength)=0
LAngleStability(Reduction Factor of Angle Stability)=0
rTrussSectReduce(Effective Factor of Axial Force Section)=1
PerformanceCheck(check the performance design)=1
PerformanceStructureType(Structure Type)=0
PerformanceLevel()=3
PerformanceFactorLimit(Minimum performance factor)=0.55
PerformancePrecaution(Precautionary category of building)=2
PerformanceDuctilityLevel()=3
PerformanceUseCalculatedFactor()=1
PerformanceFactor(Member performance factor)=0.55
PerformanceAmplificationFactor()=1.3
PerformanceSteelSuperStrength()=1.15
PerformanceDissipatedLength(Dissipated Region Length, the Unit is millimeter)=200
ThinWallSteelNo(material name of Thin Wall structure)=Auto
ThinWallCheckCompressedFlakiness(Check the Flakiness ratio for Compressed Plate)=1
ThinWallCheckLipFlakiness(Check the Flakiness ratio for Lip)=1
ThinWallBearingStatus(GB50018-5.2.4, Bearing Status)=0
ThinWallHavingBattenPlate(GB50018-5.2.4, Having Batten Plate or not)=0
ThinWallBattenPlateSpace(GB50018-5.2.4, Batten Plate Space, the Unit is millimeter)=1000
ThinWallUnstiffenedFlakinessLimit(Lintited values of flakiness ratio for Unstiffened Plate)=0
ThinWallPartStiffenedFlakinessLimit(Lintited values of flakiness ratio for Part Stiffened Plate)=0
ThinWallStiffenedFlakinessLimit(Lintited values of flakiness ratio for Stiffened Plate)=0
ThinWallLipFlakinessLimit(Limit Ratio of Width to Thickness for Lip)=0
ThinWallBeamBearingType(GB50018-A.2.1, Beam Bearing Type)=1
ThinWallLateralSupportType(GB50018-A.2.1, Beam Lateral Support Type)=1
ThinWallConsiderColdFormingEffect(Consider the strength Effect of Cold Forming)=0
ThinWallHighFrequencyWelding(GB50018-C.0.1-1, Section has used High Frequency Welding or not)=0
ThinWallForceToFlexuralCenterZ(ea in Z Axis)=Auto
ThinWallForceToFlexuralCenterY(ea in Y Axis)=Auto
ThinWallReduceStrength(GB50018-4.2.6, Reduce Strength Factor)=0
ThinWallReduceStability(GB50018-4.2.6, Reduce Stability Factor)=0
GB51249MemberType(1 for Uniaxial Bending, 2 for Truss, 3 for Column, 4 for Frame Beam, 5 for Frame Column)=1
GB51249DurationTime(Fire Duration Time, unit is hour)=1.5
GB51249TimeStep(Time Step, unit is second)=5
GB51249HotMember(specified Member Temperature Rise Curve)=Standard
GB51249HotSmoke(specified Hot Smoke Curve)=Standard
GB51249SteelType(0 for Stuctural Steel, 1 for Fire-Resistant Steel)=0
GB51249UserDefinedPropReduce(User Defined Property Reduce curve)=Standard
GB51249Radiance(Radiance, Ref Table 6.2.1)=0.7
GB51249StoredItem(0 for Fibers, 1 for HChydrocarbon)=0
GB51249FireProofType(0 for None, 1 for Concrete, 2 for fire retardant Coating)=2
GB51249CoatingType(0 for Non-Intumescent Coating, 1 for Intumescent Coating)=0
GB51249FireProofThickness(Fire Proof Thickness, unit is mm)=10
GB51249FireProofMaterial(Specified Fire Proof Material)=test_10_01
GB51249ShapeType(1 for 'Outer with 3 Edges', 2 for 'Outer with 4 Edges', 3 for 'Inner with 3 Edges', 4 for 'Inner with 4 Edges')=2
Members(Member Number)=1 4 7 8

