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Project: <br />Engineer: <br />Descrip: <br />TUNG VO <br />25049 <br />Page # ___ <br />7/20/2025 <br />ASDIP Steel 6.3.2.5 BASE PLATE / ANCHORAGE DESIGN www.asdipsoft.com <br />GEOMETRY <br />Column Section .................HSS4.000X0.313 <br />Width Length <br />Column .......... <br />Plate .............. <br />Concrete <br />Support <br />Rod Edge ....... <br />Thickness of Grout ............ <br />Wp1 <br />Wp2 <br />Lp1 <br />Lp2 <br />4.0 4.0 <br />12.0 12.0 <br />12.0 12.0 <br />12.0 12.0 <br />1.5 1.5 <br />1.0 <br />in <br />in <br />in <br />in <br />in <br />in <br />OK <br />OK <br />OK <br />OK <br />MATERIALS <br />Plate Steel Strength Fy ...... <br />Pier Concrete Strength f'c .. <br />36.0 <br />3.0 <br />ksi <br />ksi <br />Plate Allowed to Work in Plastic Range (Mn = Mp) <br />APPLIED LOADS <br />Dead Live RLive Snow Wind Seismic <br />Vertical Load P ............ <br />Bending Moment Mx ... <br />Bending Moment Mz ... <br />Horizontal Load Vx ...... <br />Horizontal Load Vz ...... <br />3.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />2.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />1.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />0.0 <br />2.0 <br />2.0 <br />0.0 <br />0.0 <br />kip <br />k-ft <br />k-ft <br />kip <br />kip <br />Design spectral acceleration Sds =1.10 Overstrength seismic factor Ωo =1.25 <br />- Seismic tension:Non-yielding base plate / Non-yielding anchorage ACI 17.10.5.3 (d) <br />Tension per rod due to 1.0E alone =2.2 kip <br />1.116D+0.75L+0.75S+0.525E = 0.2 kip (0.53 * 2.2 = 1.1 kip > 0.2 * 0.20 = 0.0 kip) , Apply seismic provisions <br />ACI 17.10.5.1 <br />- Seismic shear:Non-yielding base plate / Non-yielding anchorage ACI 17.10.6.3 (c) <br />Shear per rod due to 1.0E alone = 0.0 kip <br />1.154D+0.7E = 0.0 kip (0.70 * 0.0 = 0.0 kip < 0.0 * 0.20 = 0.0 kip) , Ignore seismic provisions <br />ACI 17.10.6.1 <br />PLATE WITH MOMENTS <br />Bearing Strength Fpn/Ω ........ 2.0 ksi <br />- Comb. 0.446D+0.875E <br />Max. Bearing Stress fp ......... <br />X-Moment due to Bearing ..... <br />Z-Moment due to Bearing ..... <br />X-Moment per Rod Tension .. <br />Z-Moment per Rod Tension .. <br />Plate Thickness Reqd. tp ..... <br />Use Plate Thickness tp ........ <br />0.3 <br />1.0 <br />1.0 <br />0.0 <br />0.8 <br />0.42 <br />0.75 <br />⬅ <br />ksi <br />k-in/in <br />k-in/in <br />k-in/in <br />k-in/in <br />in <br />in <br />OK <br />OK <br />AXIALLY LOADED PLATE <br />- Comb. 0.446D+0.875E <br />Uniform Bearing Stress fp .... <br />X-Critical Section m .............. <br />Z-Critical Section n ............... <br />Int. Critical Section λn' .......... <br />Moment due to Bearing ......... <br />Moment due to Rod Tension . <br />Plate Thickness Reqd. tp ..... <br />0.0 <br />4.4 <br />4.4 <br />N.A <br />0.1 <br />0.0 <br />0.13 <br />ksi <br />in <br />in <br />k-in/in <br />k-in/in <br />in <br />OK <br />DESIGN CODES <br />Steel Design ........................AISC 360-16 <br />Anchorage Design ...............ACI 318-19 <br />Load Combinations ..............ASCE 7-10/16 <br />1 of 3 <br />Page 28