COLUMN DESIGN CALCULATIONS Project Name : 1 Client Name : Qatar Gas Engineer Name : GG Design File : D:\Scube\000 RCDC 2010\10.0.0\Queries\Worley Parsons\Validation sheets\Column.rcdx Analysis File : \\inairwpdfs01v\Shares\Projects\$\RPSC-SOR-4-FEED-UPDATE-AND-EARLY-DETAILED-ENGINEERING\11.0-Engineering\11.11 Structural\4.0 Calculations\Substation-806\STAAD\Substation-806.std Analysis Last Modified : 2/18/2020 2:12:31 PM

 Code References: ACI 318M - 2014 Sr.No Element Clause / table 1 Minimum area of longitudinal reinforcement for column : 18.7.4 2 Maximum area of longitudinal reinforcement for column : 18.7.4 3 Minimum longitudinal and transverse reinforcement for wall : 18.10.2.1 4 Minimum diameter of transverse ties : 25.7.2 5 Minimum spacing of transverse ties : 25.7.2 6 Maximum spacing of longitudinal and transverse reinforcement for wall : 18.10.2.1 7 Applicability of boundary element : 18.10.6 8 Area and spacing of special confining reinforcement : 18.7.5 9 Slenderness Moments : 6.2.5 10 Shear Strength provided by concrete for column : 22.5.5 11 Design of shear for non-ductile wall : 11.5.4 12 Design of shear for ductile wall : 18.10.4.1 13 Minimum Flexural Strength of Columns : 18.7.3 14 Shear Check at Column Joint : 18.8.4.1 15 Shear Strength of Column : 18.3.3, 18.4 & 18.6.5 16 fs,perm : 10.6.4 17 fc,perm : 10.2.7.1 18 Wcr : Eq 4.2(a)
 Sway Calculation (Stability Index)
 For Global-X Direction
 Level Load CombinationAnalysis Storey Height (m) Gravity Load P (kN) Relative Displacements (mm) Storey Shear (kN) Stability Index (Q) Sway Condition A B C D B x C / (A x D) -2m to 0.15m 312 2.15 50583.7 1.45 2122.21 0.016 Non Sway 0.15m to 1.377m 313 1.23 1605.02 0.47 264.61 0.002 Non Sway 1.377m to 2.73m 312 1.35 48182.07 3.47 2064.92 0.06 Sway 2.73m to 4.48m 313 1.75 911.26 2.96 211.23 0.007 Non Sway 4.48m to 5.63m 312 1.15 28412.91 1.3 1739.9 0.018 Non Sway 5.63m to 6.18m 313 0.55 271.87 3.35 61.19 0.027 Non Sway 6.18m to 6.48m 313 0.3 5396.22 2.4 554.77 0.078 Sway 6.48m to 7.88m 313 1.4 480.83 4.3 206.09 0.007 Non Sway 7.88m to 9.08m 313 1.2 10827.37 0.89 1130.25 0.007 Non Sway 9.08m to 9.58m 312 0.5 17245.18 0.96 1160.81 0.028 Non Sway 9.58m to 12.43m 313 2.85 1472.98 4.78 171.32 0.014 Non Sway 12.43m to 13.28m 312 0.85 5934.67 0.38 586.5 0.005 Non Sway 13.28m to 15.88m 312 2.6 6298.83 4.39 599.45 0.018 Non Sway

 For Global-Y Direction
 Level Load CombinationAnalysis Storey Height (m) Gravity Load P (kN) Relative Displacements (mm) Storey Shear (kN) Stability Index (Q) Sway Condition A B C D B x C / (A x D) -2m to 0.15m 315 2.15 50583.7 2.64 2734.86 0.023 Non Sway 0.15m to 1.377m 315 1.23 1559.94 0.35 115.35 0.004 Non Sway 1.377m to 2.73m 314 1.35 47977.8 6.88 2700.18 0.09 Sway 2.73m to 4.48m 315 1.75 874.15 0.61 123.04 0.002 Non Sway 4.48m to 5.63m 314 1.15 28268.69 10.82 2177.46 0.122 Sway 5.63m to 6.18m 315 0.55 281.73 7.11 22.47 0.162 Sway 6.18m to 6.48m 314 0.3 5705.93 8.06 680.46 0.225 Sway 6.48m to 7.88m 315 1.4 468.69 3.99 164.29 0.008 Non Sway 7.88m to 9.08m 314 1.2 10504.2 14.56 968.45 0.132 Sway 9.08m to 9.58m 314 0.5 17245.18 4.49 1420.53 0.109 Sway 9.58m to 12.43m 314 2.85 1415.93 7.86 243.49 0.016 Non Sway 12.43m to 13.28m 314 0.85 5909.96 2.03 680.77 0.021 Non Sway 13.28m to 15.88m 314 2.6 6298.83 3.95 653.09 0.015 Non Sway

