V. NZS3404 1997-Tube Section Compact
Verify the design capacity of a PIPX80 section per the NZS3404 1997 code.
Details
Verify the bending capacity of a PIPX80 member. Steel grade = 250 MPa. The simply supported span is 9 m with a 8.4 kN load at 5 m from the left support.
Validation
Section Classification
Evaluate the slenderness effects of the pipe member:
Section classification is compact
Section Bending Capacity About Z-Axis
Effective Section Modulus, Zez = 508×103 mm3
The nominal section capacity in bending about Z axis, Msz = ϕfy×Zez
The pipe is symmetric, thus ϕMsy = ϕMsz
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 = 1×1×1×9,000 = 9,000 mmReference buckling moment, Mo
Check for Shear
Section Shear Capacity (Along Y axis), Vy = 0.36×fy×Ag = 0.36×250×7,677 = 691 kN
The pipe is symmetric, thus ϕVz = ϕVy
Check for Axial Compression
Section Compression Capacity:
Gross Area, Ag = 7,677 mm2
Net Area, An = 7,677 mm2
Form factor, Kf = Ae/Ag = 1.0
The nominal member section capacity for axial compression,
Member Compression Capacity
Length of the member, L = 9,000 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 = 1.0×9,000 mm = 9,000 mm
Effective Length of member, Ley = 1.0×9,000 mm = 9,000 mm
Geometrical Slenderness Ratio = Ley/ry = Lez/rz = 9,000 / 73.63 = 122.2
Member slenderness,
The nominal member capacity,
Nominal Section tension Capacity
[Ref : Clause 7.1]
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
ϕMsz (kN·m) | 114.3 | 114.2998 | negligible | |
ϕMbz (kN·m) | 114.3 | 114.2998 | negligible | |
ϕVy (kN) | 622 | 622.9 | negligible | |
ϕNs (kN) | 1,727 | 1,727.4 | negligible | |
ϕNcy (kN) | 855 | 854.7 | negligible | |
ϕNt (kN) | 1,727 | 1,727.4 | 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-Tube Section Compact.std is typically installed with the program.
STAAD SPACE
*
* INPUT FILE: NZS3404_Tube_Section_Compact.STD
*
* REFERENCE : Hand Calculation
*
* OBJECTIVE : TO DETERMINE THE ADEQUACY OF TUBE SHAPE PER
* THE NZS3404-1997 CODE
*
START JOB INFORMATION
ENGINEER DATE 03-Jan-17
END JOB INFORMATION
INPUT WIDTH 79
*
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 4 9 0 0; 5 3 0 0; 6 6 0 0;
*
MEMBER INCIDENCES
1 1 5; 2 5 6; 3 6 4;
DEFINE PMEMBER
1 TO 3 PMEMBER 1
*
*
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 AMERICAN
1 TO 3 TABLE ST PIPX80
*
CONSTANTS
MATERIAL STEEL ALL
*
SUPPORTS
1 PINNED
4 FIXED BUT FX MY MZ
PRINT ALL
*
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
2 CON GY -8.4
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
*
PARAMETER 1
CODE NZS3404 1997
BEAM 1 PMEMB 1
IST 2 PMEMB 1
SGR 6 PMEMB 1
SKL 1 PMEMB 1
SKR 1 PMEMB 1
SKT 1 PMEMB 1
TRACK 2 PMEMB 1
CHECK CODE PMEMB 1
*
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 1
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 PIPX80 (AISC SECTIONS)
Governing Load Case: 1*
Governing Criteria: Cl.5.1
Governing Ratio: 0.165 (PASS)
Governing Location: 4.500 m from Start.
SECTION PROPERTIES
------------------
OD: 219.0750 mm t: 11.8110 mm
Ag: 7677.4033 mm2 J: 83.2463E+06 mm4 Iw: 0.0000E+00 mm6
Iz: 41.6231E+06 mm4 Sz: 507.9990E+03 mm3 (plastic) Zz: 379.9899E+03 mm3 (elastic)
rz: 73.6309E+00 mm
Iy: 41.6231E+06 mm4 Sy: 507.9990E+03 mm3 (plastic) Zy: 379.9899E+03 mm3 (elastic)
ry: 73.6309E+00 mm
STAAD SPACE -- PAGE NO. 13
*
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: 122.231 LOAD: 1 LOC.(MET): 0.000
ALLOWABLE SLENDERNESS RATIO: 400.000
BENDING
-------
Section Bending Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.165
Critical Location : 4.500 m from Start.
