# Shear

For beams and plate girders, the web area for shear calculations Aw (in2) is the product of the overall depth, d (in) and thickness, t (in) of the web. The AISC LRFD and ASD specifications for structural steel for buildings specify the same nominal equations but present them in different formats.

## Shear in Webs

Alternative rules are given for design on the basis of tension field action.

## Shear in Bolts

For bolts and threaded parts, design shear strengths are specified in Tables 6.20 and 6.21. The design strengths permitted for high-strength bolts depend on whether a connection is slip-critical or bearing type. Bearing type connections should be used where possible because they are more economical.

Bearing-type joints are connections in which load is resisted by shear in and bearing on the bolts. Design strength is influenced by the presence of threads; i.e., a bolt with threads excluded from the shear plane is assigned a higher design strength than a bolt with threads

For ASD, bearing-type joints are designed for service loads using the same procedure as above, except that there is no resistance factor so the design shear strength is simply FvAb (kips).

Bolts in both bearing-type and slip critical-joints must also be checked for bearing strength. For LRFD, the check is made for factored loads. The design bearing strength per bolt is @Rn (kips) where @ = 0.75 and Rn is determined as follows. For standard holes, oversized, and short-slotted holes, or for long-slotted holes with the slot parallel to the direction of the bearing force, when deformation at the bolt hole at service load is a design consideration, Rn = 1.2LctFu = direction of force between edge of hole and edge of adjacent hole or edge of material, d (in) is the nominal bolt diameter, t (in) is the thickness of the connected material, and Fu

(ksi) is the tensile strength of the material. The bearing strength differs for other conditions.

For ASD, the check is made for service loads. The allowable bearing load per bolt is 1.2dtFu (kips) for standard holes or short-slotted holes with two or more bolts in the line of force, when deformation at the bolt hole at service load is a design consideration. The allowable bearing load differs for other conditions.

Bearing-type connections are assigned higher design strengths than slip-critical joints and hence are more economical. Also, erection is faster with bearing-type joints because the bolts need not be highly tensioned.

In connections where slip can be tolerated, bolts not subject to tension loads nor loosening or fatigue due to vibration or load fluctuations need only be made snug-tight. This can be accomplished with a few impacts of an impact wrench or by full manual effort with a spud wrench sufficient to bring connected plies into firm contact. Slip-critical joints and connections subject to direct tension should be indicated on construction drawings.

Where permitted by building codes, ASTM A307 bolts or snug-tight high-strength bolts may be used for connections that are not slip critical. The AISC specifications for structural steel for buildings require that fully tensioned, high-strength bolts (Table 6.22) or welds be used for the following joints:

Column splices in multistory framing, if it is more than 200 ft high, or when it is between 100 and 200 ft high and the smaller horizontal dimension of the framing is less than 40% of the height, or when it is less than 100 ft high and the smaller horizontal dimension is less than 25% of the height.

Connections, in framing more than 125 ft high, on which column bracing is dependent and connections of all beams or girders to columns.

Crane supports, as well as roof-truss splices, truss-to-column joints, column splices and bracing, and crane supports, in framing supporting cranes with capacity exceeding 5 tons.

Connections for supports for impact loads, loads causing stress reversal, or running machinery.

The height of framing should be measured from curb level (or mean level of adjoining land when there is no curb) to the highest point of roof beams for flat roofs or to mean height of gable for roofs with a rise of more than 22⁄3 in 12. Penthouses may be excluded.

Slip-critical joints are connections in which slip would be detrimental to the serviceability of the structure in which the joints are components. These include connections subject to fatigue loading or significant load reversal or in which bolts are installed in oversized holes or share loads with welds at a common faying surface. In slip-critical joints, the fasteners must be high-strength bolts tightened to the specified minimum pretension listed in Table 6.22. The clamping force generated develops the frictional resistance on the slip

planes between the connected piles.

For LRFD, slip-critical bolts can be designed for either factored loads or service loads.

In the first case, the design slip resistance per bolt, @Rstr (kips), for use at factored loads must equal or exceed the required force per bolt due to factored loads, where

## Shear in Welds

Welds subject to static loads should be proportioned for the design strengths in Table 6.23. The effective area of groove and fillet welds for computation of design strength is the effective length times the effective throat thickness. The effective area for a plug or slot weld is taken as the nominal cross-sectional area of the hole or slot in the plane of the faying surface.

Effective length of fillet welds, except fillet welds in holes or slots, is the overall length of the weld, including returns. For a groove weld, the effective length is taken as the width of the part joined.

The effective throat thickness of a fillet weld is the shortest distance from the root of the joint to the nominal face of the weld. However, for fillet welds made by the submerged-arc process, the effective throat thickness is taken as the leg size for 3⁄8-in and smaller welds and equal to the theoretical throat plus 0.11 in for fillet welds larger than 3⁄8 in.

The effective throat thickness of a complete-penetration groove weld equals the thickness of the thinner part joined. Table 6.24 shows the effective throat thickness for partialpenetration groove welds. Flare bevel and flare V-groove welds when flush to the surface of a bar or 90 bend in a formed section should have effective throat thicknesses of 5⁄16 and 1⁄2 times the radius of the bar or bend, respectively, and when the radius is 1 in or more, for gas-metal arc welding, 3⁄4 of the radius.

To provide adequate resistance to fatigue, design stresses should be reduced for welds and base metal adjacent to welds in connections subject to stress fluctuations (see Art. 6.22).

To ensure adequate placement of the welds to avoid stress concentrations and cold joints, the AISC specifications set maximum and minimum limits on the size and spacing of the welds. These are discussed in Art. 5.19.