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Design for minor axis Base plate (AISC 360-16 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta.References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Base plate Distance from anchor to edge [in]0.75 0.25 -- Weld size [1/16in]3 2 --table J2.4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Pedestal Axial bearing [Kip/in2]2.84 0.24 DL2 0.08 DG1 3.1.1; Base plate Flexural yielding (bearing interface)[Kip*ft/ft]2.03 0.42 DL2 0.21 DG1 Eq. 3.3.13, DG1 Sec 3.1.2 Flexural yielding (tension interface)[Kip*ft/ft]2.03 0.70 DL2 0.35 DG1 Eq. 3.3.13 Column Weld capacity [Kip/ft]75.17 3.06 DL2 0.04 p. 8-9, Sec. J2.5, Sec. J2.4, DG1 p. 35 Elastic method weld shear capacity [Kip/ft]50.12 1.18 DL1 0.02 p. 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Kip/ft]75.17 67.83 DL2 0.90 p. 8-9, Sec. J2.5, Sec. J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Ratio 0.90 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta.References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Anchors Anchor spacing [in]5.00 2.00 --Sec. D.8.1 Concrete cover [in]3.25 2.00 --Sec. 7.7.1 Effective length [in]3.58 --11.67 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Anchor tension [Kip]6.17 1.06 DL2 0.17 Eq. D-2 Breakout of anchor in tension [Kip]4.55 1.06 DL2 0.23 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip]7.49 1.93 DL2 0.26 Eq. D-4, Sec. D.3.3.4.4 Pullout of anchor in tension [Kip]6.85 1.06 DL2 0.15 Sec. D.3.3.4.4 Anchor shear [Kip]3.21 0.18 DL1 0.06 Eq. D-29 Breakout of anchor in shear [Kip]1.90 0.13 DL1 0.07 Table D.4.1.1, Sec. D.4.3 Breakout of group of anchors in shear [Kip]3.44 0.50 DL1 0.15 Table D.4.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip]9.10 0.13 DL1 0.01 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear [Kip]14.47 0.38 DL1 0.03 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Interaction of tensile and shear forces [Kip]1.20 0.00 DL1 0.00 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Page2