V. GB500017-2017 H-section with Combined Axial and Bending

Verify the strength, stability, and slenderness of an H section subject to combined axial and bending per GB50017-2017.

Reference

MOHURD. 2017. GB 50017-2017 Standard for design of steel structures . Beijing, China: Ministry of Housing and Urban-Rural Development

Problem

The section is an HN400x408 with a length of 9 m. The structure is a two-story frame. Member #1 assigned with an H-section (HN400x408) is designed per GB 50017-2017. The section has an unbraced length of 4.5 m about the x direction and 9 m about the y direction.

Material Properties

The material is Q235 type steel.

Design strength in tension, compression, and flexure: f_y = 205 MPa
Design strength in shear: f_v = 120 MPa

Section Properties

Section depth, h = 400 mm
Section width, b = 408 mm
Flange thickness, t_f = 21 mm
Web thickness, t_w = 21 mm
Cross-sectional area, A = 25,069 mm²
Moment of inertia about x, I_x = 708,880,000 mm⁴
Moment of inertia about y, I_y = 238,090,000 mm⁴
Radius of gyration about x, i_x = 168.2 mm
Radius of gyration about y, i_y = 97.5 mm
Area moment about x, S_x = 3,544,400 mm³
Area moment about y, S_x = 1,167,100 mm³

Calculations

Slenderness Ratio

The effective length is:

l_ox = μ_x×l_x = 1.581 × 4,500 mm = 7,115 mm

l_oy = μ_y×l_y = 1.319 × 9,000 mm = 11,870 mm

The slenderness ratio is:

λ_{x} = \frac{l_{0 x}}{i_{x}} = \frac{7,115}{168.2} = 42.3 < 150

λ_{y} = \frac{l_{0 y}}{i_{y}} = \frac{11,870}{97.5} = 121.8 < 150

Ratio for tension slenderness: 42.3 / 150 = 0.28

Ratio for compression slenderness: 121.8 / 150 = 0.81

Steel Grade Correction Factor

The steel type is Q235. According to note 1 in table 3.5.1 of Standard for design of steel structures and table 1 of Standard for design of steel structures. Commentary 2.2, the steel grade correction coefficient is ε_k = 1.

Overall Stability Coefficient

According to the formula (C.0.1) in Appendix C of Standard for design of steel structures, the overall stability coefficient of the beam determined by the bending around the strong axis is calculated as:

ϕ_{b x} = β_{b} \frac{4320}{λ_{y}^{2}} \times \frac{A h}{W_{y}} [\sqrt{1 + {(\frac{λ_{y} t_{1}}{4.4 h})}^{2}} + η_{b}] ε_{k}

= 0.765 \times \frac{4,320}{{(121.8)}^{2}} \times \frac{250,691 \times 400}{354,4400} [\sqrt{1 + {(\frac{121.8 \times 21}{4.4 \times 400})}^{2}} + 0] \times 1 = 1.113 > 0.6

According to the formula (c.0.1-7) in Appendix C of Standard for design of steel structures,

{ϕ_{b x}}^{'} = 1.07 - \frac{0.282}{1.113} = 0.817 < 1.0

So, for the section in x-x direction, $ϕ_{b x} = 1.0$ .

Stability Factor for Axial Compression

According to the formula (D.0.5) in Appendix D of Standard for design of steel structures,

For section y-y direction:

λ_{n} = \frac{λ_{y}}{π} \sqrt{\frac{f_{y}}{E}} = \frac{121.8}{π} \sqrt{\frac{225}{206,000}} = 1.281

Class c, so, the coefficients are α1 = 0.730, α2 = 1.126, and α3 = 0.302.

