CONNECTION PREPARED BY SHAMILAH ANUDAIANUAR HTTPS WWW SLIDESHARE

CONNECTION PREPARED BY : SHAMILAH ANUDAI@ANUAR HTTPS: //WWW. SLIDESHARE. NET/BABUNAVEEN/STEEL-CONNECTIONS

Types of members joining ØBeam to beam connections – Primary beam to secondary beam connections, beam splice ØColumn to column connections - column splices use to connect different size of column sections ØBeam to column connections – Fin plates, End plates, web or end cleats, Hunched connections ØColumn base plate connections

Bolted and Welded connection Bolted connection Welded connection

Failure in Bolted Connection Design P P P Failure plane in single shear P/2 P P/2 Failure planes double shear P P Bearing failure of plate material P

Failure of bolts, plate and connection Bearing connection Shearing of bolts Bearing failure of plate Bearing failure of bolts Friction connection

BLOCK SHEAR Gusset plate

BLOCK SHEAR (cont’) Failure occurs by rupture on the shear area and rupture on the tension area

Block Shear (cont’)

Block Shear (cont’) Shear Area Tension Area

Single Shear – A bolted connection in single shear P P Fv P One surface in shear P P

Double shear – A bolted connection in double shear P/2 P Two shear planes Fv P/2 P P P/2 Fv

Bearing of a bolt on a bolt hole Center plate Bearing stress Projected Bearing Area P The bearing surface can be represented by projecting the cross section of the bolt hole on a plane ( into a rectangle) P

Block shear rupture of connection • High strength bolts resist shear (primarily), • the connected part must resist yielding and rupture. Weld must resist shear stress. The design strengths depend on the weld materials. Failure for block shear rupture limit state The limit state for connections depends on the tension, shear, bearing, bending yielding (due to eccentric loads) and rupture. Block shear rupture in tension

Block Tearing P Tearing of the plate across the bolt holes P End tear (rupture) P P P ft

Welded connection Transverse Weld P Longitudinal Weld P Transverse stress distribution Longitudinal stress distribution P P

Example 1: Tension splice – single shear A lap joint is shown in Figure 1 which a single grade 8. 8, 16 mm diameter ordinary bolt connects two of 10 mm thick S 275 plates. There is one shear interface and it is assumed that the bolts is fully threaded. a) Check the minimum and maximum edge and end distances by assuming the steel exposed to the weather or other corrosive influences b) Check the load capacity of the connection with respect to : i. Bolt shear ii. Bolt bearing iii. Block tearing iv. Plate tension capacity

Example 2: Tension splice – double shear In this case, there are two shear interfaces and four 20 mm diameter Grade 8. 8 of ordinary bolts as shown in Figure 2. The outer plates are 8 mm thick, whilst the inner plate is 12 mm thick, all are S 275 steel. a) Check the minimum and maximum edge and end distances by assuming the steel exposed to the weather or other corrosive influences a) Check the load capacity of the connection with respect to : i. Bolt shear ii. Bolt bearing iii. Block tearing iv. Plate tension capacity

Example 2: Tension splice – double shear (cont. ’)

Example 3 : Shear resistance of a welded end plate to beam connection Figure 3

Example 4 : Bolted beam-to-column connection using an end plate A beam section is connected to the flange of a column 305 x 97 UC, as shown in Figure 4 below. The beam is welded to an end plate 10 mm thickness and consequently the plate is bolted to the flange of the column using 6 bolts 20 mm diameter, Grade 8. 8. a) Check positioning of holes for bolts b) Determine bearing and shear resistance of bolt group c) Calculate the resistance of welded connection between beam and end-plate

Example 4 (cont. ’)

Assignment 2 Figure 1 shows the beam layout of a floor plan of car park building. All beams are simply supported and the secondary beam act as lateral restraint on the main beam. Design beam 2/A-D using steel section Grade S 275. The design factored loadings are given as follows: Uniformly distributed load on the slab = 8. 0 k. N/m 2 Uniformly distributed load include its self-weight = 4. 0 k. N/m There is a 3. 5 m height brick wall on beam B/1 -3, its weight (factored) is 4 k. N/m 2. • Each student should proposed DIFFERENT SIZE OF SECTION, if not mark will divide equally • Date of submission 23/05/2017 during lecture time.

Figure 1 Floor plan