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Customer S&H Systems <br />Project Collectors.com <br />Job Number <br />2 FRAME & COLUMN ANAL.Page 7.2 <br />Platform TRUE <br />Frame Line Location Fy = 50 <br />CHECK: Interior Column HSS Perimeter Column HSS <br />Ix = 6.21 9 lb/ft Ix = 6.21 9 lb/ft <br />N = B t ed Num bolts Hole Diam Anchor Spacing <br />1 8.0 in 8.0 in 0.38 in 0.75 in 4 0.438 in 6.5 in <br />1 14 14 1.5 1.5 8 0.8125 5.5 <br />f'c Psi <br />ANCHOR Diam Embed Nr / Ω,Lbs Nv / Ω, Lbs <br />Index 1 0.38 in 2.38 in 955 635 <br />Girder or Beam Line Beam spacing NA NA if Girder <br />LOAD type See Load Combinations Number of Stories NS 1 <br />Seismic Design Category per Page 2.2 D Risk Category II <br />Structural System Acronym Allow SDC Moment Factors <br />Base Ψ top Ψ <br />A to F 1 0 <br />Limitations <br />Column Trib Width, CTW 2.5 ft Frame Trib Width, FTW 2.5 ft <br />Ave Int Column Trib Length, ICTL; 0 if Ncint=0 2.5 ft Frame Trib Length, FTL 13.0 ft <br />Ave Ext Column Trib Length ,ECTL; 0 if Ncext=0 2.5 ft Frame Trib Area, TAF 33 <br />% of Equipment point loads to INT column, %PC 0.0%% of equipment point loads to Frame, %PF 0% <br />% of Equipment point loads to EXT column, %PC 0.0%Ov = Min (Ωo *Eh / ρ , Cs*R / I) /Eh = <br />Number of columns in frame, NC 2 Ovframe Ov base Ev = 0.204 *D <br />Number of Interior columns in frame, Ncint 0 1.54 1.54 Eh = 1.060 *D <br />Number of Exterior columns in frame, NCext 2 α = 1.6, Ref. DG 28, pg 35 <br />Column Ht to CL of 1st Floor Connection 3.5 ft 100% ΣNi=.002*α*Yi, = .0032 Yi <br />Number of Bays in Frame Direction*Num. of Floors 1 <br />Loads per Floor Trib Area KLL Dead Live LL w Reduct D w/o LL D w/ LL Ev w/o LL = ρ*E w/o LL ρ*E w LL <br />Int Col 0 4 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 <br />Ext Col 6 4 10.0 100.0 100.0 10.0 10.0 2.04 10.60 10.60 <br />Factored Loads per Floor <br />ASCE -7 Int Vertical Ext Vertical Frame Horizontal Added H <br />2.4.1, 2.4.7 Reduce Wv PvDL Reduce Wv PvDL Wh Ph <br />2.6.2 Psf K Psf K Psf K 0.525* ΣNi <br />2 110.0 0.0 0.00 110.0 0.00 1.00 0.00 0.0 1.4 0.00 <br />D+.7E 5 11.4 0.0 0.00 11.4 0.00 7.42 0.00 0.0 0.1 <br />D+.75LLr+.525E 6 86.1 0.0 0.00 86.1 0.00 5.56 0.00 0.0 1.1 <br />.6D-.7E 8 4.6 0.0 0.00 4.6 0.00 7.42 0.00 0.0 0.1 <br />Frame Summary Column Deflection Interior BP Plate <br />Interior Column Capacity COLUMN IS OK.Exterior BP Plate <br />Exterior Column Capacity COLUMN IS OK.Interior Anchor Group #DIV/0! <br />Factored Column Forces Flexibility Method Exterior Anchor Group OK <br />Interior Column Top M & OvM 0.0 0.0 K-Ft <br />Exterior Column Top M & OvM 0.0 0.0 K-Ft <br />Solutions Inc. <br />Steele <br />10010 <br />PLT1 <br />EW Frame <br />4x4x3/16 4x4x3/16 <br />Column Not Ecc Loaded Column Not Ecc Loaded <br />BASE PLATE <br />1106-B8 <br />3000 <br />Girder <br />Load A <br />for multiple stories, there <br />needs to be roughly similar; <br />Loads, floor size, framing, and <br />floor to floor heights <br />Base Condition Analysis Method Limitations, Recommendations <br />Fixed Flexibility Method Prefered method for AOS-CC <br />3/8" x 3" Power-Stud + SD1 <br />Frame Design Type for <br />ASIC 360 or ASIC 341 <br />Beam- Column recommended <br />ConnectionAll other Self- supporting <br />structures not covered, NS to <br />buildings For Cant col <br />AOS-CC CC <br />Shear Tab, Pinned Bar Joist <br />In Seismic Cat. D, E, F Height <= 50 Ft. <br />D+L+.01*max(D,*1*L) + <br />0.525*N <br />Story Drift is Acceptable #DIV/0! <br />PLATE THICKNESS OK <br />% of LL used for <br />lateral load in LC2 <br />Non <br />reduced <br />Wv, Psf <br />Total Non- <br />Fact. Vert. <br />load <br /> Total <br />NotionalFactored <br />Pha, K <br />6737 W. Washington St. West Allis, WI 53214 <br />1.78