Since $λ_{n} = 1.281 > 0.215$ , then the stability factor in y:

ϕ_{y} = \frac{1}{2 λ_{n}^{2}} [(α_{2} + α_{3} λ_{n} + λ_{n}^{2}) - \sqrt{{(α_{2} + α_{3} λ_{n} + λ_{n}^{2})}^{2} - 4 λ_{n}^{2}}]

= \frac{1}{2 \times {1.281}^{2}} [(1.216 + 0.302 \times 1.281 + {1.281}^{2}) - \sqrt{{(1.216 + 0.302 \times 1.281 + {1.281}^{2})}^{2} - 4 {\times 1.281}^{2}}] = 0.382

For section x-x direction:

λ_{n} = \frac{λ_{y}}{π} \sqrt{\frac{f_{y}}{E}} = \frac{42.3}{π} \sqrt{\frac{225}{206,000}} = 0.445

Class b, so, the coefficients are α1 = 0.650, α2 = 0.965, and α3 = 0.300.

Since $λ_{n} = 0.445 > 0.215$ , then the stability factor in x:

ϕ_{x} = \frac{1}{2 λ_{n}^{2}} [(α_{2} + α_{3} λ_{n} + λ_{n}^{2}) - \sqrt{{(α_{2} + α_{3} λ_{n} + λ_{n}^{2})}^{2} - 4 λ_{n}^{2}}]

= \frac{1}{2 \times {0.445}^{2}} [(0.965 + 0.300 \times 0.445 + {0.445}^{2}) - \sqrt{{(0.965 + 0.300 \times 0.445 + {0.445}^{2})}^{2} - 4 {\times 0.445}^{2}}] = 0.893

Equivalent Moment Factor

The critical buckling load:

N_{c r y} = \frac{π^{2} E I_{y}}{({μ_{y} l_{y})}^{2}} = \frac{π^{2} \times 206,000 \times 238,090,000}{{(1.319 \times 9,000)}^{2}} = 3,435,000 N

N_{c r x} = \frac{π^{2} E I_{x}}{({μ_{x} l_{x})}^{2}} = \frac{π^{2} \times 206000 \times 708,880,000}{{(1.581 \times 4,500)}^{2}} = 28,474,000 N

For an unbraced frame:

β_{m y} = 1 - \frac{0.36 N}{N_{c r y}} = 1 - 0.36 \times \frac{181.1}{3,435} = 0.981

β_{m x} = 1 - \frac{0.36 N}{N_{c r x}} = 1 - 0.36 \times \frac{181.1}{28,474} = 0.998

Because there is a reverse bending point, M1 and M2 have different signs:

β_{t x} = 0.65 + 0.35 M_{2} / M_{1} = 0.65 - 0.35 \times 12.66 / 174.5 = 0.625

β_{t y} = 0.65 + 0.35 M_{2 y} / M_{1 y} = 0.65 - 0.35 \times 7.39 / 57.06 = 0.605

Section influence coefficient, η = 1.0

Plastic Development Coefficient

According to clause 6.1.2 of Standard for design of steel structures, and the width thickness ratio of cross-section plate is grade S3,

γ_x = 1.05

γ_y = 1.20

Check Web Thickness to Height Ratio

Calculated the web height:

h₀ = 400 - 21 - 21 = 358 mm

\frac{h_{0}}{t_{w}} = \frac{458}{21} = 17.05

According to table 3.5.1 of Standard for design of steel structures, and the width thickness ratio of cross-section plate is grade S3, so the limit value of height thickness ratio is:

40 + 18 × ɑ₀^1.5

where

σ_max

\frac{N_{x}}{A} + \frac{M_{x}}{W_{z-web}} = \frac{176,800}{25,069} + \frac{16,000 \times (400 - 21 - 21)}{708,800,000 \times 2} = 7.056

where

ɑ_min

\frac{N_{x}}{A} - \frac{M_{x}}{W_{z-web}} = \frac{176,800}{25,069} - \frac{16,000 \times (400 - 21 - 21)}{708,800,000 \times 2} = 7.048

