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DARGROUP
Project
Pearl ProjectJob Ref.
Q09077
Section
Medina CentraleSheet no./rev.
1 1
Calc. by
ENG.ICDate
09-Nov-07Chk'd by
DR.AEDate App'd by Date
RC RECTANGULAR COLUMN DESIGN (ACI 318-05)
600 m
m
542 m
m
350 mm
Geometry of column
Depth of column (larger dimension of column); h = 600 mm
W idth of column (smaller dimension of column); b = 350 mm
Clear cover to reinforcement (both sides); cc = 40 mm
Unsupported height of column; lu = 4500 mm
Effective height factor; k = 1.00
Check for overall column dimensions
h < 4b, column dimensions are OK
Reinforcement of column
Numbers of bars of longitudinal steel; N = 8
Longitudinal steel bar diameter number; Dbar_num = 6
Diameter of longitudinal bar; Dlong = 19 mm
Stirrup bar diameter number; Dstir_num = 3
Diameter of stirrup bar; Dstir = 9 mm
Specified yield strength of reinforcement; fy = 415 MPa
Specified compressive strength of concrete; f’c = 40 MPa
Modulus of elasticity of bar reinforcement; Es = 200000 MPa
Modulus of elasticity of concrete (cl. 8.5); Ec = 4700 (f’c 1 MPa) = 29725 MPa
Ultimate design strain; c = 0.003 mm/mm
Check for minimum area of steel (ACI 318-05, cl. 10.9)
Gross area of column; Ag = h b = 210000 mm2
Area of steel provided; Ast = N (/ 4) Dlong2 = 2268 mm2
Minimum required area of steel; Ast_min = 0.01 Ag = 2100 mm2
DARGROUP
Project
Pearl ProjectJob Ref.
Q09077
Section
Medina CentraleSheet no./rev.
2 1
Calc. by
ENG.ICDate
09-Nov-07Chk'd by
DR.AEDate App'd by Date
PASS - Ast > Ast_min, provided area of steel is greater than minimum required area of steel
Check for maximum area of steel (ACI 318-05, cl. 10.9)
Permissible maximum area of steel; Ast_max = 0.08 Ag = 16800 mm2
PASS - Ast < Ast_max, provided area of steel is less than permissible maximum area of steel
Braced column slenderness check (ACI 318-05, cl. 10.12)
Maximum slenderness ratio limit; sr_max = 100
Permissible slenderness ratio; sr_perm = 40
Slenderness check for braced column
Radius of gyration; rx = 0.3 h = 180 mm
ry = 0.3 b = 105 mm
rmin = min(rx, ry) = 105 mm
Actual slenderness ratio; sr_act = k lu / rmin = 42.86
Column slenderness limit OK, column is braced slender column
Design load and moments for biaxially loaded slender column
Ultimate axial force acting on column; Pu_act = 2750.00 kN
Ultimate moment about major (X) axis; Mux_act = 120.00 kNm
Ultimate moment about minor (Y) axis; Muy_act = 25.00 kNm
Contour beta factor; = 0.50
Ratio of DL moment to total moment; d = 0.65
Magnified moments for biaxial slender column (ACI 318-05, cl. 10.12)
Assuming strength reduction factor; = 0.65
Moment of inertia of section @ X axis; Igx = (b h3) / 12 = 6300000000 mm4
Moment of inertia of section @ Y axis; Igy = (h b3) / 12 = 2143750000 mm4
Euler’s buckling load @ X axis; Pcx = (2 0.4 Ec Igx) / ((1 + d) (k lu)2) = 22126.83 kN
Euler’s buckling load @ Yaxis; Pcy = (2 0.4 Ec Igy) / ((1 + d) (k lu)2) = 7529.27 kN
Correction factor for actual to equiv. mmt.diagram; Cm = 1
Moment magnifier for M @ X axis; nsx1 = Cm / (1 - (Pu_act/ (0.75 Pcx))) = 1.199
Moment magnifier for M @ X axis; nsx = nsx1 = 1.199
