V. NZS3404 1997-RHS Section
Verify the design capacity of a rectangular hollow section as per NZS3404 1997.
Details
Verify the section bending capacity of an HSST20x12x0.75 spanning 6 m. Steel grade is 250 MPa.
Validation
Section Classification
Evaluate the slenderness effects of the Y axis:
Section classification is compact.
Evaluate the slenderness effects of the Z axis:
Section classification is compact
Section Bending Capacity About Z-Axis
Effective Section Modulus, Zez = 4.425×106 mm3
The nominal section capacity in bending about Z axis, Msz = ϕfy×Zez
Section Bending Capacity About Y-Axis
Effective Section Modulus, Zey = 3.114×106 mm3
The nominal section capacity in bending about Z axis, Msy = ϕfy×Zey
Member Bending Capacity
End restraint arrangement = LL
A twist restraint factor, Kt (SKT) = 1.00
Minor axis rotation restraints = Both
Lateral rotation restraint factor, Kr (SKR) = 1.0
Load Height factor, Kl, (LHT) = 1.00 [Ref : Table 5.6.3(2)]
Effective length = 1×1×1×6,000 = 6,000 mmReference buckling moment, Mo
Check for Axial Compression
Section Compression Capacity:
Gross Area, Ag = 26,774 mm2
Net Area, An = 26,774 mm2
Form factor, Kf = Ae/Ag = 1.0
The nominal member section capacity for axial compression,
Member Compression Capacity
Length of the member, L = 6,000 mm
Effective length factor for slenderness & buckling about minor Y- axis, Ky = 1.0
Effective length factor for slenderness & buckling about minor Z- axis, Kz = 1.0
Effective Length of member, Lez = 1.0×6,000 mm = 6,000 mm
Effective Length of member, Ley = 1.0×6,000 mm = 6,000 mm
Geometrical Slenderness Ratio = Lez/rz = 6,000 / 184.5 = 32.5
Geometrical Slenderness Ratio = Ley/ry = 6,000 / 123.9 = 48.4
Member slenderness,
The nominal member capacity,
The nominal member capacity,
Nominal Section tension Capacity
[Ref : Clause 7.1]
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
ϕMsz ( kN·m ) | 995.6 | 995.5142 | negligible | |
ϕMsy ( kN·m ) | 700.7 | 700.547 | negligible | |
ϕMbz ( kN·m ) | 995.6 | 995.5142 | negligible | |
ϕNcz (kN) | 5,950 | 5,949 | negligible | |
ϕNcy (kN) |
5,717 | 5,719 | negligible | |
ϕNs (kN) | 6,024 | 6,024.2 | negligible | |
ϕNt (kN) | 6,024 | 6,024.2 | negligible |
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\New Zealand\NZS3404 1997-RHS Section.std is typically installed with the program.
- The hot-rolled residual stress category is specified using
IST 2
- The steel grade is specified using
SGR 0
STAAD PLANE
*
* INPUT FILE: NZS3404_Frame 2.STD
*
* REFERENCE : Hand Calculation
*
* OBJECTIVE : TO DETERMINE THE ADEQUACY OF TUBE,HSST SHAPE PER
* THE NZS3404-1997 CODE
*
START JOB INFORMATION
ENGINEER DATE 21-Feb-17
END JOB INFORMATION
INPUT WIDTH 79
*
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 6 0; 3 8 6 0; 4 8 0 0;
*
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
DEFINE PMEMBER
2 PMEMBER 1
1 PMEMBER 2
3 PMEMBER 3
*
*
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 INDIAN
2 TABLE ST TUB1251256
*
MEMBER PROPERTY AMERICAN
1 3 TABLE ST HSST20X12X0.75
*
CONSTANTS
MATERIAL STEEL ALL
*
SUPPORTS
1 FIXED
4 PINNED
*
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
PMEMBER LOAD
1 UNI Y -10
2 UMOM GZ 25
3 TRAP GZ 4 6
3 CON Y 10 0.1 0
PERFORM ANALYSIS
*
PARAMETER 1
CODE NZS3404 1997
IST 2 PMEMB 1 TO 3
TRACK 2 PMEMB 1 TO 3
SGR 0 PMEMB 1 TO 3
CHECK CODE PMEMB 2 3
*
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - NZS-3404-1997 (v1.0)
**************************************************
AXIS NOTATION FOR ANY SECTION OTHER THAN ST ANGLE FOR Y UP :-
STAAD.Pro NZS3404 Spec. Description
--------- ------------- ---------------
X/x Z/z Longitudinal axis of section
Y/y Y/y Minor principal axis of section
Z/z X/x Major Principal axis of section
MEMBER DESIGN OUTPUT FOR PMEMBER 2
DESIGN Notes
------------
1. (*) next to a Load Case number signifies that a P-Delta analysis has not been performed for
that particular Load Case; i.e. analysis does not include second-order effects.