where

ɑ₀

\frac{ɑ_{max} - ɑ_{min}}{ɑ_{max}} = \frac{7.056 - 7.048}{7.056} = 0.001

Therefore, the limit value is: 40 + 18 × 0.001^1.5 = 40.00

Ratio: $\frac{17.05}{40.00} = 0.43$

Check Flange Thickness to Width Ratio

b_{0} = \frac{b - t_{w}}{2} = \frac{408 - 21}{2} = 194 mm

\frac{b_{0}}{t_{f}} = \frac{193}{21} = 9.21

According to table 3.5.1 of Standard for design of steel structures, and the width thickness ratio of cross-section plate is grade S3, so the limit value of width thickness ratio is:

{13 ε}_{k} = 13

Ratio:

\frac{9.21}{13} = 0.71

Shear Strength

The controlling load condition for shear is combination 10. F : 1.20DL+1.40LL+0.84WL:

V_x = 46.5 kN

V_y = 9.52 kN

Take the neutral axis as the calculation point of shear stress, calculate the area moment:

S_x = 1,960,000 mm³

S_y = 893,700 mm³

According to clause 6.1.3 of Standard for design of steel structures, shear stress

τ_{x} = \frac{V S}{I t_{w}} = \frac{46,500 N \times 1,960,000 {mm}^{3}}{708,880,000 {mm}^{4} \times 21 mm} = 6.12 {N/mm}^{2}

τ_{y} = \frac{V S}{I t_{w}} = \frac{9,526 N \times 893,700 {mm}^{3}}{238,090,000 {mm}^{4} \times 21 mm} = 0.85 {N/mm}^{2}

τ_max = 6.12 < f_v = 120 N/mm²

Therefore, the ratio is:

\frac{τ}{f_{v}} = \frac{6.12}{120} = 0.05

Check In-plain Stability

The controlling load condition for in-plane stability is combination 14. F : 1.2DL+1.4LL+0.84WF:

M_x = 174.8 kN·m

M_y = 58.75 kN·m

N = 181.2 kN

According to clause 8.2.5 of Standard for design of steel structures,

N_{E x} = \frac{π^{2} E A}{{1.1 λ}_{x}^{2}} = \frac{π^{2} 206,000 \times 25,069}{{1.1 \times 42.3}^{2}} = 25,900 kN

\frac{N}{ϕ_{x} A f} + \frac{β_{m x} M_{x}}{γ_{x} W_{x} (1 - 0.8 \frac{N}{N_{E x}}) f} + η \frac{β_{t y} M_{y}}{φ_{b y} W_{y} f}

(Cl. 8.2.5)

= \frac{181.2}{0.893 \times 25,069 \times 205} + \frac{0.998 \times 174,8 \times 10^{9}}{1.05 \times 3,544,400 \times (1 - 0.8 \frac{181.2}{25,900}) \times 205} + 1.0 \times \frac{0.605 \times 58.75 \times 10^{6}}{1.0 \times 1,167,110 \times 205} = 0.42 < 1.0

Check Out-of-plain Stability

The controlling load condition for in-plane stability is combination 14. F : 1.2DL+1.4LL+0.84WF:

M_x = 174.8 kN·m

M_y = 58.75 kN·m

N = 181.2 kN

According to clause 8.2.5 of Standard for design of steel structures,

N_{E x} = \frac{π^{2} E A}{{1.1 λ}_{x}^{2}} = \frac{π^{2} 206,000 \times 25,069}{{1.1 \times 121.8}^{2}} = 3,123 kN

\frac{N}{ϕ_{x} A f} + \frac{β_{m x} M_{x}}{γ_{x} W_{x} (1 - 0.8 \frac{N}{N_{E x}}) f} + η \frac{β_{t y} M_{y}}{φ_{b y} W_{y} f}

(Cl. 8.2.5)