[GROUP=1]
Code(Code Type)=GB51249
Name(Parameter Name)=Column
Type(Member Type)=3
Principle(Principle Rules)=0
SteelNo()=Q235
Cantilever(Cantilever Member)=0
SectionSlendernessRatioGrade(Section Slenderness Ratio Grade)=3
TubeWebSlendernessRegardHWeb(Check tube shape web slenderness with the H shape check item, Table3.5.1, Note3)=1
BendingWithAxisForce(Check bending member strength with column strength item)=0
IgnoreMyForBuckling(min ratio to consider My for Buckling)=0.3
SecondaryMoment(Secondary Moment of Truss)=0
BucklingStrength(Axis forced member bulking strength)=1
Fatigue(Fatigue Calculation)=0
Optimization(Perform optimized design)=0
MaxFailure(Failure Ratio)=1
MinTooSafe(Safety Ratio)=0.3
CheckLoadCase(Force Loads Case No.)=3
CheckDispLoadCase(Displacement Loads Case No.)=ALL 
BeamBendingStrength(Bending Strength)=1
BeamShearStrength(Beam Shear Strength)=1
BeamEquivalentStress(Beam Equivalent Stress)=1
BeamOverallStability(Beam Overall Stability)=1
BeamSlendernessFlange(b/t on beam)=1
BeamSlendernessWeb(h0/tw on beam)=1
TrussStrength(Axial Force Strength)=1
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)=250
DJ1(Start Node Number in Major Axis)=0
DJ2(End Node Number in Major Axis)=0
Horizontal(Check for Deflection in Minor Axis)=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
ConsiderC_0_5(Use C.0.5 to calculate phi_b when lambda < 120 εk)=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, the Unit is Meter)=0
ly(Unbraced Length in Minor Axis, the Unit is Meter)=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
APY(Single Angle Gyration Radius Calculation for Strong  Axis, 0 for U Axis 1 for Y-Axis)=1
APZ(Single Angle Gyration Radius Calculation for Week  Axis, 0 for V Axis 1 for Z-Axis)=1
rFlange(Limit Ratio of Width to Thickness for Flange)=0
rWeb(Limit Ratio of High to Thickness for Web)=0
ZSectType(Section Type in Z-Axis)=Auto
YSectType(Section Type in Y-Axis)=Auto
HSectWebInTrussPlane(Web of H in Truss Plane)=1
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)=1
LAngleStrength(Reduction Factor of Angle Strength)=0
LAngleStability(Reduction Factor of Angle Stability)=0
rTrussSectReduce(Effective Factor of Axial Force Section)=1
PerformanceCheck(check the performance design)=1
PerformanceStructureType(Structure Type)=0
PerformanceLevel()=3
PerformanceFactorLimit(Minimum performance factor)=0.55
PerformancePrecaution(Precautionary category of building)=2
PerformanceDuctilityLevel()=3
PerformanceUseCalculatedFactor()=1
PerformanceFactor(Member performance factor)=0.55
PerformanceAmplificationFactor()=1.3
PerformanceSteelSuperStrength()=1.15
PerformanceDissipatedLength(Dissipated Region Length, the Unit is millimeter)=200
ThinWallSteelNo(material name of Thin Wall structure)=Auto
ThinWallCheckCompressedFlakiness(Check the Flakiness ratio for Compressed Plate)=1
ThinWallCheckLipFlakiness(Check the Flakiness ratio for Lip)=1
ThinWallBearingStatus(GB50018-5.2.4, Bearing Status)=0
ThinWallHavingBattenPlate(GB50018-5.2.4, Having Batten Plate or not)=0
ThinWallBattenPlateSpace(GB50018-5.2.4, Batten Plate Space, the Unit is millimeter)=1000
ThinWallUnstiffenedFlakinessLimit(Lintited values of flakiness ratio for Unstiffened Plate)=0
ThinWallPartStiffenedFlakinessLimit(Lintited values of flakiness ratio for Part Stiffened Plate)=0
ThinWallStiffenedFlakinessLimit(Lintited values of flakiness ratio for Stiffened Plate)=0
ThinWallLipFlakinessLimit(Limit Ratio of Width to Thickness for Lip)=0
ThinWallBeamBearingType(GB50018-A.2.1, Beam Bearing Type)=1
ThinWallLateralSupportType(GB50018-A.2.1, Beam Lateral Support Type)=1
ThinWallConsiderColdFormingEffect(Consider the strength Effect of Cold Forming)=0
ThinWallHighFrequencyWelding(GB50018-C.0.1-1, Section has used High Frequency Welding or not)=0
ThinWallForceToFlexuralCenterZ(ea in Z Axis)=Auto
ThinWallForceToFlexuralCenterY(ea in Y Axis)=Auto
ThinWallReduceStrength(GB50018-4.2.6, Reduce Strength Factor)=0
ThinWallReduceStability(GB50018-4.2.6, Reduce Stability Factor)=0
GB51249MemberType(1 for Uniaxial Bending, 2 for Truss, 3 for Column, 4 for Frame Beam, 5 for Frame Column)=3
GB51249DurationTime(Fire Duration Time, unit is hour)=1.5
GB51249TimeStep(Time Step, unit is second)=5
GB51249HotMember(specified Member Temperature Rise Curve)=Standard
GB51249HotSmoke(specified Hot Smoke Curve)=Standard
GB51249SteelType(0 for Stuctural Steel, 1 for Fire-Resistant Steel)=0
GB51249UserDefinedPropReduce(User Defined Property Reduce curve)=Standard
GB51249Radiance(Radiance, Ref Table 6.2.1)=0.7
GB51249StoredItem(0 for Fibers, 1 for HChydrocarbon)=0
GB51249FireProofType(0 for None, 1 for Concrete, 2 for fire retardant Coating)=2
GB51249CoatingType(0 for Non-Intumescent Coating, 1 for Intumescent Coating)=0
GB51249FireProofThickness(Fire Proof Thickness, unit is mm)=10
GB51249FireProofMaterial(Specified Fire Proof Material)=test_10_01
GB51249ShapeType(1 for 'Outer with 3 Edges', 2 for 'Outer with 4 Edges', 3 for 'Inner with 3 Edges', 4 for 'Inner with 4 Edges')=2
Members(Member Number)=2 3 5 6