2. ϕ = 0.9 for all the calculations [NZS3404 Table 3.4]
3. (#) next to Young's modulus E indicates that its value is not 200000 MPa as per NZS3404 1.4.
DESIGN SUMMARY
--------------
Designation: ST HSST20X12X0.75 (AISC SECTIONS)
Governing Load Case: 1*
Governing Criteria: Cl.8.4.4.1
Governing Ratio: 0.090 (PASS)
Governing Location: 0.000 m from Start.
SECTION PROPERTIES
------------------
d: 508.0000 mm b: 304.8000 mm
t: 17.7292 mm
Ag: 26774.1387 mm2 J: 924.0338E+06 mm4 Iw: 0.0000E+00 mm6
Iz: 911.5469E+06 mm4 Sz: 4.4245E+06 mm3 (plastic) Zz: 3.5888E+06 mm3 (elastic)
rz: 184.5150E+00 mm
Iy: 411.2367E+06 mm4 Sy: 3.1135E+06 mm3 (plastic) Zy: 2.6984E+06 mm3 (elastic)
ry: 123.9333E+00 mm
STAAD PLANE -- PAGE NO. 4
*
MATERIAL PROPERTIES
-------------------
Material Standard : AS 1163
Nominal Grade : 250
Residual Stress Category : HR (Hot-rolled)
E (#) : 204999.984 MPa [NZS3404 1.4]
G : 80000.000 MPa [NZS3404 1.4]
fy, flange : 250.000 MPa [NZS3404 Table 2.1]
fy, web : 250.000 MPa [NZS3404 Table 2.1]
fu : 320.000 MPa [NZS3404 Table 2.1]
SLENDERNESS: ACTUAL SLENDERNESS RATIO: 48.413 LOAD: 1 LOC.(MET): 0.000
ALLOWABLE SLENDERNESS RATIO: 180.000
BENDING
-------
Section Bending Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.090
Critical Location : 0.000 m from Start.
Mz* = -89.2106E+00 KNm
Section Slenderness: Compact
Zez = 4.4245E+06 mm3
ϕMsz = 995.5142E+00 KNm [NZS3404 Cl.5.1 ]
Section Bending Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
My* = 0.0000E+00 KNm
Section Slenderness: Compact
Zey = 3.1135E+06 mm3
ϕMsy = 700.5470E+00 KNm [NZS3404 Cl.5.1 ]
Member Bending Capacity
Critical Load Case : 1*
Critical Ratio : 0.090
Critical Location : 0.000 m from Start.