= \frac{181.2 \times 1000}{0.382 \times 25,069 \times 205} + \frac{0.981 \times 58.75 \times 10^{9}}{1.2 \times 1,167,100 \times (1 - 0.8 \frac{181.1}{3,123}) \times 205} + 1.0 \times \frac{0.625 \times 174.8 \times 10^{9}}{0.817 \times 3,544,400 \times 205} = 0.49 < 1.0

Strength of the Member

The controlling load condition for strength is combination 14. F : 1.2DL+1.4LL+0.84WF:

According to Clause 8.1.1 of Standard for design of steel structures,

\frac{N}{A_{f} f} + \frac{M_{x}}{r_{x} W_{n x} f} + \frac{M_{y}}{r_{y} W_{n y} f} = \frac{181.2}{25,069 \times 205} \frac{174.8 \times 10^{6}}{1.05 \times 3,544,400 \times 205} + \frac{58.75 \times 10^{6}}{1.20 \times 1,167,100 \times 205} = 0.47

Comparison

Table 1. Comparison of results
Result Type	Reference	STAAD.Pro	Difference
Column Strength	0.47	0.47	none
In-plane Stability	0.42	0.42	none
Out-plane Stability	0.49	0.49	none
Compression Slenderness	0.81	0.81	none
Tension Slenderness	0.41	0.41	none
Shear Strength	0.05	0.05	none
Flange Slenderness	0.71	0.71	none

