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The use of Equivalent Horizontal Forces (EHF) is recommended.

Continuous frames are moment resisting where the beam to column connections are classified as rigid and are designed to transmit the beam end moments and shear forces into the column.

No bracing system is required to resist lateral loads and frame stability is provided by the rigidity of the connections and the stiffness of the members only.

Further information on semi-continuous frames is provided in SCI P183 and SCI P263.

A key advantage of continuous frames is the opportunity to minimize the depths of the beams.

No account is taken of local beam-column connection rotations in global frame analysis and the connections are designed to transmit the resulting beam end moments and shear forces into the column.

The frame itself resists design forces due to vertical loading and lateral forces, i.e.

Reference therefore should be made to BS EN 1993-1-8 1, the corresponding UK National Annex 2 and SCI P398 (Green Book) to assess joint classification and connection details.

It is possible to have continuous frames in one direction and to use bracing for stability in the perpendicular direction.

They can be recommended for buildings with special requirements, e.g.

Various types of continuous frames can be used and two common types are shown in the figure below.

Both types of continuous frames provide appropriate lateral resistance due to lateral loading.

The figure shows the bending moments acting on the beams and columns for vertical loading (floorroof loads) only, and for horizontal loading (wind) only.

Typically this requires that the relative horizontal deflection between floors is controlled and limited to a magnitude of storey height300.

As realistic member sections (beams and columns) have already been determined, satisfactory behaviour of the frame at SLS can be ascertained.

This is particular important for pinned column bases where a significant amount of lateral displacement can occur between the ground and the first floor of the frame.

Consideration should therefore be given to moment resisting column bases, but noting the corresponding implications regarding loading transferred to the foundations and the corresponding increase in costs.

Where the frame is sensitive to these effects, it will be necessary to re-analyse the frame to determine the additional forces and bending moments in the members, caused by these second-order effects.

Finally, based on these forces and moments acting on the frame, the connections can be designed.

The imposed floor loading should be arranged in the most unfavourable but realistic pattern.

The designer should however, apply engineering judgement to each situation.

The imposed roof loading should generally not be patterned for the gravity load case.

Although elastic analysis or plastic analysis may be used to analyse continuous frames, plastic analysis is rarely used for multi-storey frames and hence will not be considered further here.

The internal forces and moments may be determined by global analysis using either.

For frames sensitive to buckling in a sway mode the effect of imperfections are allowed for in frame analysis by means of an equivalent imperfection in the form of an initial sway.

Clause 5.3.2 presents how these imperfections are determined.

Steel Manual Moment Diagrams