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Verification Unit Capacity Demand Ctrl EQ Ratio References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Concrete base <br />Axial bearing [Kip/in2]5.53 0.38 D162 0.07 DG1 3.1.1 <br />Base plate <br />Flexural yielding (bearing interface)[Kip*ft/ft]25.31 2.49 D162 0.10 DG1 Sec 3.1.2 <br />Flexural yielding (tension interface)[Kip*ft/ft]25.31 6.73 D212 0.27 DG1 Eq. 3.3.13 <br />Column <br />Weld capacity [Kip/ft]125.29 38.16 D212 0.30 DG1 p. 35 <br />Elastic method weld shear capacity [Kip/ft]83.53 0.17 D164 0.00 Sec. J2.4 <br />Elastic method weld axial capacity [Kip/ft]125.29 13.80 D212 0.11 Sec. J2.4 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Ratio 0.30 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchors <br />Geometric Considerations <br />Dimensions Unit Value Min.Max.Sta.References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchors <br />Anchor spacing [in]7.00 4.00 --Sec. D.8.1 <br />Concrete cover [in]40.50 3.00 --Sec. 7.7.1 <br />Effective length [in]18.65 --23.35 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Design Check <br />Verification Unit Capacity Demand Ctrl EQ Ratio References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchor tension [Kip]34.07 12.72 D212 0.37 Eq. D-2 <br />Breakout of anchor in tension [Kip]97.91 12.72 D212 0.13 Sec. D.3.3.4.4 <br />Breakout of group of anchors in tension [Kip]131.88 41.72 D212 0.32 Sec. D.3.3.4.4 <br />Pullout of anchor in tension [Kip]42.05 12.72 D212 0.30 Sec. D.3.3.4.4 <br />Anchor shear [Kip]14.17 0.15 D163 0.01 Eq. D-29, <br />Sec. D.6.1.3 <br />Breakout of anchor in shear [Kip]52.67 0.13 D164 0.00 Table D.4.1.1, <br />Sec. D.4.3 <br />Breakout of group of anchors in shear [Kip]57.02 0.52 D164 0.01 Table D.4.1.1, <br />Sec. D.4.3 <br />Pryout of anchor in shear [Kip]195.82 0.13 D164 0.00 Table D.4.1.1, <br />Sec. D.4.3 <br />Pryout of group of anchors in shear [Kip]278.55 0.52 D164 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 0.37 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Global critical strength ratio 0.37 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Biaxial <br />Page6 <br />18.28 2350 S Pullman St - <br />Phase I3/4/2025