Crtiical Flange Segment:
Location (Type): 0.00 m(F )- 6.00 m(F )
Mz* = -89.2106E+00 KNm
kt = 1.00 [NZS3404 Table 5.6.3(1)]
kl = 1.00 [NZS3404 Table 5.6.3(2)]
kr = 1.00 [NZS3404 Table 5.6.3(3)]
le = 6.00 m [NZS3404 5.6.3]
αm = 1.000 [NZS3404 5.6.1.1.1(b)(iii)]
Mo = 41.0351E+03 KNm [NZS3404 5.6.1.1.1(d)]
αsz = 1.000 [NZS3404 5.6.1.1.1(c)]
ϕMbz = 995.5142E+00 KNm (<= ϕMsz) [NZS3404 5.6.1.1.1(a)]
STAAD PLANE -- PAGE NO. 5
*
SHEAR
-----
Section Shear Capacity (along Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.001
Critical Location : 0.000 m from Start.
Vy* = 1.1125E+00 KN
ϕVvmy = 2.1765E+03 KN [NZS3404 5.12.2]
Section Shear Capacity (along Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
Vz* = 0.0000E+00 KN
ϕVvmz = 1.2893E+03 KN [NZS3404 5.12.2]
STAAD PLANE -- PAGE NO. 6
*
AXIAL
-----
Section Compression Capacity
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
N* = 40.2237E+00 KN
Ae = 26.7741E+03 mm2 [NZS3404 6.2.3 / 6.2.4]
kf = 1.000 [AS 4100 6.2.2]
An = 26.7741E+03 mm2
ϕNs = 6.0242E+03 KN [NZS3404 6.2.1]
Member Compression Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
N* = 40.2237E+00 KN
Unbraced Segment:
Location (Type): 0.00 m(U )- 6.00 m(U )
Lez = 6.00 m
αb = -1.00 [NZS3404 Table 6.3.3(1)/6.3.3(2)]
λn,z = 32.518 [NZS3404 6.3.3]
λ,z = 17.215 [NZS3404 6.3.3]
ε,z = 14.331 [NZS3404 6.3.3]
αc,z = 0.988 [NZS3404 6.3.3]
ϕNcz = 0.5949E+4 KN [NZS3404 6.3.3]
Member Compression Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
N* = 40.2237E+00 KN
Unbraced Segment:
Location (Type): 0.00 m(U )- 6.00 m(U )
Ley = 6.00 m
λn,y = 48.413 [NZS3404 6.3.3]
λ,y = 28.343 [NZS3404 6.3.3]
ε,y = 5.785 [NZS3404 6.3.3]
αc,y = 0.949 [NZS3404 6.3.3]
ϕNcy = 0.5719E+4 KN [NZS3404 6.3.3]
Section Tension Capacity
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
N* = 0.0000E+00 KN
kt = 1.00 [User defined]
An = 26.7741E+03 mm2
ϕNt = 6.0242E+03 KN [NZS3404 7.2]
STAAD PLANE -- PAGE NO. 7
*
COMBINED BENDING AND AXIAL
------------------------
Section Combined Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.090
Critical Location : 0.000 m from Start.
ϕMrz = 995.5142E+00 KNm [NZS3404 8.3.2]
Section Combined Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
ϕMry = 700.5470E+00 KNm [NZS3404 8.3.3]
Section Combined Capacity (Biaxial)
Critical Load Case : 1*
Critical Ratio : 0.034
Critical Location : 0.000 m from Start.
γ = 1.407 [NZS3404 8.3.4]
Member In-plane Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.090
Critical Location : 0.000 m from Start.
ϕMiz = 995.5142E+00 KNm [NZS3404 8.4.2]
Member In-plane Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
ϕMiy = 695.6196E+00 KNm [NZS3404 8.4.2]
Member Out-of-plane Capacity (Tension)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
αbc = 0.00
ϕNoz = 0.0000E+00 KN [NZS3404 8.4.4.1.2]
ϕMoz,t= 0.0000E+00 KNm [NZS3404 8.4.4.1]
Member Out-of-plane Capacity (Compression)
Critical Load Case : 1*
Critical Ratio : 0.090
Critical Location : 0.000 m from Start.