STAAD.Pro Input File

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ \Verification Models\09 Steel Design\China\GB500017-2017 H-section with Combined Axial and Bending.STD is typically installed with the program.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 03-Aug-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 4.5 0; 3 0 9 0; 5 10 0 0; 6 10 4.5 0; 7 10 9 0; 17 0 0 6;
18 0 4.5 6; 19 0 9 6; 20 10 0 6; 21 10 4.5 6; 22 10 9 6; 23 2.5 4.5 6;
24 5 4.5 6; 25 7.5 4.5 6; 26 2.5 4.5 0; 27 5 4.5 0; 28 7.5 4.5 0; 29 2.5 9 0;
30 5 9 0; 31 7.5 9 0; 32 2.5 9 6; 33 5 9 6; 34 7.5 9 6;
MEMBER INCIDENCES
1 1 2; 2 2 3; 4 2 26; 5 3 29; 7 5 6; 8 6 7; 23 3 19; 24 6 21; 25 7 22;
30 17 18; 31 18 19; 32 18 23; 33 19 32; 34 20 21; 35 21 22; 36 23 24; 37 24 25;
38 25 21; 39 26 27; 40 27 28; 41 28 6; 42 29 30; 43 30 31; 44 31 7; 45 32 33;
46 33 34; 47 34 22; 48 23 26; 49 24 27; 50 25 28; 51 32 29; 52 33 30; 53 34 31;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY CHINESE
1 2 7 8 30 31 34 35 TABLE ST HW400X408
4 5 32 33 36 TO 47 TABLE ST HN500X200
23 TO 25 48 TO 53 TABLE ST HN300X150
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 5 17 20 FIXED
DEFINE WIND LOAD
*{ TYPE AUTO, DON'T MODIFY FOLLOWING DATA
TYPE 2
INT 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.35 HEIG 0.9 1.8 2.7 3.6 -
4.5 5.4 6.3 7.2 8.1 9
*{ END MAIN TYPE
*{ END INCLINE TYPE
LOAD 1 LOADTYPE None  TITLE DL
SELFWEIGHT Y -1 
MEMBER LOAD
23 TO 25 48 TO 53 UNI GY -12.5
LOAD 2 LOADTYPE None  TITLE LL
MEMBER LOAD
23 TO 25 48 TO 53 UMOM GY -10
LOAD 3 WL AUTO WIND LOAD
*{ THE FIRST AUTO BUILD WIND LOAD
*{ 自动定义的风荷载的类型号
*{ TYPE NO : 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
*{ 建筑结构的总高度
*{ STRUCTURE HIGH : 9
*{ 是否考虑风振系数的影响
*{ IS BETAZ : 0
*{ 建筑结构基本自振周期
*{ BASE PERIOD : 0.5
*{ 基本风压值
*{ BASE PRESS : 0.35
*{ 场地土粗造度类别
*{ SOIL TYPE : B
*{ 四个风向的迎风面宽度
*{ AWEATHER WIDTH : 6 6 10 10
*{ 四个风向的迎风面宽度
*{ AWEATHER WIDTH : 6 6 10 10
*{ 结构类型（空间或平面）
*{ STRUCTURE TYPE 2
*{ 风荷载体型系数，四个风向，四个面
*{ LEFTWIND MIUS : 0.8 -0.5 -0.6 -0.6
*{ RIGHTWIND MIUS : -0.5 0.8 -0.6 -0.6
*{ FRONTWIND MIUS : -0.6 -0.6 0.8 -0.5
*{ BACKWIND MIUS : -0.6 -0.6 -0.5 0.8
*{ 计算风压强度/高度曲线的方式
*{ INTENSITY FLAG : 1
*{ 用户指定需要计算风压强度的点数
*{ INTENSITY NUMBER : 10
*{ 等距离计算风压强度时的距离值
*{ INTENSITY ISOMETRY : 5
*{ 按照层高计算各点风压强度时的层高度
*{ INTENSITY FLOOR : 4.5
WIND LOAD X 0.8 TYPE 2
WIND LOAD -X 0.5 TYPE 2
WIND LOAD -Z 0.6 TYPE 2
WIND LOAD -Z -0.6 TYPE 2
LOAD 4 WR AUTO WIND LOAD
*{ AUTO BUILD WIND LOAD
WIND LOAD X -0.5 TYPE 2
WIND LOAD -X -0.8 TYPE 2
WIND LOAD -Z 0.6 TYPE 2
