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Client: <br /> f)Lochsa Project: <br /> engineering <br /> Xw,accMnxsn1r f,a..to: wt. Job No.: <br /> tlaV:can.iz.fl.l <br /> Date: <br /> File=C:IPROGRA-21ENERCA-1 <br /> Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 <br /> :KW-06005•;7, :' License' LOCI1SA ENGINEERING O F IDAHO <br /> Description: -Nece- <br /> Code References <br /> Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 <br /> Load Combinations Used : IBC 2015 <br /> General Information <br /> fc:Concrete 28 day strength = 5 ksi Overall Column Height = 6 ft <br /> E= = 3,122.0 ksi End Fixity Top Fixed, Bottom Fixed <br /> Density = 150.0 pcf Brace condition for deflection(buckling)along columns: <br /> R = 0.80 X-X(width)axis: <br /> fy-Main Rebar = 75 ksi Unbraced Length for X-X Axis buckling=6 ft,K=0.65 <br /> E-Main Rebar = 29,000.0 ksi =125•60ksi Y-Y(depth)axis: <br /> Allow.Reinforcing Limits ASTM A615 Bars Used Unbraced Length for X-X Axis buckling=6 ft,K=0.65 <br /> Min.Reinf. = 1.0 0/0 <br /> Max.Reinf. = 8.0 0/0 <br /> Column Cross Section <br /> Column Dimensions: 12.0in high x 16.0in Wide,Column Edge to <br /> • <br /> Rebar Edge Cover=2.0in _ <br /> 0. <br /> Column Reinforcing: 4-#8 bars @ corners„2.0-#8 bars top& <br /> bottom between corner bars, 1 -#8 bars left <br /> &right between corner bars 0. Oy 0_ 0+ <br /> • <br /> Applied Loads Entered loads are factored per load combinations specified by user. <br /> Column self weight included:1,200.0 lbs*Dead Load Factor <br /> BENDING LOADS... <br /> Lat.Point Load at 3.0 ft creating Mx-x,E=250.0 k <br /> DESIGN SUMMARY <br /> Load Combination +1.20D+0.50L+0.70S+E+1.60H Maximum SERVICE Load Reactions.. <br /> Location of max.above base 5.960 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br /> Maximum Stress Ratio 1.303: 1 Top along X-X 125.0 k Bottom along X-X 125.0 k <br /> Ratio=(Pu^2+Mu^2)^.5I(PhiPn^2+PhiMn"2)^.5 <br /> Pu= 1.440 k rp 'Pn= 3.281k <br /> r r r r r r r r r r r r rr,. Maximum SERVICE Load Deflections... <br /> Mu-x= -187.50 k-ft <br /> , Along Y-Y 0.06756 in at 3.020ft above base <br /> Mu-y= 0.0 k-ft t n-y= •.11 k- for load combination: E Only <br /> Mu Angle= 180.0 deg Along X-X 0.0 in at 0.0 ft above base <br /> Mu at Angle= 187.50 k-ft (pMn at Angle= 143.925 k-ft for load combination: <br /> Pn&Mn values located at Pu-Mu vector intersection with capacity curve <br /> Column Capacities... General Section Information.( = 0.650 R =0.8C 6 = C.BC <br /> Pnmax:Nominal Max.Compressive Axial Capacity 1,374.93 k p %Reinforcing 4.115 % Rebar%Ok <br /> Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 7.90 in^2 <br /> (p Pn,max:Usable Compressive Axial Capacity 714.96 k Concrete Area 192.0 inA2 <br /> (p Pn,min:Usable Tension Axial Capacity k <br /> Governing Load Combination Results <br /> Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft <br /> Load Combination Utilization <br /> X-X Y-Y base ft Pu cp *Pn 8 x 8x'Mux g Y 8y*Muy Alpha (deg) 6 Mu N Mn Ratio <br /> +1.400+1.60H 5.96 1.68 714.96 0.000 0.002 <br /> +1.20D+0.50Lr+1.60L+1.60H 5.96 1.44 714.96 0.000 0.002 <br /> +1.200+1.60L+0.50S+1.60H 5.96 1.44 714.96 0.000 0.002 <br /> Page B19 <br />