V.NZS3404 1997-Simply Supported Beam With Overhang

Verify the design strength of an I section per the NZS3404 1997 code.

Reference

Kirke, Brian, and Iyad Hassan Al-Jamel. Steel Structures Design Manual to AS4100. 2004. p.124

Details

From the reference:

The 250UC89.5 beam in Grade 300 steel shown below is continuous over the supports at B and D and is free at A and E. The beam section is restrained against lateral deflection at B and D, fully restrained against twist rotation at B and D, and is unrestrained at A and E. A downward concentrated load of 5P* acts at C and a downward concentrated load of P* acts at A and E. These loads act at the top flange, and are free to deflect laterally with the beam. Determine the maximum value of P*.

Validation

Section Classification

Evaluate the slenderness effects of the flange:

λ_{e f} = \frac{B}{{2 t}_{f}} \sqrt{\frac{f_{y}}{250}} = \frac{256}{2(17.3)} \sqrt{\frac{280}{250}} = 7.83

Section classification of the flange is compact.

Evaluate the slenderness effects of the web:

λ_{e w} = \frac{d}{t_{w}} \sqrt{\frac{f_{y}}{250}} = \frac{225.4}{10.5} \sqrt{\frac{280}{250}} = 22.72

Section classification of the web is compact

Section Bending Capacity About Z-Axis

Effective Section Modulus, Z_ez = 1.23×10⁶ mm³

The nominal section capacity in bending about Z axis, M_sz = ϕf_y×Z_ez

M_sz = 280× 1.23 ×10^-6 = 344.4 kN·m

ϕM_sz = 0.9×344.4 = 309.96 kN·m

Section Bending Capacity About Y-Axis

Effective Section Modulus, Z_ey = 575×10³ mm³

The nominal section capacity in bending about Z axis, M_sy = ϕf_y×Z_ey

M_sy = 280× 575×10^-3 = 161 kN·m

ϕM_sy = 0.9×161 = 144.9 kN·m

Member Bending Capacity of Cantilevers

End restraint arrangement = FU

A twist restraint factor, K_t (SKT) = 1.00

Minor axis rotation restraints = Both

Lateral rotation restraint factor, K_r (SKR) = 1.0

Load Height factor, Kl, (LHT) = 2 [Ref : Table 5.6.3(2)]

Effective length = 1×1×2×4,000 = 8,000 mm

The alpha value for a cantilever is taken from Table 5.6.2 in the code.

α_{m} = 1.25

[Ref. Table 5.6.2]

Reference buckling moment, M_o

M_{o} = \sqrt{\frac{π^{2} E I_{y}}{{L_{e}}^{2}} [G J + (\frac{π^{2} E I_{w}}{{L_{e}}^{2}})]}

M_{o} = \sqrt{\frac{π^{2} (205) (4.84 \times 10^{6})}{{(8,000)}^{2}} [80 (1.04 \times 10^{6}) + \frac{π^{2} (205) (713 \times 10^{9})}{{(8,000)}^{2}}]} 10^{- 3} = 399 kN·m

α_{s} = 0.6 \{\sqrt{[{(\frac{M_{s x}}{M_{o a}})}^{2} + 3]} - (\frac{M_{s x}}{M_{o a}})\}

α_{s} = 0.6 \{\sqrt{[{(\frac{344.4}{399})}^{2} + 3]} - (\frac{344.4}{399})\} = 0.643

[Ref : Clause 5.6.1.1 (c)]

M_bx = α_mα_sM_sx ≤ M_sx

M_bz = 1.25 × 0.643 × 344.4 = 276.8 kN·m ≤ (M_sz, M_sy)_Max.