WIND LOAD -Z -0.6 TYPE 2
LOAD 5 WF AUTO WIND LOAD
*{ AUTO BUILD WIND LOAD
WIND LOAD -X -0.6 TYPE 2
WIND LOAD -X 0.6 TYPE 2
WIND LOAD -Z -0.8 TYPE 2
WIND LOAD Z -0.5 TYPE 2
LOAD 6 WB AUTO WIND LOAD
*{ AUTO BUILD WIND LOAD
WIND LOAD -X -0.6 TYPE 2
WIND LOAD -X 0.6 TYPE 2
WIND LOAD -Z 0.5 TYPE 2
WIND LOAD Z 0.8 TYPE 2
LOAD COMB 7 F : 1.20DL
1 1.2 
LOAD COMB 8 F : 1.20DL+1.40LL
1 1.2 2 1.4 
LOAD COMB 9 F : 1.20DL+0.84WL
1 1.2 3 0.84 
LOAD COMB 10 F : 1.20DL+1.40LL+0.84WL
1 1.2 2 1.4 3 0.84 
LOAD COMB 11 F : 1.20DL+0.84WR
1 1.2 4 0.84 
LOAD COMB 12 F : 1.20DL+1.40LL+0.84WR
1 1.2 2 1.4 4 0.84 
LOAD COMB 13 F : 1.20DL+0.84WF
1 1.2 5 0.84 
LOAD COMB 14 F : 1.20DL+1.40LL+0.84WF
1 1.2 2 1.4 5 0.84 
LOAD COMB 15 F : 1.20DL+0.84WB
1 1.2 6 0.84 
LOAD COMB 16 F : 1.20DL+1.40LL+0.84WB
1 1.2 2 1.4 6 0.84 
LOAD COMB 17 F : 1.00DL
1 1.0 
LOAD COMB 18 F : 1.00DL+1.40LL
1 1.0 2 1.4 
LOAD COMB 19 F : 1.00DL+0.84WL
1 1.0 3 0.84 
LOAD COMB 20 F : 1.00DL+1.40LL+0.84WL
1 1.0 2 1.4 3 0.84 
LOAD COMB 21 F : 1.00DL+0.84WR
1 1.0 4 0.84 
LOAD COMB 22 F : 1.00DL+1.40LL+0.84WR
1 1.0 2 1.4 4 0.84 
LOAD COMB 23 F : 1.00DL+0.84WF
1 1.0 5 0.84 
LOAD COMB 24 F : 1.00DL+1.40LL+0.84WF
1 1.0 2 1.4 5 0.84 
LOAD COMB 25 F : 1.00DL+0.84WB
1 1.0 6 0.84 
LOAD COMB 26 F : 1.00DL+1.40LL+0.84WB
1 1.0 2 1.4 6 0.84 
LOAD COMB 27 F : 1.20DL+0.98LL
1 1.2 2 0.98 
LOAD COMB 28 F : 1.20DL+0.98LL+0.84WL
1 1.2 2 0.98 3 0.84 
LOAD COMB 29 F : 1.20DL+0.98LL+0.84WR
1 1.2 2 0.98 4 0.84 
LOAD COMB 30 F : 1.20DL+0.98LL+0.84WF
1 1.2 2 0.98 5 0.84 
LOAD COMB 31 F : 1.20DL+0.98LL+0.84WB
1 1.2 2 0.98 6 0.84 
LOAD COMB 32 F : 1.00DL+0.98LL
1 1.0 2 0.98 
LOAD COMB 33 F : 1.00DL+0.98LL+0.84WL
1 1.0 2 0.98 3 0.84 
LOAD COMB 34 F : 1.00DL+0.98LL+0.84WR
1 1.0 2 0.98 4 0.84 
LOAD COMB 35 F : 1.00DL+0.98LL+0.84WF
1 1.0 2 0.98 5 0.84 
LOAD COMB 36 F : 1.00DL+0.98LL+0.84WB
1 1.0 2 0.98 6 0.84 
LOAD COMB 37 F : 1.20DL+1.40WL
1 1.2 3 1.4 
LOAD COMB 38 F : 1.20DL+0.98LL+1.40WL
1 1.2 2 0.98 3 1.4 
LOAD COMB 39 F : 1.20DL+1.40WR
1 1.2 4 1.4 
LOAD COMB 40 F : 1.20DL+0.98LL+1.40WR
1 1.2 2 0.98 4 1.4 
LOAD COMB 41 F : 1.20DL+1.40WF
1 1.2 5 1.4 
LOAD COMB 42 F : 1.20DL+0.98LL+1.40WF
1 1.2 2 0.98 5 1.4 
LOAD COMB 43 F : 1.20DL+1.40WB
1 1.2 6 1.4 
LOAD COMB 44 F : 1.20DL+0.98LL+1.40WB
1 1.2 2 0.98 6 1.4 
LOAD COMB 45 F : 1.00DL+1.40WL
1 1.0 3 1.4 
LOAD COMB 46 F : 1.00DL+0.98LL+1.40WL
1 1.0 2 0.98 3 1.4 
LOAD COMB 47 F : 1.00DL+1.40WR
1 1.0 4 1.4 
LOAD COMB 48 F : 1.00DL+0.98LL+1.40WR
1 1.0 2 0.98 4 1.4 
LOAD COMB 49 F : 1.00DL+1.40WF
1 1.0 5 1.4 
