Design of Horizontal Bracing Connections

LOAD COMBINATION: DEAD LOAD+WIND LOAD+TEMPERATURE LOAD

GRADE OF STEEL AS PER IS 2062Fy = 250

MEMBER ID: A101

AXIAL FORCE AS STAAD =P= 113.09 kN

MEMBER SIZE = L90x90x8

Sectional Area A = 13.80 Load Data

Axial Capacity, T = 155.25 kN > 113.092 KN, OK ( Tc = 0.45 x Fy x A )

Design for 75 % Axial capacity = 116.4375 kN

A) Connection Type-1 ( Bolted Conn.) Alternative

Grade of Bolts = 8.8

Dia of Bolts, db = 24 mm Root Area of Bolt = 366.58Total Nos of bolts (n)= 2

Capacity of BoltTensile Stress, Ft = 286 N/mm2 Tension, Tc = 104.84 kNShear Stress, Fv = 191 N/mm2 Shear, Vc = 70.02 kN

Shear Check

V = Max ( P or 75 % T ) / n

Shear per bolt, V = 58.22 kN < Shear Capacity, OK

Weld length Calculations

Weld Thkness, tw = 6.0 mm 100Length Reqd, lw =

lw Req.= 275 mm Weld Prov. = 2x(90+25+50+50)Weld Prov. = 420 mm Weld Provide is OK

A) Profile Welded Connection

Weld length Calculations

Weld Thkness, tw = 6.0 mm 100Length Reqd, lw =

lw Req.= 275 mm

N/mm2

cm2

mm2

sw = N/mm2

P / ( sw x 0.707 x t )

sw = N/mm2

P / ( sw x 0.707 x t )

Lw = 2x(90+74)Weld Prov.Lw = 328 mm Weld Provide is OK