[Ref : Clause 5.6.1.1.1(a)]

ϕM_bz = 0.9×276.8 = 249.1 kN·m

Member Bending Capacity of Main Span

End restraint arrangement = FF

A twist restraint factor, K_t (SKT) = 1.00

Minor axis rotation restraints = Both

Lateral rotation restraint factor, K_r (SKR) = 1.0

Load Height factor, Kl, (LHT) = 1.4 [Ref : Table 5.6.3(2)]

Effective length = 1×1×1.4×8,000 = 11,200 mm

α_{m} = \frac{1.7 M_{m}^{\times}}{\sqrt{{(M_{1}^{*})}^{2} + {(M_{2}^{*})}^{2} + {(M_{3}^{*})}^{2}}} \leq 2.5

α_{m} = \frac{1.7 \times 6P*}{\sqrt{{(P*)}^{2} + {(6P*)}^{2} + {(P*)}^{2}}} = 1.655

Reference buckling moment, M_o

M_{o} = \sqrt{\frac{π^{2} E I_{y}}{{L_{e}}^{2}} [G J + (\frac{π^{2} E I_{w}}{{L_{e}}^{2}})]}

M_{o} = \sqrt{\frac{π^{2} (205) (4.84 \times 10^{6})}{{(11,200)}^{2}} [80 (1.04 \times 10^{6}) + \frac{π^{2} (205) (713 \times 10^{9})}{{(11,200)}^{2}}]} 10^{- 3} = 271.9 kN·m

α_{s} = 0.6 \{\sqrt{[{(\frac{M_{s x}}{M_{o a}})}^{2} + 3]} - (\frac{M_{s x}}{M_{o a}})\}

α_{s} = 0.6 \{\sqrt{[{(\frac{344.4}{271.9})}^{2} + 3]} - (\frac{344.4}{271.9})\} = 0.528

[Ref : Clause 5.6.1.1 (c)]

M_bx = α_mα_sM_sx ≤ M_sx

M_bz = 1.655 × 0.528 × 344.4 = 300.95 kN·m ≤ (M_sz, M_sy)_Max.

[Ref : Clause 5.6.1.1.1(a)]

ϕM_bz = 0.9×300.95 = 270.9 kN·m

Maximum Load Determination

The moments over the supports due to the cantilevers, M₁ = M₂ = 4×P*

The maximum moment in the middle span occurs at the 5P load:

M_{m a x} = \frac{(5 P *) 8}{4} - {(M}_{1} + M_{2}) = 10 P * - 4 P * = 6 P *

So the maximum value of P* is derived from setting M_max = ϕM_bz and solving for P*:

P* = ϕM_bz/6 = 270.9 / 6 = 45.1 kN

Results

Table 1. Comparison of results
Result Type	Calculations	STAAD.Pro	Difference
ϕM_sz (kN·m)	309.96	309.96	none
ϕM_sy (kN·m)	144.9	142.9313	1.4%
ϕM_bz (kN·m) - Cantilever	249.1	249.4725	negligible
ϕM_bz (kN·m) - Main span	270.9	269.5	negligible
P* (kN)	45.1†	44.9‡	0.5%

†The reference gives a P* value of 44.33 kN (though to be noted this is also calculated for the AS 4100 code as opposed to the NZS 34043 1997 code).

‡For STAAD.Pro, the value of 44.9 kips gives a critical ratio of 1.00 for the member bending capacity.

STAAD.Pro Input File

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\New Zealand\NZS3404 1997-Simply Supported Beam With Overhang.std is typically installed with the program.

