Steel Structures Design Manual to AS 4100 V1

9.2.2 Bolt Strength Limit States 167 9.2.2.1 Bolt in Shear 167 9.2.2.2 Bolt in Tension 168 9.2.2.3 Bolt Subject to Combined Shear and Tension 168 9.2.2.4 Ply in Bearing 169 9.2.3 Bolt Serviceability Limit State for Friction Type Connections 169

  States, Shares, Limits, State limits

Base Plate and Anchor Rod Design

sion, shear can be transmitted through friction against the grout pad or concrete; thus, the anchor rods are not required to be designed for shear. Large shear forces can be resisted by bearing against concrete, either by embedding the col-umn base or by adding a shear lug under the base plate. Column base plate moment connections can be used to

  Shares

LVL User’s Guide T e ch nialD tf orLV H d s,B mC u A p for ...

• For an unfactored live load deflection limit of L/480, multiply UNFACTORED LOAD L/360 resistance by 0.75. The resulting unfactored live load shall not exceed the total factored load shown. • Roof must have positive slope in order to prevent ponding. • Tables will accommodate beam slopes to a maximum of 2:12.

  Limits

36 PORTAL FRAMES

PORTAL FRAMES Version II 36 - 6 for n>0.2 M ndy = 1.56 M dy (1-n) (n+0.6) d) For Rectangular Hollow sections and Welded Box sections When the section is symmetric about both axes and without bolt holes: M ndz = M dz (1-n) / (1-0.5a w) d M dz M ndy = M dy (1-n) / (1-0.5a f) d M dy where a w = (A - 2 b t f ) / A d 0.5 a f = (A-2 h t w) / A d 0.5 e) Circular Hollow Tubes without Bolt Holes