[GROUP=3]
Code(Code Type)=GB51249
Name(Parameter Name)=Bracing
Type(Member Type)=2
Principle(Principle Rules)=0
SteelNo()=Q235
Cantilever(Cantilever Member)=0
SectionSlendernessRatioGrade(Section Slenderness Ratio Grade)=3
TubeWebSlendernessRegardHWeb(Check tube shape web slenderness with the H shape check item, Table3.5.1, Note3)=1
BendingWithAxisForce(Check bending member strength with column strength item)=0
IgnoreMyForBuckling(min ratio to consider My for Buckling)=0.3
SecondaryMoment(Secondary Moment of Truss)=0
BucklingStrength(Axis forced member bulking strength)=1
Fatigue(Fatigue Calculation)=0
Optimization(Perform optimized design)=0
MaxFailure(Failure Ratio)=1
MinTooSafe(Safety Ratio)=0.3
CheckLoadCase(Force Loads Case No.)=3
CheckDispLoadCase(Displacement Loads Case No.)=ALL
BeamBendingStrength(Bending Strength)=1
BeamShearStrength(Beam Shear Strength)=1
BeamEquivalentStress(Beam Equivalent Stress)=1
BeamOverallStability(Beam Overall Stability)=1
BeamSlendernessFlange(b/t on beam)=1
BeamSlendernessWeb(h0/tw on beam)=1
TrussStrength(Axial Force Strength)=1
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)=250
DJ1(Start Node Number in Major Axis)=0
DJ2(End Node Number in Major Axis)=0
Horizontal(Check for Deflection in Minor Axis)=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
ConsiderC_0_5(Use C.0.5 to calculate phi_b when lambda < 120 εk)=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, the Unit is Meter)=0
ly(Unbraced Length in Minor Axis, the Unit is Meter)=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
APY(Single Angle Gyration Radius Calculation for Strong  Axis, 0 for U Axis 1 for Y-Axis)=1
APZ(Single Angle Gyration Radius Calculation for Week  Axis, 0 for V Axis 1 for Z-Axis)=1
rFlange(Limit Ratio of Width to Thickness for Flange)=0
rWeb(Limit Ratio of High to Thickness for Web)=0
ZSectType(Section Type in Z-Axis)=Auto
YSectType(Section Type in Y-Axis)=Auto
HSectWebInTrussPlane(Web of H in Truss Plane)=1
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)=1
LAngleStrength(Reduction Factor of Angle Strength)=0
LAngleStability(Reduction Factor of Angle Stability)=0
rTrussSectReduce(Effective Factor of Axial Force Section)=1
PerformanceCheck(check the performance design)=1
PerformanceStructureType(Structure Type)=0
PerformanceLevel()=3
PerformanceFactorLimit(Minimum performance factor)=0.55
PerformancePrecaution(Precautionary category of building)=2
PerformanceDuctilityLevel()=3
PerformanceUseCalculatedFactor()=1
PerformanceFactor(Member performance factor)=0.55
PerformanceAmplificationFactor()=1.3
PerformanceSteelSuperStrength()=1.15
PerformanceDissipatedLength(Dissipated Region Length, the Unit is millimeter)=200
ThinWallSteelNo(material name of Thin Wall structure)=Auto