ϕMoz,c= 988.5120E+00 KNm [NZS3404 8.4.4.2]
Member Biaxial Capacity (Tension)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
Member Biaxial Capacity (Compression)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
********************************************************************************
AXIS NOTATION FOR ANY SECTION OTHER THAN ST ANGLE FOR Y UP :-
STAAD.Pro NZS3404 Spec. Description
--------- ------------- ---------------
X/x Z/z Longitudinal axis of section
Y/y Y/y Minor principal axis of section
Z/z X/x Major Principal axis of section
STAAD PLANE -- PAGE NO. 8
*
MEMBER DESIGN OUTPUT FOR PMEMBER 3
DESIGN Notes
------------
1. (*) next to a Load Case number signifies that a P-Delta analysis has not been performed for
that particular Load Case; i.e. analysis does not include second-order effects.
2. ϕ = 0.9 for all the calculations [NZS3404 Table 3.4]
3. (#) next to Young's modulus E indicates that its value is not 200000 MPa as per NZS3404 1.4.
DESIGN SUMMARY
--------------
Designation: ST HSST20X12X0.75 (AISC SECTIONS)
Governing Load Case: 1*
Governing Criteria: Cl.8.4.4.1
Governing Ratio: 0.053 (PASS)
Governing Location: 0.000 m from Start.
SECTION PROPERTIES
------------------
d: 508.0000 mm b: 304.8000 mm
t: 17.7292 mm
Ag: 26774.1387 mm2 J: 924.0338E+06 mm4 Iw: 0.0000E+00 mm6
Iz: 911.5469E+06 mm4 Sz: 4.4245E+06 mm3 (plastic) Zz: 3.5888E+06 mm3 (elastic)
rz: 184.5150E+00 mm
Iy: 411.2367E+06 mm4 Sy: 3.1135E+06 mm3 (plastic) Zy: 2.6984E+06 mm3 (elastic)
ry: 123.9333E+00 mm
MATERIAL PROPERTIES
-------------------
Material Standard : AS 1163
Nominal Grade : 250
Residual Stress Category : HR (Hot-rolled)
E (#) : 204999.984 MPa [NZS3404 1.4]
G : 80000.000 MPa [NZS3404 1.4]
fy, flange : 250.000 MPa [NZS3404 Table 2.1]
fy, web : 250.000 MPa [NZS3404 Table 2.1]
fu : 320.000 MPa [NZS3404 Table 2.1]
SLENDERNESS: ACTUAL SLENDERNESS RATIO: 48.413 LOAD: 1 LOC.(MET): 0.000
ALLOWABLE SLENDERNESS RATIO: 180.000
BENDING
-------
Section Bending Capacity (about Z-axis)
STAAD PLANE -- PAGE NO. 9
*
Critical Load Case : 1*
Critical Ratio : 0.053
Critical Location : 0.000 m from Start.
Mz* = 52.3655E+00 KNm
Section Slenderness: Compact
Zez = 4.4245E+06 mm3
ϕMsz = 995.5142E+00 KNm [NZS3404 Cl.5.1 ]
Section Bending Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.022
Critical Location : 6.000 m from Start.
My* = 15.6295E+00 KNm
Section Slenderness: Compact
Zey = 3.1135E+06 mm3
ϕMsy = 700.5470E+00 KNm [NZS3404 Cl.5.1 ]
Member Bending Capacity
Critical Load Case : 1*
Critical Ratio : 0.053
Critical Location : 0.000 m from Start.
Crtiical Flange Segment:
Location (Type): 0.00 m(F )- 6.00 m(F )
Mz* = 52.3655E+00 KNm
kt = 1.00 [NZS3404 Table 5.6.3(1)]
kl = 1.00 [NZS3404 Table 5.6.3(2)]
kr = 1.00 [NZS3404 Table 5.6.3(3)]
le = 6.00 m [NZS3404 5.6.3]
αm = 1.000 [NZS3404 5.6.1.1.1(b)(iii)]
Mo = 41.0351E+03 KNm [NZS3404 5.6.1.1.1(d)]
αsz = 1.000 [NZS3404 5.6.1.1.1(c)]
ϕMbz = 995.5142E+00 KNm (<= ϕMsz) [NZS3404 5.6.1.1.1(a)]
SHEAR
-----
Section Shear Capacity (along Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.004
Critical Location : 0.500 m from Start.
