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Base Plate AnalysisAnalysis Classification (AISC Design Guide
#1)Load Set: Load Set 1Load 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 0 inMub =
116.67 K-ft -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 thesupport that is
geometrically similar to and concentricwith 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. in
For 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-waybending in the analysis. The approach is based on the note
atthe 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 andillustrates base plate
under strong axis bending.
Effective width shown by dashed lines.
Column Depth, d = 12.7 inColumn Width, b = 12.2 in
Depth Reduction Factor, = 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: 1.4D
fpu = 2.21 Ksi
f = 0.65Support 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 withthe
loaded area)
Unity = fpu / (fpn) = 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 in
Mn = 4.2188 K-ftUnity = Mu / ( * 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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