Tension Member Connections. Three methods of connecting steel members: Rivets Bolts Welds. Advantages of Welding. Materials saving (often no connecting members necessary) Quieter than impact wrenches normally used for bolts More forgiving when dimensions don’t match Forms rigid joints
Three methods of connecting steel members:
Strengths given in Table J3.2 (p. 16.1-61)
- High strength bolts
For maximum bearing Strength (pitch):(J3.10)
Two A36 steel plate tension members have been connected with a lap splice using ¾” diameter A307 bolts, arranged as shown. Find the allowable service live load. Also find required distances a and b. Assume service live load is two times dead load. Plate edges are likely to be sheared.
p. 15 -16 notes
Design a pair of splice plates to connect the two parts of the channel tension member shown. The forces in the member are 110 kips live load and 69.7 kips dead load. The bolts in the surrounding joints are 1” diameter A325N. All steel is A36. Slip is not critical.
Two primary types of welds:
Effective throat thickness = 0.707 x l
Where l = weld size or leg size
Table J2.5 p. 16.1-57
Fillet welds (shear on effective area):
Aw = Area of weld = throat thickness x length
FEXX=Weld metal designation
(FE70 = 70 ksi)
Welded connection design procedure p. 22 notes
An L 6 x 4x ½ is stressed in tension by a 50 kip live load and a 40 kip dead load. At the truss panel point the angle member is attached to a 5/8” thick gusset plate. The 4” leg of the angle is outstanding. Check the angle for tension strength and design the welded connection of the angle to the plate. Assume all material is A36 steel and that the loading will be static.