LOAD COMB 50 F : 1.00DL+0.98LL+1.40WF
1 1.0 2 0.98 5 1.4 
LOAD COMB 51 F : 1.00DL+1.40WB
1 1.0 6 1.4 
LOAD COMB 52 F : 1.00DL+0.98LL+1.40WB
1 1.0 2 0.98 6 1.4 
LOAD COMB 53 F : 1.35DL
1 1.35 
LOAD COMB 54 F : 1.35DL+0.98LL
1 1.35 2 0.98 
LOAD COMB 55 F : 1.35DL+0.84WL
1 1.35 3 0.84 
LOAD COMB 56 F : 1.35DL+0.98LL+0.84WL
1 1.35 2 0.98 3 0.84 
LOAD COMB 57 F : 1.35DL+0.84WR
1 1.35 4 0.84 
LOAD COMB 58 F : 1.35DL+0.98LL+0.84WR
1 1.35 2 0.98 4 0.84 
LOAD COMB 59 F : 1.35DL+0.84WF
1 1.35 5 0.84 
LOAD COMB 60 F : 1.35DL+0.98LL+0.84WF
1 1.35 2 0.98 5 0.84 
LOAD COMB 61 F : 1.35DL+0.84WB
1 1.35 6 0.84 
LOAD COMB 62 F : 1.35DL+0.98LL+0.84WB
1 1.35 2 0.98 6 0.84 
LOAD COMB 63 D : 1.00DL
1 1.0 
LOAD COMB 64 D : 1.00DL+1.00LL
1 1.0 2 1.0 
LOAD COMB 65 D : 1.00DL+0.60WL
1 1.0 3 0.6 
LOAD COMB 66 D : 1.00DL+1.00LL+0.60WL
1 1.0 2 1.0 3 0.6 
LOAD COMB 67 D : 1.00DL+0.60WR
1 1.0 4 0.6 
LOAD COMB 68 D : 1.00DL+1.00LL+0.60WR
1 1.0 2 1.0 4 0.6 
LOAD COMB 69 D : 1.00DL+0.60WF
1 1.0 5 0.6 
LOAD COMB 70 D : 1.00DL+1.00LL+0.60WF
1 1.0 2 1.0 5 0.6 
LOAD COMB 71 D : 1.00DL+0.60WB
1 1.0 6 0.6 
LOAD COMB 72 D : 1.00DL+1.00LL+0.60WB
1 1.0 2 1.0 6 0.6 
LOAD COMB 73 D : 1.00DL+0.70LL
1 1.0 2 0.7 
LOAD COMB 74 D : 1.00DL+0.70LL+0.60WL
1 1.0 2 0.7 3 0.6 
LOAD COMB 75 D : 1.00DL+0.70LL+0.60WR
1 1.0 2 0.7 4 0.6 
LOAD COMB 76 D : 1.00DL+0.70LL+0.60WF
1 1.0 2 0.7 5 0.6 
LOAD COMB 77 D : 1.00DL+0.70LL+0.60WB
1 1.0 2 0.7 6 0.6 
LOAD COMB 78 D : 1.00DL+1.00WL
1 1.0 3 1.0 
LOAD COMB 79 D : 1.00DL+0.70LL+1.00WL
1 1.0 2 0.7 3 1.0 
LOAD COMB 80 D : 1.00DL+1.00WR
1 1.0 4 1.0 
LOAD COMB 81 D : 1.00DL+0.70LL+1.00WR
1 1.0 2 0.7 4 1.0 
LOAD COMB 82 D : 1.00DL+1.00WF
1 1.0 5 1.0 
LOAD COMB 83 D : 1.00DL+0.70LL+1.00WF
1 1.0 2 0.7 5 1.0 
LOAD COMB 84 D : 1.00DL+1.00WB
1 1.0 6 1.0 
LOAD COMB 85 D : 1.00DL+0.70LL+1.00WB
1 1.0 2 0.7 6 1.0 
PERFORM ANALYSIS
FINISH

Chinese steel design parameters (.gsp file):

[version=2207]
*{ The below data is for code check general information, please do not modify it.
[CodeCheck]
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
SelectAll=0
GroupOptimize=0
FastOptimize=0
Iteration=0
SecondaryMembers=
SectCollectionOrder=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.

[GROUP=1]
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.)=63 To 85
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)=40

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V. GB500017-2017 H-section with Combined Axial and Bending

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Chinese Steel Design Workflow Report