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Verification Unit Capacity Demand Ctrl EQ Ratio References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Pedestal <br />Axial bearing [Kip/in2]4.60 0.05 D38 0.01 DG1 3.1.1 <br />Base plate <br />Flexural yielding (bearing interface)[Kip*ft/ft]8.10 0.43 D38 0.05 DG1 Sec 3.1.2 <br />Flexural yielding (tension interface)[Kip*ft/ft]8.10 0.47 WUCC 0.06 DG1 Eq. 3.3.13 <br />Column <br />Weld capacity [Kip/ft]125.29 2.78 WUCC 0.02 HSS Manual p. 7-10 <br />Elastic method weld shear and axial capacity [Kip/ft]125.29 1.52 WUCC 0.01 Sec. J2.4 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Ratio 0.06 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchors <br />Geometric Considerations <br />Dimensions Unit Value Min.Max.Sta.References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchors <br />Anchor spacing [in]8.00 4.00 --Sec. D.8.1 <br />Concrete cover [in]5.50 2.00 --Sec. 7.7.1 <br />Effective length [in]18.65 --38.85 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Design Check <br />Verification Unit Capacity Demand Ctrl EQ Ratio References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchor tension [Kip]34.07 0.93 WUCC 0.03 Eq. D-2 <br />Breakout of anchor in tension [Kip]14.32 0.93 WUCC 0.06 Sec. D.3.3.4.4 <br />Breakout of group of anchors in tension [Kip]26.40 3.71 WUCC 0.14 Sec. D.3.3.4.4 <br />Pullout of anchor in tension [Kip]42.05 0.93 WUCC 0.02 Sec. D.3.3.4.4 <br />Side-face blowout of anchor in tension [Kip]29.12 0.93 WUCC 0.03 Sec. D.3.3.4.4 <br />Side-face blowout of group of anchors in tension [Kip]71.17 1.85 WUCC 0.03 Sec. D.3.3.4.4 <br />Anchor shear [Kip]14.17 0.17 D192 0.01 Eq. D-29, <br />Sec. D.6.1.3 <br />Breakout of anchor in shear [Kip]4.91 0.02 D162 0.00 Table D.4.1.1, <br />Sec. D.4.3 <br />Breakout of group of anchors in shear [Kip]8.73 0.09 D162 0.01 Table D.4.1.1, <br />Sec. D.4.3 <br />Pryout of anchor in shear [Kip]28.64 0.02 D162 0.00 Table D.4.1.1, <br />Sec. D.4.3 <br />Pryout of group of anchors in shear [Kip]52.80 0.09 D162 0.00 Table D.4.1.1, <br />Sec. D.4.3 <br />Interaction of tensile and shear forces [Kip]1.20 0.00 WUMWF 0.00 Sec. D.7 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Ratio 0.14 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Global critical strength ratio 0.14 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Biaxial <br />Page6 <br />18.10 2350 S Pullman St - <br />Phase I3/4/2025