STAAD PLANE
*
*  INPUT FILE: NZS3404_Simply_Supported_Beam_with_Overhang.STD
*
* REFERENCE : Hand Calculation
*
*  OBJECTIVE : TO DETERMINE THE ADEQUACY OF UC SHAPE  PER
*              THE NZS3404-1997 CODE
*
START JOB INFORMATION
ENGINEER DATE 17-Feb-17
END JOB INFORMATION
INPUT WIDTH 79
*
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 4 0 0; 3 12 0 0; 4 16 0 0;
*
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
DEFINE PMEMBER
1 PMEMBER 1
2 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 AUSTRALIAN
1 TO 3 TABLE ST UC250X89.5
*
CONSTANTS
MATERIAL STEEL ALL
*
SUPPORTS
2 PINNED
3 FIXED BUT FX MY MZ
*
LOAD 1 LOADTYPE None  TITLE LOAD CASE 1
*SELFWEIGHT Y -1 
MEMBER LOAD
2 CON GY -224.5
JOINT LOAD
1 4 FY -44.9
PERFORM ANALYSIS
*
PARAMETER 1
CODE NZS3404 1997
TRACK 2 PMEMB 1 TO 3
SGR 2 PMEMB 1 TO 3
LHT 1 PMEMB 1 TO 3
PBRACE TOP 0 U 1 F PMEMB 1
PBRACE BOTTOM 0 U 1 F PMEMB 1
PBCRES ZZ 0 U 1 T PMEMB 1
PBCRES YY 0 U 1 T PMEMB 1
PBRACE TOP 0 F 1 U PMEMB 3
PBRACE BOTTOM 0 F 1 U PMEMB 3
PBCRES ZZ 0 T 1 U PMEMB 3
PBCRES YY 0 T 1 U PMEMB 3
CHECK CODE PMEMB 1 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     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   UC250X89.5               (AISC SECTIONS)
   Governing Load Case:     1*
   Governing Criteria: Cl.5.1                                                      
   Governing Ratio:   0.720  (PASS)
   Governing Location:   4.000 m from Start.
   SECTION PROPERTIES
   ------------------
    d:       260.0000 mm   bf:       256.0000 mm
   tf:        17.3000 mm   tw:        10.5000 mm
   Ag:     11400.0000 mm2   J:     1.0400E+06 mm4             Iw:   712.3514E+09 mm6
   Iz:   143.0000E+06 mm4  Sz:     1.2300E+06 mm3 (plastic)   Zz:     1.1000E+06 mm3 (elastic)
   rz:   111.9994E+00 mm
   Iy:    48.4000E+06 mm4  Sy:   575.0001E+03 mm3 (plastic)   Zy:   378.1251E+03 mm3 (elastic)
   ry:    65.1584E+00 mm
      STAAD PLANE                                              -- PAGE NO.    4
    *                                           
   MATERIAL PROPERTIES
   -------------------
   Material Standard        :  AS/NZS 3679.1
   Nominal Grade            :  300
   Residual Stress Category :  HR (Hot-rolled)
   E (#)       : 204999.984 MPa         [NZS3404 1.4]
   G           :  80000.000 MPa         [NZS3404 1.4]
   fy, flange  :    280.000 MPa         [NZS3404 Table 2.1]
   fy, web     :    320.000 MPa         [NZS3404 Table 2.1]
   fu          :    440.000 MPa         [NZS3404 Table 2.1]
  SLENDERNESS:   ACTUAL SLENDERNESS RATIO:      61.389  LOAD:     1   LOC.(MET):   0.000
                 ALLOWABLE SLENDERNESS RATIO:  400.000
   BENDING
   -------
   Section Bending Capacity (about Z-axis)
   Critical Load Case :     1*
   Critical Ratio     :   0.579
   Critical Location  :   4.000 m from Start.
   Mz* =   179.6000E+00 KNm
   Section Slenderness: Compact
   Zez =     1.2300E+06 mm3
   ϕMsz =   309.9600E+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 =   567.1876E+03 mm3
   ϕMsy =   142.9313E+00 KNm                [NZS3404 Cl.5.1    ]
   Member Bending Capacity
   Critical Load Case :     1*
   Critical Ratio     :   0.720
   Critical Location  :   4.000 m from Start.
   Crtiical Flange Segment: 
   Location (Type):   0.00 m(U )-  4.00 m(F )
   Mz* =   179.6000E+00 KNm
   kt   =      1.00                         [NZS3404 Table 5.6.3(1)]
   kl   =      2.00                         [NZS3404 Table 5.6.3(2)]
   kr   =      1.00                         [NZS3404 Table 5.6.3(3)]
   le   =      8.00 m                       [NZS3404 5.6.3]
   αm   =     1.250                         [NZS3404 5.6.1.1.1(b)(iii)]
   Mo   =   399.9072E+00 KNm                [NZS3404 5.6.1.1.1(d)]
   αsz  =     0.644                         [NZS3404 5.6.1.1.1(c)]
