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Section Sheet no./rev.

1

Calc. by

DDate

3/13/2012Chk'd by Date App'd by Date

RC WALL DESIGN (ACI 318-05)

250

mm

102 mm

199

mm

Geometry of wallDepth of wall; h = 250 mmClear cover to reinforcement (both sides); cc = 40 mmUnsupported height of wall; lu = 1650 mmEffective height factor; k = 1.00

Reinforcement of wallNumbers of reinforcement layers; Nl = 2Vertical steel bar diameter number; Dver_num = 7Spacing of vertical steel; sv = 102 mmDiameter of vertical steel bar; Dver = 22 mmHorizontal steel bar diameter number; Dhor_num = 4Spacing of horizontal steel; sh = 102 mmDiameter of horizontal bar; Dhor = 13 mmSpecified yield strength of reinforcement; fy = 414 MPaSpecified compressive strength of concrete; f'c = 30 MPaModulus of elasticity of bar reinforcement; Es = 200000 MPaModulus of elasticity of concrete; Ec = 4700 (f’c 1 MPa) = 25743 MPa

Ultimate design strain; c = 0.003 mm/mm

Check for minimum area of vertical steel of double layer reinforcement wall (ACI 318-05, cl. 14.3)Gross area of wall per running meter length; Ag = h 1000 mm = 250000 mm2

Numbers of vertical bars per running meter length; Nv = 1000 mm / sv = 9.8Area of vertical steel per running meter length; Ast_v = 2 Nv ( Dver2) / 4 = 7483 mm2

Minimum area of vertical steel required; Ast_v_min = 375 mm2

PASS - vertical steel provided is greater than minimum vertical steel required

Check for minimum area of horizontal steel of double layer reinforcement wall (ACI 318-05, cl. 14.3)Gross area of wall per running meter length; Ag = h 1000 mm = 250000 mm2

Number of horizontal bar per running meter height; Nh = 1000 mm / sh = 9.843

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Section Sheet no./rev.

2

Calc. by

DDate

3/13/2012Chk'd by Date App'd by Date

Area of horizontal steel per running meter height; Ast_h = 2 Nh ( Dhor2) / 4 = 2613 mm2

Minimum area of horizontal steel required; Ast_h_min = 625 mm2

PASS - horizontal steel provided is greater than minimum horizontal steel required

Braced wall slenderness check (ACI 318-05, cl. 10.12)Maximum slenderness ratio limit; sr_max = 100Permissible slenderness ratio; sr_perm = 40

Slenderness check for braced wallRadius of gyration; rmin = 0.3 h = 75 mm

Actual slenderness ratio; sr_act = k lu / rmin = 22.00Wall slenderness limit OK, wall is braced short wall

Design loads and moments for wall subjected to shear, axial load and bendingUltimate axial force per running meter; Pu_act = 1500.00 kN/mUltimate large end moment per running meter; M2_act = 70.00 kNm/mUltimate small end moment per running meter; M1_act = 45.00 kNm/mUltimate shear force per running meter; Vu_act = 300.00 kN/mRatio of DL moment to total moment; d = 0.650

Axial load capacity of double layer reinforcement wall subjected to bendingc/dt ratio; r = 1.047Effective cover to reinforcement; d’ = cc + (Dver / 2) = 51 mmDepth of tension steel; dt = h - d’ = 199 mmDepth of NA from extreme compression face; c = r dt = 208 mm

Factor of depth of comp. stress block (cl.10.2.7.3); 1 = 0.836Depth of equivalent rectangular stress block; a = min(( 1 c), h) = 174 mm

Stress in compression reinforcement; f’s = Es c (1 - (d’ / c)) = 453 MPaSince abs(f's) > fy, hence f'cs = fy

f’cs = min(abs(f’s), fy) = 414 MPaStress in tension reinforcement; fs = Es c ((dt / c) - 1) = -27 MPa

Since abs(fs) < fy, fs = fts

fts = min(abs(fs), fy) = 27 MPaCapacity of concrete in compression; Cc = 0.85 f’c a 1000 mm /1 m= 4438.45 kN/mArea of vertical tension steel per running meter; As = Ast_v / 2 = 3741 mm2

Area of vertical comp. steel per running meter; A’s = Ast_v / 2 = 3741 mm2

Strength of steel in compression; Cs = A’s f’cs / 1 m = 1548.97 kN/m

Strength of steel in tension; Ts = As fts / 1 m = 99.95 kN/mNominal axial load strength; Pn = Cc + Cs + Ts = 6087.37 kN/mStrength reduction factor; = 0.65 = 0.650Ultimate axial load carrying capacity of wall; Pu = Pn = 3956.79 kN/m

PASS - wall is safe in axial loading

Bending capacity of wallCentroid of wall; y = h 0.5 = 125 mmNominal moment strength; Mn = Cc (y - (0.5 a)) + Cs (y - cc) - Ts (dt - y) = 292.80 kNm/m

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3/13/2012Chk'd by Date App'd by Date

Ultimate moment strength capacity of wall; Mu = Mn = 190.32 kNm/mPASS - wall is safe for bending

Eccentricity ratioActual eccentricity; ed = Mc / Pu_act = 47 mmCalculated eccentricity; eall = Mu / Pu = 48 mmEccentricity ratio; er = ed / eall = 0.970

Compression controlled case

Check for shear capacity of wall subjected to shear, axial load and bending (ACI 318-05, cl. 11.3.1.2)Effective cover to reinforcement; d’ = cc + (Dver / 2) = 51 mmDepth of tension steel; dt = h - d’ = 199 mmFactored moment for axial compression; Mm = M2_act - (Pu_act ((4 h) - dt) / 8) = -80.19 kNm/m

Shear force resisting capacity of wall (eq. 11.5); Vc1 = (0.16 (f’c 1MPa) dt)+(17 Ast_v min(1,(Vu_act dt/Mm))) (1kN/m3)Shear force resisting capacity of wall; Vc1 = 174.30 kN/mMax. shear force resisting capacity of wall(eq.11.7); Vmax = 0.29 (f’c) h (1 MPa +

(0.29 Pu_act 1 m / Ag))Max. shear force resisting capacity of wall; Vmax = 657.32 kN/mShear force resisting capacity of wall; Vc = Vmax = 657.32 kN/m;

PASS - shear force resisting capacity of wall is greater than shear force acting on wall

Design summaryWall is 250 mm thick with 30 MPa concrete and 414 MPa steelVertical reinforcenment is 22 mm dia at 102 mm spacingHorizontal reinforcenment is 13 mm dia at 102 mm spacing

Design statusPASS - wall is safe

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