Laserfiche WebLink
Verification Unit Capacity Demand Ctrl EQ Ratio References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Pedestal <br />Axial bearing [Kip/in2]4.28 1.02 D213 0.24 DG1 3.1.1 <br />Base plate <br />Flexural yielding (bearing interface)[Kip*ft/ft]25.31 12.52 D165 0.49 DG1 Sec 3.1.2 <br />Flexural yielding (tension interface)[Kip*ft/ft]25.31 4.44 D211 0.18 DG1 Eq. 3.3.13 <br />Column <br />Weld capacity [Kip/ft]125.29 56.03 D214 0.45 DG1 p. 35 <br />Elastic method weld shear capacity [Kip/ft]83.53 2.98 D164 0.04 Sec. J2.4 <br />Elastic method weld axial capacity [Kip/ft]125.29 23.20 D211 0.19 Sec. J2.4 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Ratio 0.49 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchors <br />Geometric Considerations <br />Dimensions Unit Value Min.Max.Sta.References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchors <br />Anchor spacing [in]6.00 5.00 --Sec. D.8.1 <br />Concrete cover [in]7.37 2.00 --Sec. 7.7.1 <br />Effective length [in]18.81 --38.69 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Design Check <br />Verification Unit Capacity Demand Ctrl EQ Ratio References <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Anchor tension [Kip]54.51 22.79 D214 0.42 Eq. D-2 <br />Pullout of anchor in tension [Kip]62.64 22.79 D214 0.36 Sec. D.3.3.4.4 <br />Anchors reinforcement in tension [Kip]316.80 56.03 D214 0.18 Sec. D.5.2.9, <br />D.6.2.9 <br />Anchor shear [Kip]22.68 2.29 D164 0.10 Eq. D-29, <br />Sec. D.6.1.3 <br />Pryout of anchor in shear [Kip]40.10 2.29 D164 0.06 Table D.4.1.1, <br />Sec. D.4.3 <br />Pryout of group of anchors in shear [Kip]55.63 9.14 D164 0.16 Table D.4.1.1, <br />Sec. D.4.3 <br />Anchors reinforcement in shear [Kip]39.60 9.14 D164 0.23 Sec. D.5.2.9, <br />D.6.2.9 <br />Interaction of tensile and shear forces [Kip]1.20 0.00 WDMWF 0.00 Sec. D.7 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Ratio 0.42 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Global critical strength ratio 0.50 <br />-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- <br />Biaxial <br />Page6 <br />18.55 2350 S Pullman St - <br />Phase I3/4/2025