Where:

Psymax = the maximum yield strength of the diagonal strap(s) in the shear panel, in the axis of the

strap. This is determined as follows:

Psy max = Fsy max nsb s t s

(Eq 3-32)

Ls = the diagonal strap eccentricity equal to the distance from the center of the diagonal strap-to-

column connection to the center of the column-to-anchor connection, perpendicular to the

axis of the diagonal strap.

c. Anchor Bolt Design. The anchor bolts that fasten the column anchors to the reinforced

concrete beam or slab are next designed. The same detail used in the anchors at the base of the column

shall be used in the anchor at the top of the column. The anchor bolts shall be sized based on the bolt

shear strength, Pv tensile strength, Pt and cone failure design strength, Pc. The anchor bolt shear design

strength, Pv shall exceed the applied shear load per bolt, PhAB. This is expressed as follows:

Phu max

Pv ≥ PhAB =

(Eq 3-33)

n AB

Where:

π 2

Pv = φ tv Fv

d AB

(Eq 3-34)

4

nAB = the number of anchor bolts in the anchor on both sides of the column

10

Fv = the nominal shear strength of the anchor bolts.11

dAB = the diameter of the anchor bolt.

Phumax = the maximum shear panel horizontal force defined by Equation 3-24.

The anchor bolt-tensile design strength, Pt shall exceed the applied tensile force per bolt, PtAB. The

12

anchor bolt tensile strength, Pt is determined as follows:

π 2

Pt = φ tv Ft

d AB

(Eq 3-35)

4

Where:

Ft = the nominal tensile strength of the anchor bolts determined by the minimum value given in

AISC LRFD, Tables J3.2 (Design Strength of Fasteners) and J3.5 (Tension Stress Limit (Ft)

for Fasteners in Bearing-type Connections. The value of fv used in Table J3.5 is determined

as follows:

PhAB

fv =

(Eq 3-36)

π 2

d AB

4

10

AISC LRFD, Table J3.2, Design Strength of Fasteners.

11

AISC LRFD, Table J3.2, Design Strength of Fasteners.

12

American Concrete Institute (ACI), Manual of Concrete Practice, Part 3, State-of-the-Art Report on Anchorage to Concrete ACI

355.1R-91, 1991, equation 3.1.

3-15

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