Mz* = -18.9000E+00 KNm
Section Slenderness: Compact
Zez = 507.9990E+03 mm3
ϕMsz = 114.2998E+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 = 507.9990E+03 mm3
ϕMsy = 114.2998E+00 KNm [NZS3404 Cl.5.1 ]
Member Bending Capacity
Critical Load Case : 1*
Critical Ratio : 0.165
Critical Location : 4.500 m from Start.
Crtiical Flange Segment:
Location (Type): 0.00 m(F )- 9.00 m(F )
Mz* = -18.9000E+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 = 9.00 m [NZS3404 5.6.3]
αm = 1.000 [NZS3404 5.6.1.1.1(b)(iii)]
Mo = 2.6123E+03 KNm [NZS3404 5.6.1.1.1(d)]
αsz = 1.000 [NZS3404 5.6.1.1.1(c)]
ϕMbz = 114.2998E+00 KNm (<= ϕMsz) [NZS3404 5.6.1.1.1(a)]
STAAD SPACE -- PAGE NO. 14
*
SHEAR
-----
Section Shear Capacity (along Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.007
Critical Location : 0.000 m from Start.
Vy* = 4.2000E+00 KN
ϕVvmy = 622.9389E+00 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 = 622.9389E+00 KN [NZS3404 5.12.2]
STAAD SPACE -- PAGE NO. 15
*
AXIAL
-----
Section Compression Capacity
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
N* = 0.0000E+00 KN
Ae = 7.6774E+03 mm2 [NZS3404 6.2.3 / 6.2.4]
kf = 1.000 [AS 4100 6.2.2]
An = 7.6774E+03 mm2
ϕNs = 1.7274E+03 KN [NZS3404 6.2.1]
Member Compression Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
N* = 0.0000E+00 KN
Unbraced Segment:
Location (Type): 0.00 m(U )- 9.00 m(U )
Lez = 9.00 m
αb = -1.00 [NZS3404 Table 6.3.3(1)/6.3.3(2)]
λn,z = 122.231 [NZS3404 6.3.3]
λ,z = 107.130 [NZS3404 6.3.3]
ε,z = 0.961 [NZS3404 6.3.3]
αc,z = 0.495 [NZS3404 6.3.3]
ϕNcz = 0.8547E+3 KN [NZS3404 6.3.3]
Member Compression Capacity (about Y-axis)
Critical Load Case : 1*
Critical Ratio : 0.000
Critical Location : 0.000 m from Start.
N* = 0.0000E+00 KN
Unbraced Segment:
Location (Type): 0.00 m(U )- 9.00 m(U )
Ley = 9.00 m
λn,y = 122.231 [NZS3404 6.3.3]
λ,y = 107.130 [NZS3404 6.3.3]
ε,y = 0.961 [NZS3404 6.3.3]
αc,y = 0.495 [NZS3404 6.3.3]
ϕNcy = 0.8547E+3 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 = 7.6774E+03 mm2
ϕNt = 1.7274E+03 KN [NZS3404 7.2]
STAAD SPACE -- PAGE NO. 16
*
COMBINED BENDING AND AXIAL
------------------------
Section Combined Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.165
Critical Location : 4.500 m from Start.
ϕMrz = 114.2998E+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 = 114.2998E+00 KNm [NZS3404 8.3.3]
Section Combined Capacity (Biaxial)
Critical Load Case : 1*
Critical Ratio : 0.165
Critical Location : 4.500 m from Start.
γ = 1.400 [NZS3404 8.3.4]
Member In-plane Capacity (about Z-axis)
Critical Load Case : 1*
Critical Ratio : 0.165
Critical Location : 4.500 m from Start.
ϕMiz = 114.2998E+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 = 114.2998E+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 : 0.000
Critical Location : 0.000 m from Start.
ϕMoz,c= 0.0000E+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.
********************************************************************************