Vy* = 8.8875E+00 KN
ϕVvmy = 2.1765E+03 KN [NZS3404 5.12.2]
Section Shear Capacity (along Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.013
Critical Location : 6.000 m from Start.
Vz* = 16.2009E+00 KN
ϕVvmz = 1.2893E+03 KN [NZS3404 5.12.2]
STAAD PLANE -- PAGE NO. 10
*
AXIAL
-----
Section Compression Capacity
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
N* = 39.7763E+00 KN
Ae = 26.7741E+03 mm2 [NZS3404 6.2.3 / 6.2.4]
kf = 1.000 [AS 4100 6.2.2]
An = 26.7741E+03 mm2
ϕNs = 6.0242E+03 KN [NZS3404 6.2.1]
Member Compression Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
N* = 39.7763E+00 KN
Unbraced Segment:
Location (Type): 0.00 m(U )- 6.00 m(U )
Lez = 6.00 m
αb = -1.00 [NZS3404 Table 6.3.3(1)/6.3.3(2)]
λn,z = 32.518 [NZS3404 6.3.3]
λ,z = 17.215 [NZS3404 6.3.3]
ε,z = 14.331 [NZS3404 6.3.3]
αc,z = 0.988 [NZS3404 6.3.3]
ϕNcz = 0.5949E+4 KN [NZS3404 6.3.3]
Member Compression Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
N* = 39.7763E+00 KN
Unbraced Segment:
Location (Type): 0.00 m(U )- 6.00 m(U )
Ley = 6.00 m
λn,y = 48.413 [NZS3404 6.3.3]
λ,y = 28.343 [NZS3404 6.3.3]
ε,y = 5.785 [NZS3404 6.3.3]
αc,y = 0.949 [NZS3404 6.3.3]
ϕNcy = 0.5719E+4 KN [NZS3404 6.3.3]
Section Tension Capacity
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
N* = 0.0000E+00 KN
kt = 1.00 [User defined]
An = 26.7741E+03 mm2
ϕNt = 6.0242E+03 KN [NZS3404 7.2]
STAAD PLANE -- PAGE NO. 11
*
COMBINED BENDING AND AXIAL
------------------------
Section Combined Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.053
Critical Location : 0.000 m from Start.
ϕMrz = 995.5142E+00 KNm [NZS3404 8.3.2]
Section Combined Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.022
Critical Location : 6.000 m from Start.
ϕMry = 700.5470E+00 KNm [NZS3404 8.3.3]
Section Combined Capacity (Biaxial)
Critical Load Case : 1*
Critical Ratio : 0.020
Critical Location : 0.000 m from Start.
γ = 1.407 [NZS3404 8.3.4]
Member In-plane Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.053
Critical Location : 0.000 m from Start.
ϕMiz = 989.0403E+00 KNm [NZS3404 8.4.2]
Member In-plane Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.022
Critical Location : 6.000 m from Start.
ϕMiy = 695.8025E+00 KNm [NZS3404 8.4.2]
Member Out-of-plane Capacity (Tension)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
αbc = 0.00
ϕNoz = 0.0000E+00 KN [NZS3404 8.4.4.1.2]
ϕMoz,t= 0.0000E+00 KNm [NZS3404 8.4.4.1]
Member Out-of-plane Capacity (Compression)
Critical Load Case : 1*
Critical Ratio : 0.053
Critical Location : 0.000 m from Start.
ϕMoz,c= 988.5899E+00 KNm [NZS3404 8.4.4.2]
Member Biaxial Capacity (Tension)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
Member Biaxial Capacity (Compression)
Critical Load Case : 1*
Critical Ratio : 0.021
Critical Location : 0.000 m from Start.