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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

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tension member connections
Tension Member Connections

Three methods of connecting steel members:

  • Rivets
  • Bolts
  • Welds
advantages of welding
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
  • Simpler detailing
advantages of bolts
Advantages of Bolts
  • Does not require as highly skilled workers
  • Requires less equipment
  • Reduced risk of fire
  • Better quality control
bolts
Bolts

Available Bolts

  • A307 – Non-high strength bolts
  • A325
  • A490

Strengths given in Table J3.2 (p. 16.1-61)

- High strength bolts

slide6
Bolt Holes (Sizes in Table J3.3) p. 16.1-62
  • Standard
  • Oversized
  • Short-slotted
  • Long-slotted

Connection types

  • Bearing
  • Slip-critical
spacing edge and end distances
Spacing, Edge, and End Distances

Minimums

  • Center to center ≥ 2 2/3 x bolt diameter, preferably 3 x bolt diameter
  • Edge distance – Table J3.4

For maximum bearing Strength (pitch):(J3.10)

  • Center to center ≥ 3 x bolt diameter
  • Edge (end) distance – p. 7-35, Table 7-13
spacing edge and end distances8
Spacing, Edge and End Distances

Maximums

  • Center to Center (pitch) ≤ 24 x thickness of thinner part ≤ 12”
  • Edge distance ≤ 12 x thickness of part ≤ 6”
bolt shear strength
Bolt Shear Strength
  • J3.6→ФFnAb
    • Ф – Table J3.2
    • Fn – Table J3.2
    • Ab – Area of bolt
  • Tabulated on page 7-33, Table 7-10
bearing strength at bolt holes
Bearing Strength at Bolt Holes
  • J3.10 → ФRn
    • Ф – 0.75
    • Rn given by equations J3-2
  • Tabulated on page 7-34,35
analysis of tension connection example p 15 notes
Analysis of Tension ConnectionExample (p. 15 notes)

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.

analysis of tension connection example p 15 notes12
Analysis of Tension ConnectionExample (p. 15 notes)

3/8 in.

P

P

3/8 in.

a

3 in.

a

b

10 in.

P

P

b

bolt design example p 16 notes
Bolt Design Example p. 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.

welded tension connections
Welded Tension Connections

Two primary types of welds:

lrfd specification for welds
LRFD Specification for Welds

p. 16.1-52

Effective throat thickness = 0.707 x l

Where l = weld size or leg size

limitations on fillet welds
Limitations on Fillet Welds
  • Minimum weld size – Table J2.4
  • Maximum weld size:
    • along edge of material < ¼” thick= thickness of material
    • along edge of material > ¼” thick = material thickness - 1/16”
  • Minimum length
    • Greater than 4 x weld size and,
    • If longitudinal filet welds are used alone in end connections of flat bar tension members length ≥ perpendicular distance between them (p. 16.1-234)
limitations on fillet welds20
Limitations on Fillet Welds
  • Intermittent fillet weld segments must be at least 4 times the weld size and ≥ 1 ½”
  • Lap joints require a lap of at least 5 times the thickness of the thinner part joined, but not less than 1 in. (p. 16.1-235)
  • Returns are required when practicable at the ends of fillet welds. The must be at least 2 times the weld size and usually not more than 4 times the weld size.
design strength of welds
Design Strength of Welds

Table J2.5 p. 16.1-57

Fillet welds (shear on effective area):

Where:

Aw = Area of weld = throat thickness x length

FEXX=Weld metal designation

(FE70 = 70 ksi)

Welded connection design procedure p. 22 notes

weld design example p 22 notes
Weld Design Example 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.