   ϕMbz =   249.4725E+00 KNm (&lt;= 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     :   0.095
   Critical Location  :   0.000 m from Start.
   Vy*   =   -44.9000E+00 KN
   ϕVvmy =   471.7440E+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 =     1.3393E+03 KN                [NZS3404 5.12.2]
      STAAD PLANE                                              -- PAGE NO.    6
    *                                           
   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    =    11.4000E+03 mm2               [NZS3404 6.2.3 / 6.2.4]
   kf    =     1.000                        [AS 4100 6.2.2]
   An    =    11.4000E+03 mm2
   ϕNs   =     2.8728E+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 )-  4.00 m(T )
   Lez   =      8.80 m
   αb    =      0.00                        [NZS3404 Table 6.3.3(1)/6.3.3(2)]
   λn,z  =    83.153                        [NZS3404 6.3.3]
   λ,z   =    83.153                        [NZS3404 6.3.3]
   ε,z   =     1.219                        [NZS3404 6.3.3]
   αc,z  =     0.659                        [NZS3404 6.3.3]
   ϕNcz  = 0.1892E+4 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 )-  4.00 m(T )
   Ley   =      8.80 m
   λn,y  =   142.929                        [NZS3404 6.3.3]
   λ,y   =   142.929                        [NZS3404 6.3.3]
   ε,y   =     0.782                        [NZS3404 6.3.3]
   αc,y  =     0.318                        [NZS3404 6.3.3]
   ϕNcy  = 0.9146E+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    =    11.4000E+03 mm2
   ϕNt   =     2.8728E+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     :   0.579
   Critical Location  :   4.000 m from Start.
   ϕMrz  =   309.9600E+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  =   142.9313E+00 KNm               [NZS3404 8.3.3]
   Section Combined Capacity (Biaxial)
   Critical Load Case :     1*
   Critical Ratio     :   0.466
   Critical Location  :   4.000 m from Start.
   γ     =     1.400                         [NZS3404 8.3.4]
   Member In-plane Capacity (about Z-axis)
   Critical Load Case :     1*
   Critical Ratio     :   0.579
   Critical Location  :   4.000 m from Start.
   ϕMiz  =   309.9600E+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  =   142.9313E+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.
   ********************************************************************************
   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     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   UC250X89.5               (AISC SECTIONS)
   Governing Load Case:     1*
   Governing Criteria: Cl.5.1                                                      
   Governing Ratio:   1.000  (PASS)
   Governing Location:   4.000 m from Start.
   SECTION PROPERTIES
   ------------------
    d:       260.0000 mm   bf:       256.0000 mm
   tf:        17.3000 mm   tw:        10.5000 mm
   Ag:     11400.0000 mm2   J:     1.0400E+06 mm4             Iw:   712.3514E+09 mm6
   Iz:   143.0000E+06 mm4  Sz:     1.2300E+06 mm3 (plastic)   Zz:     1.1000E+06 mm3 (elastic)
   rz:   111.9994E+00 mm
   Iy:    48.4000E+06 mm4  Sy:   575.0001E+03 mm3 (plastic)   Zy:   378.1251E+03 mm3 (elastic)
   ry:    65.1584E+00 mm
   MATERIAL PROPERTIES
   -------------------
   Material Standard        :  AS/NZS 3679.1
   Nominal Grade            :  300
   Residual Stress Category :  HR (Hot-rolled)
   E (#)       : 204999.984 MPa         [NZS3404 1.4]
   G           :  80000.000 MPa         [NZS3404 1.4]
   fy, flange  :    280.000 MPa         [NZS3404 Table 2.1]
   fy, web     :    320.000 MPa         [NZS3404 Table 2.1]
   fu          :    440.000 MPa         [NZS3404 Table 2.1]
  SLENDERNESS:   ACTUAL SLENDERNESS RATIO:     122.778  LOAD:     1   LOC.(MET):   0.000
