Base Plate AnalysisAnalysis Classification (AISC Design Guide #1)Load Set: Load Set 1 Load Combination: 1.4D

N direction:

= 9.5603 in vs. eN = -10. in

B direction:

= 9.5603 in vs. eB = 0 in

Classification:Axial Compression with a Large Moment in the strong direction.

Pu = 140 K (Compression is positive)Mun = 0 K-ft → eB = 0 inMub = 116.67 K-ft → eN = -10. inEdge Lengths:B = 22 inN = 22 in^2

(Equations 3.3.7)

Support Strength, f'c = 4 KsiLoaded Area, A1 = 484 in^2Support Area, A2 =The largest area contained on the support that is geometrically similar to and concentric with the loaded area. A2 = 484 in^2(ACI 10.17.1)

= 2.21 Ksi

Design Guide #1 sign conventionLoads and eccentricities shown in positive direction

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Load Set: Load Set 1Load Combination: 1.4D

Base Plate Parameters:B = 22 in, N = 22 in, f = 9.5 in, Pu = 140 K, eN = 10. inFor large moments, fpu = f fpn (See Support Bearing Capacity)fpu = 2.21 Ksi

Check Base Plate Dimensions:

Base plate with large moment(Fig. 3.4.1 AISC Design Guide #1)

420.25 in^2 > 112.3 in^2 Base Plate area is adequate

= 2.9515 in

= 2.21 Ksi * 22 in * 2.9515 in - 140 K = 3.501 K

Base Plate Bending Demand: Tension Interface

= 0.71959 ft-K/ft

Base Plate Bending Demand: Bearing Interface

= 4.9675 in

Mu(n) calculation is a crude attempt at including some 2-way bending in the analysis. The approach is based on the note at the end of section 3.4.2.

= 6.12 in

= 2.21 Ksi * 6.12 in^2.0 / 2.0 = 41.387 ft-K/ft

Since Y < m

Mu(Bearing) = 41.387 ft-K/ft

Figure shows bending lines of column and illustrates base plate under strong axis bending.

Effective width shown by dashed lines.

Column Depth, d = 12.7 inColumn Width, b = 12.2 inDepth Reduction Factor, a = 0.95 (sect 3.1.3)Width Reduction Factor, g = 0.95 (sect 3.1.3)

= 2.21 Ksi * 2.9515 in * (4.9675 in - 2.9515 in / 2.0) = 22.776 ft-K/ft

Controlling Mu = max( 0.71959 ft-K/ft , 41.387 ft-K/ft) = 41.387 ft-K/ft

Base Plate w/ Large Strong-Axis Moment (AISC Design Guide #1, Section 3.4)

Moment arm for tension anchor group, x = 3.4675 inw = Effective width for tension anchor group, where the load distributes at 45 degree anglesw = 16.87 in

Calculate Bearing Length, Y:

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Base Plate DesignSupport Bearing Capacity (ACI 318-08 10.14.1)

Load Set: Load Set 1Load Combination: 1.4Dfpu = 2.21 Ksi

f = 0.65 Support Strength, f'c = 4 KsiLoaded Area, A1 = 484 in^2Support Area, A2 = 484.01 in^2(The largest area contained on the support that is geometrically similar to and concentric with the loaded area)

Unity = fpu / (ffpn) = 1.000

= 2.21 Ksi

Plate Bending (AISC 360-10 F11)

Load Set: Load Set 1Load Combination: 1.4DMu = 3.4489 K-ft

f = 0.90 , Fy = 36 Ksi, t = 2.5 in, w = width = 1 infMn = 4.2188 K-ftUnity = Mu / (f * Mn) = 0.818

(Eqn F11-1)

For rectangular sections, 1.6 * My will not control

Base Plate Detailing (AISC 360-10 J3)

Messages:

Bolt spacing is adequate.

Bolt edge distances are adequate.

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