Hong Kong CP2011 code specific items

Sections considered

3 Materials

3.1 Structural Steel

3.1.2 Design strength for normal strength steels

3.1.6 Other properties

 

6 Design Methods and Analysis

6.8 Second-Order P-D-d Elastic Analysis

6.8.2 Method of Analysis items (1) and (2) only

6.8.3 Applications and Limitations

 

7 Section Classification

7.1 General

7.2 Classification

7.3 Stress Ratios for Classification

7.5 Effective Plastic Modulus

7.5.1 General

7.5.2 I or H Sections with equal flanges

7.5.3 Rectangular hollow sections

7.5.4 Circular hollow sections

7.6 Effective Width method for slender cross sections

7.8 Shift of the centroid of the effective cross section

 

8 Design of Structural Members

8.1 General

8.2 Restrained Beams

8.2.1 Shear capacity

8.2.2 Moment capacity

8.2.2.1 Low Shear condition

8.2.2.2 High Shear condition

8.3 Lateral-Torsional buckling of Beams

8.3.3 Normal and destabilising loads

8.3.5 Moment resistance to Lateral-torsional buckling

8.3.5.1 Limiting slenderness

8.3.5.2 Buckling resistance moment

8.3.5.3 Equivalent dlenderness for flexural-torsional buckling

8.4 Plate Girders

8.4.1 Design strength

8.4.2 Minimum web thickness for servicability

8.4.3a Minimum web thickness to avoid compression flange buckling

8.4.4 Moment Capacity of restrained girders

8.4.4.1 Web suspectible to shear buckling

8.4.4.2 Web susceptible to shear buckling

8.4.5 Effects of Axial force

8.4.6 Shear buckling resistance

8.5 Buckling resistance moment for a single angle member

8.6 Tension members

8.6.1 Tension Capacity

8.6.2 Members with eccentric connections

8.6.3 Single and double angle, channel and T sections

8.7 Compression Members

8.7.4 Slenderness

8.7.5 Compression resistance

8.7.6 Compressive strength

8.7.7 Eccentric connections

8.8 Tension members under combined axial force and moments

8.9 Compression Members under combined axial force and moments

8.9.1 Cross section capacity

8.9.2 Member buckling resistance

Note the explanation of equation 8.80 in "Running a steel member design".

 

9 Connections

9.3.4.4 Effective area for tension

9.3.4.5 Effective area for shear

 

Appendix 8.1

Appendix 8.2

Appendix 8.3

 

Assumptions

3.1.2 Class 1 and 1H steels assumed.

6.8.2(3) Frame and member imperfections are not automatically considered in the analysis, however if clause 8.9.2 is used instead of clause 6.8.3 then there is no requirement for member imperfections in the analysis.

1. 1. 1. Mcx and Mcy = Zpy.

7.5.1 I or H sections with unequal flanges Seff = Z as per other sections.

7.6 Same method as BS5950-2000 is adopted to calculate effective section and change in centroid and properties for slender sections but with HK element limits.

8.2 Beam checked whether fully restrained or not.

8.3.5.2 Mb = Mcx from 8.2.2 if Lateral Torsional Buckling need not be checked.

8.3.5.3 Box sections use this code section.

8.3.5.3 Channels assume that loads pass through shear centre - warning given.

8.4 Webs without intermediate or transverse stiffeners assumed (a = infinity).

8.4.2 Warning given if eq 8.30 not met.

8.4.3 Warning given if eq 8.33 not met.

8.7 No check is done for compressive resistance if clause 6.8.3 is used instead of clause 8.9.2.

8.8 Only eq 8.77 is applied.

8.9.2 If clause 8.9.2 is used instead of clause 6.8.3 then second-order moments are used in equation 8.79, making it slightly conservative. MLT is max moment in segment, Mx is max moment in group and My is max moment in segment.