Moment magnifier for M @ Y axis; nsy1 = Cm / (1 - (Pu_act / (0.75 Pcy))) = 1.949
Moment magnifier for M @ Y axis; nsy = nsy1 = 1.949
Ultimate magnified uniaxial M @ X axis; Mcx = nsx Mux_act = 143.84 kNm
Ultimate magnified uniaxial M @ Y axis; Mcy = nsy Muy_act = 48.73 kNm
Net magnified uniaxial M @ X axis; Mnx = Mcx = 221.28 kNm
Net magnified uniaxial M @ Y axis; Mny = Mcy = 74.97 kNm
Required eccentricities; ex = Mcx / Pu_act = 52 mm
ey = Mcy / Pu_act = 18 mm
Axial load capacity of biaxially loaded column assuming no Muy_act (ACI 318-05, cl 10.3.6)
c/dt ratio; rxb = 1.233
Effective cover to reinforcement; d’ = cc + Dstir + (Dlong / 2) = 59 mm
Depth of tension steel; dt = h - d’ = 542 mm
Depth of NA from extreme compression face; cx = rxb dt = 668 mm
Factor of depth of comp. stress block (cl.10.2.7.3); 1 = 0.764
Depth of equivalent rectangular stress block; ax = min((1 cx), h) = 510 mm
Stress in compression reinforcement; f’sx = Es c (1 - (d’ / cx)) = 547 MPa
DARGROUP
Project
Pearl ProjectJob Ref.
Q09077
Section
Medina CentraleSheet no./rev.
3 1
Calc. by
ENG.ICDate
09-Nov-07Chk'd by
DR.AEDate App'd by Date
Since abs(f'sx) > fy, hence f'csx = fy
f’csx = 415 MPa
Stress in tension reinforcement; fsx = Es c ((dt / cx) - 1) = -114 MPa
Since abs(fsx) < fy, fsx = ftsx
Capacity of concrete in compression; Ccx = 0.85 f’c b ax = 6074.92 kN
Strength of steel in compression; Csx = A’s f’csx = 470.72 kN
Strength of steel in tension; Tsx = As ftsx = 128.83 kN
Nominal axial load strength; Pnx = Ccx + Csx + Tsx = 6674.46 kN
Strength reduction factor; x = 0.65 = 0.650
Ultimate axial load carrying capacity of column; Pu1 = x Pnx = 4338.40 kN
PASS - column is safe in axial loading
Uniaxial moment capacity of column
Centroid of column along larger dimension; yx = h 0.5 = 300 mm
Nominal moment strength; Mox = = Ccx (yx - (0.5 ax)) + Csx (y - ccx) - Tsx (dt - yx) = 363.136
kNm
x = (Mnx / Mox) = 0.609
Ultimate moment strength; Mu1 = Mox x = 236.04 kNm
PASS - column is safe for bending
Eccentricity ratio
Actual eccentricity; ex = 52 mm
Allowable eccentricity; eall_x = Mu1 / Pu1 = 54 mm
Eccentricity ratio; erx = ex / eall_x = 0.961
Biaxially loaded column about minor axis
Details of column cross-section
c/dt ratio; ryb = 1.142
Effective cover to reinforcement; d’ = cc + Dstir + (Dlong / 2) = 59 mm
Area of each layer of steel; Ast_l = 2 (Dlong2) / 4 = 567 mm2
Spacing between bars; s = ((b - (2 d’))) / ((N / 2) -1) = 78 mm
Depth of tension steel; bt = b - d’ = 292 mm
Depth of NA from extreme compression face; cy = ryb bt = 333 mm
Depth of equivalent rectangular stress block; ay = min((1 cy), b) = 255 mm
Yield strain in steel; sy = fy / Es = 0.002
Strength reduction factor; y = 0.650
Details of concrete block
Force carried by concrete
Forces carried by concrete; Ccy = 0.85 f’c h ay = 5192.55 kN
Moment carried by concrete
Moment carried by concrete; Mccy = Ccy ((b / 2) - (ay / 2)) = 247.85 kNm
Details of steel layers
Details of first steel layer
Depth of first layer; x1 = d’ = 59 mm
Strain of first layer; 1 = 0.003 (1 - (x1 / cy)) = 0.00247
Stress in first layer; 1 = 415 MPa
DARGROUP
Project
Pearl ProjectJob Ref.