 General Data Column No. : C4 Level : 7.88m To 9.08m Frame Type = Lateral Response Modification Coefficient = 3 Design Code = ACI 318M - 2014 Grade Of Concrete (f'c) = C40 N/sqmm Grade Of Steel (fy) = Fy500 N/sqmm Consider Ductile = Yes Type of Frame = Intermediate Column B = 500 mm Column D = 600 mm Clear Cover, Cc = 50 mm Clear Floor Height @ lux = 2650 mm Clear Floor Height @ luy = 2250 mm No Of Floors = 1 No Of Columns In Group = 1

 Effective Length Calculation
 Calculation Along Major Axis Of Column
 Joint Column Stiffness Beam Sizes Beam Stiffness ψ Beam 1 (Length x Width x Depth) Beam 2 (Length x Width x Depth) Beam 1 Beam 2 Nm mm mm Nm Nm Bottom 948.68 No Beam No Beam - - 1 Top 948.68 No Beam 7965 x 500 x 1200 - 1143.42 2.821
Sway Condition (as per Stability Index) = Sway
Effective Length Factor along Major Axis = 2.24

 Calculation Along Minor Axis Of Column
 Joint Column Stiffness Beam Sizes Beam Stiffness ψ Beam 1 (Length x Width x Depth) Beam 2 (Length x Width x Depth) Beam 1 Beam 2 Nm mm mm Nm Nm Bottom 658.81 No Beam No Beam - - 5.913 Top 658.81 No Beam 6000 x 300 x 800 - 269.85 8.301
Sway Condition (as per Stability Index) = Non Sway
Effective Length Factor along Minor axis = 1

 Check For Stability Index Along D Q = 0.132 0.132> 0.05, Column shall be designed as sway frame (Un-Braced) Along B Q = 0.007 0.007< 0.05, Column shall be designed as non-sway frame (Braced)

 Slenderness Check Column Is Un-Braced Along D Slenderness Check along D K = 2.24 r = 173.2 mm Kluy /r = 29.1 Permissible slenderness ratio = 22 29.1 > 22, Column slender along D Column Is Braced Along B Slenderness Check along B K = 1 r = 144.34 mm Klux /r = 18.36 M1 = 1.44 kNm M2 = -16.7 kNm Min (40, 34 - 12 x (M1/M2)) = 35.04 18.36 < 35.04, Column not slender along B
 Moment Magnification: For Sway Frame: Along D δns x M1s = -598.36 kNm δns x M2s = -46 kNm M1ns = -199.55 kNm M2ns = 39.52 kNm δns = 1.15 M1sldr = -797.91 kNm 1.4 MuxT = -1006.84 kNm M1sldr = Min (-797.91, -1006.84) kNm = -797.91 kNm M2sldr = -0.6 kNm 1.4 MuxB = -0.6 kNm M2sldr = Min (-0.6, -0.6) kNm = -0.6 kNm

 Calculation of Design Moment
 Direction Manalysis Msldr or Mc Mdesign-final A B C Major Axis Mux (top) -719.17 -797.91 -797.91 Major Axis Mux (bottom) -0.43 -0.6 -0.6 Minor Axis Muy (top) -16.7 - -16.7 Minor Axis Muy (bottom) 1.44 - 1.44

 Where A = Moments from analysis B = Moment due to slenderness effect C = Final design Moment = Maximum of (Manalysis, Maximum of (Msldr or Mc))

 Final Critical Design Forces Critical Case - Axial Load & BiAxial Bending Pu = 1833.12 kN Mux = -797.91 kNm Muy = -16.7 kNm

 Resultant Moment (Combined Action) Moment Capacity Check Pt Calculated = 1.63 Reinforcement Provided = 4-#25 + 10-#19 Load Angle = Tan-1(Muy/Mux) = 1.2 deg MRes = 798.09 kNm ( φ ) MCap = 838.85 kNm Capacity Ratio = MRes/ MCap = 0.951 < 1