Case I Columns braced in both directions simple construction

For simple multistorey construction braced in both directions the columns should be designed by applying nominal moments only at the beam-to-column connections. The following conditions should be met (a) columns should be effectively continuous at their splices (b) pattern loading may be ignored (c) all beams framing into the columns are assumed to be fully loaded (d) nominal moments are applied to the columns about the two axis (e) nominal moments may be proportioned between the length above...

Condition I Full lateral restraint provided Design procedure

(a) Calculate the factored load 1.6 x imposed + 1.4 x dead, and then calculate the maximum factored bending moment (M), and the factored shear forces (b) Calculate the second moment of area (7) required to satisfy the deflection limitations described in clause 2.6.2. For simply supported beams where is the second moment of area required in cm4. W is the total unfactored imposed distributed or point load in kN L is the span in metres and C is the deflection coefficient obtained for each loading...

Design procedure

(a) Calculate the factored load 1.6 x imposed + 1.4 x dead and then calculate the maximum factored bending moments (Mx) and the factored shear forces (Fv). (b) Calculate the second moment of area (I) required to satisfy the deflection limitations described in clause 2.6.2. For simply supported beams, use the method described in clause 4.2 (b). (c) Determine the effective length LB as described in clause 4.3 (c). (d) Choose a trial section and grade of steel and check that the equivalent uniform...

Strength and stability limit states

The load combinations and load factors to be used in design for the limit states of strength and stability are shown in Table 1 (repeated here for convenience). The factored loads to be used for each load combination should be obtained by multiplying the unfactored loads by the appropriate load factor yf from Table 1. Table 1 Load combinations and load factors y( Table 1 Load combinations and load factors y( The 'adverse' and 'beneficial' factors should be used so as to produce the most onerous...

Column splices ends prepared for contact in bearing

Column Flange

25 Column splice ends prepared for contact in bearing Splices should be designed for full contact bearing to resist the vertical loads. In addition, the following recommendations should be followed a the projection of the flange cover plates beyond the ends of the column members should be equal to the width of the flange of the upper column or 225 mm, whichever is greater b the thickness of the flange cover plates should be half the thickness of the flange of the upper column or 10 mm,...

Top and bottom cleats

Cleats Structures

a Choose size of seating cleat angles b Calculate the number of bolts required in shear and bearing on the lower cleat, which is assumed to support the whole of the vertical loading c Alternatively, calculate the weld size to suit maximum length available d Check buckling strength of beam web e Check bearing strength at the root of the beam web f Check bearing strength of angle cleat area of bearing x design strength g Check bearing strength of column due to bolt loads where appropriate....

Web buckling and bearing

Web Buckling Resistance

This check should be carried out when heavy loads or reactions are applied to unstiffened webs, e.g. it applies to beams supported on the bottom flange with the load applied to the top flange to a column supported by a beam to a beam continuous over a column and to web resisting compression forces from haunches in portals. Web buckling and bearing may be checked as described below, the dimensions being shown in Fig. 29. where Z gt , is the length of stiff bearing is as shown on Fig. 29 t is the...

Portal frame connections Portal frame haunch

Portal Frame

a Assume the number and type of bolts required at 1 and 2 see Fig. 27 to resist the factored bending moment, and locate them to obtain the maximum lever arm. b Using the force distribution shown in Fig. 19, calculate the resistance moment. If this is less than the applied moment increase the number and or size of bolts. c Check the thickness of the end plate required to resist the bending moments caused by the bolt tension. Double-curvature bending of the plates may be assumed since bolts...