Q09077
Section
Medina CentraleSheet no./rev.
4 1
Calc. by
ENG.ICDate
09-Nov-07Chk'd by
DR.AEDate App'd by Date
Force carried by first layer; F1 = 1 Ast_l = 235.33 kN
Moment carried by first steel layer; M1 = F1 ((b / 2) - x1) = 27.42 kNm
Details of second steel layer
Depth of second layer; x2 = x1+s = 136 mm
Strain of second layer; 2 = 0.003 (1 - (x2 / cy)) = 0.00177
Stress in second layer; 2 = 355 MPa
Force carried by second layer; F2 = 2 Ast_l = 201.13 kN
Moment carried by second steel layer; M2 = F2 ((b / 2) - x2) = 7.81 kNm
Details of third steel layer
Depth of third layer; x3 = 214 mm
Strain of third layer; 3 = 0.00107
Stress in third layer; 3 = 215 MPa
Force carried by third layer; F3 = 3 Ast_l = 121.78 kN
Moment carried by third steel layer; M3 = F3 ((b / 2) - x3) = -4.73 kNm
Details of fourth steel layer
Depth of fourth layer; x4 = 292 mm
Strain of fourth layer; 4 = 0.00037
Stress in fourth layer; 4 = 75 MPa
Force carried by fourth layer; F4 = 4 Ast_l = 42.44 kN
Moment carried by fourth steel layer; M4 = F4 ((b / 2) - x4) = -4.94 kNm
Tensile force carried by steel
Sum of tensile forces by steel; Tsy = 0.00 kN
Compressive force carried by steel
Sum of compressive forces by steel; Csy = 600.67 kN
Total force carried by column
Nominal axial load strength; Pny = 5793.22 kN
Strength reduction factor; y = 0.65 = 0.650
Ultimate axial Load carrying capacity of column; Pu2 = y Pny = 3765.59 kN
PASS - column is safe in axial loading
Moment carried by biaxial column minor axis
Nominal moment strength; Moy = 273.40 kNm
Contour beta factor
Contour beta factor; = 0.500
Mnx_upon_Mox = x = 0.609
From Contour beta factor chart for rectangular columns in biaxial bending
Mny_upon_Moy = 0.391
Net moment along minor axis resisted by column; Mny1 = Moy (Mny_upon_Moy) = 106.90 kNm
Ultimate moment along minor axis; Mu2 = Mny1 y = 69.49 kNm
Check for moment capacity about minor axis
PASS - column is safe for bending
Eccentricity ratio
Actual eccentricity; ey = 18 mm
Allowable eccentricity; eall_y = Mu2 / Pu2 = 18 mm
DARGROUP
Project
Pearl ProjectJob Ref.
Q09077
Section
Medina CentraleSheet no./rev.
5 1
Calc. by
ENG.ICDate
09-Nov-07Chk'd by
DR.AEDate App'd by Date
Eccentricity ratio; ery = ey / eall_y= 0.960
Design of column ties (ACI 318-05, cl. 7.10)
16 times longitudinal bar diameter; sv1 = 16 Dlong = 304 mm
48 times stirrup bar diameter; sv2 = 48 Dstir = 432 mm
Least column dimension; sv3 = min(h, b) = 350 mm
Maximum allowable stirrup spacing; s = min(sv1, sv2, sv3) = 304 mm
Design summary
Column is 350 mm wide and 600 mm deep with 40 MPa concrete and 415 MPa steel.
Longitudinal reinforcement is 8 No.6 and lateral reinforcement for shear is 2 legs No.3 stirrup @ 304 mm center to center
Design status
PASS - column is safe