                 ALLOWABLE SLENDERNESS RATIO:  400.000
   BENDING
   -------
   Section Bending Capacity (about Z-axis)
      STAAD PLANE                                              -- PAGE NO.    9
    *                                           
   Critical Load Case :     1*
   Critical Ratio     :   0.869
   Critical Location  :   4.000 m from Start.
   Mz* =  -269.4000E+00 KNm
   Section Slenderness: Compact
   Zez =     1.2300E+06 mm3
   ϕMsz =   309.9600E+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 =   567.1876E+03 mm3
   ϕMsy =   142.9313E+00 KNm                [NZS3404 Cl.5.1    ]
   Member Bending Capacity
   Critical Load Case :     1*
   Critical Ratio     :   1.000
   Critical Location  :   4.000 m from Start.
   Crtiical Flange Segment: 
   Location (Type):   0.00 m(F )-  8.00 m(F )
   Mz* =  -269.4000E+00 KNm
   kt   =      1.00                         [NZS3404 Table 5.6.3(1)]
   kl   =      1.40                         [NZS3404 Table 5.6.3(2)]
   kr   =      1.00                         [NZS3404 Table 5.6.3(3)]
   le   =     11.20 m                       [NZS3404 5.6.3]
   αm   =     1.655                         [NZS3404 5.6.1.1.1(b)(iii)]
   Mo   =   270.1554E+00 KNm                [NZS3404 5.6.1.1.1(d)]
   αsz  =     0.525                         [NZS3404 5.6.1.1.1(c)]
   ϕMbz =   269.5068E+00 KNm (&lt;= ϕMsz)      [NZS3404 5.6.1.1.1(a)]
   SHEAR
   -----
   Section Shear Capacity (along Y-axis)
   Critical Load Case :     1*
   Critical Ratio     :   0.294
   Critical Location  :   4.000 m from Start.
   Vy*   =   112.2500E+00 KN
   ϕVvmy =   381.8150E+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 =     1.3393E+03 KN                [NZS3404 5.12.2]
      STAAD PLANE                                              -- PAGE NO.   10
    *                                           
   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    =    11.4000E+03 mm2               [NZS3404 6.2.3 / 6.2.4]
   kf    =     1.000                        [AS 4100 6.2.2]
   An    =    11.4000E+03 mm2
   ϕNs   =     2.8728E+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 )-  8.00 m(U )
   Lez   =      8.00 m
   αb    =      0.00                        [NZS3404 Table 6.3.3(1)/6.3.3(2)]
   λn,z  =    75.593                        [NZS3404 6.3.3]
   λ,z   =    75.593                        [NZS3404 6.3.3]
   ε,z   =     1.352                        [NZS3404 6.3.3]
   αc,z  =     0.711                        [NZS3404 6.3.3]
   ϕNcz  = 0.2043E+4 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 )-  8.00 m(U )
   Ley   =      8.00 m
   λn,y  =   129.936                        [NZS3404 6.3.3]
   λ,y   =   129.936                        [NZS3404 6.3.3]
   ε,y   =     0.831                        [NZS3404 6.3.3]
   αc,y  =     0.372                        [NZS3404 6.3.3]
   ϕNcy  = 0.1068E+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    =    11.4000E+03 mm2
   ϕNt   =     2.8728E+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     :   0.869
   Critical Location  :   4.000 m from Start.
   ϕMrz  =   309.9600E+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  =   142.9313E+00 KNm               [NZS3404 8.3.3]
   Section Combined Capacity (Biaxial)
   Critical Load Case :     1*
   Critical Ratio     :   0.822
   Critical Location  :   4.000 m from Start.
   γ     =     1.400                         [NZS3404 8.3.4]
   Member In-plane Capacity (about Z-axis)
   Critical Load Case :     1*
   Critical Ratio     :   0.869
   Critical Location  :   4.000 m from Start.
   ϕMiz  =   309.9600E+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  =   142.9313E+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