ThinWallCheckCompressedFlakiness(Check the Flakiness ratio for Compressed Plate)=1
ThinWallCheckLipFlakiness(Check the Flakiness ratio for Lip)=1
ThinWallBearingStatus(GB50018-5.2.4, Bearing Status)=0
ThinWallHavingBattenPlate(GB50018-5.2.4, Having Batten Plate or not)=0
ThinWallBattenPlateSpace(GB50018-5.2.4, Batten Plate Space, the Unit is millimeter)=1000
ThinWallUnstiffenedFlakinessLimit(Lintited values of flakiness ratio for Unstiffened Plate)=0
ThinWallPartStiffenedFlakinessLimit(Lintited values of flakiness ratio for Part Stiffened Plate)=0
ThinWallStiffenedFlakinessLimit(Lintited values of flakiness ratio for Stiffened Plate)=0
ThinWallLipFlakinessLimit(Limit Ratio of Width to Thickness for Lip)=0
ThinWallBeamBearingType(GB50018-A.2.1, Beam Bearing Type)=1
ThinWallLateralSupportType(GB50018-A.2.1, Beam Lateral Support Type)=1
ThinWallConsiderColdFormingEffect(Consider the strength Effect of Cold Forming)=0
ThinWallHighFrequencyWelding(GB50018-C.0.1-1, Section has used High Frequency Welding or not)=0
ThinWallForceToFlexuralCenterZ(ea in Z Axis)=Auto
ThinWallForceToFlexuralCenterY(ea in Y Axis)=Auto
ThinWallReduceStrength(GB50018-4.2.6, Reduce Strength Factor)=0
ThinWallReduceStability(GB50018-4.2.6, Reduce Stability Factor)=0
GB51249MemberType(1 for Uniaxial Bending, 2 for Truss, 3 for Column, 4 for Frame Beam, 5 for Frame Column)=2
GB51249DurationTime(Fire Duration Time, unit is hour)=1.5
GB51249TimeStep(Time Step, unit is second)=5
GB51249HotMember(specified Member Temperature Rise Curve)=Standard
GB51249HotSmoke(specified Hot Smoke Curve)=Standard
GB51249SteelType(0 for Stuctural Steel, 1 for Fire-Resistant Steel)=0
GB51249UserDefinedPropReduce(User Defined Property Reduce curve)=Standard
GB51249Radiance(Radiance, Ref Table 6.2.1)=0.7
GB51249StoredItem(0 for Fibers, 1 for HChydrocarbon)=0
GB51249FireProofType(0 for None, 1 for Concrete, 2 for fire retardant Coating)=2
GB51249CoatingType(0 for Non-Intumescent Coating, 1 for Intumescent Coating)=0
GB51249FireProofThickness(Fire Proof Thickness, unit is mm)=10
GB51249FireProofMaterial(Specified Fire Proof Material)=test_10_01
GB51249ShapeType(1 for 'Outer with 3 Edges', 2 for 'Outer with 4 Edges', 3 for 'Inner with 3 Edges', 4 for 'Inner with 4 Edges')=2
Members(Member Number)=9 10

Output

From the Chinese Steel Design workflow:

		
    Member No.	8
		
    Member Type: Bending Member
    Project Name: GB51249-2017 H-section with Bending
    Design Method: First-Order
    Parameter Name: GB51249 - Beam
    Code for fire Safety of steel structures in buildings: GB51249-2017


  Results
    No.	Item	Limit v.	Actual v.	Ratio	Results	Lc
									
    1	Beam Bending Strength	24.9	42.3	1.7	1.7  	L3
    2	Overall Stability	    24.9	57.9	2.326  2.326  	L3
Max(Ratio/Failure ratio)	2.326