Combined Ftg

8/13/2019 Combined Ftg

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1. FOOTING DESIGN

FOOTING DATA

Footing Length, L = 1.500 mFooting Width, B = 5.250 m

Footing Thickness, T = 0.300 mConcrete Unit Wt., c = 24.000 kN/m

Soil Depth, D = 0.600 mSoil Unit Wt., s = 18.000 kN/m

Pass. Press. Coef., Kp = 0.000Coef. of Base Friction, = 0.400

Uniform Surcharge, Q = 0.000 kPa Allow. SB Pressure, qa = 250 kPa

PIER DATANumber of Pier(s) = 2

Nomenclature

Pier #1 Pier #2Xp (m) = 0.000 0.000Zp (m) = 2.500 -1.750

Lpx (m) = 0.250 0.250Lpz (m) = 0.250 0.250

h (m) = 0.600 0.600

X

PLAN

Y Y

ELEVATION XDIRECTION

X

ELEVATION ZDIRECTION

Z


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MATERIAL PROPERTIESCONCRETE

Compressive Strength,c = 30.00 MpaModulus of Elasticity, Ec = 25743 Mpa = 4700 c Mpa

Concrete strain, s = 0.003Concrete protection, cov = 75 mm

REBARSYield Strength,y = 422.00 Mpa

Modulus of Elasticity, Es = 200000.0 Mpa

LOAD DATA

Critical L/C = 104Node No. = 4 69

Pier #1 Pier #2 Py (kN) = -335.30 -432.97 768.27Fx (kN) = 5.26 3.50 8.76Fz (kN) = 2.93 -2.31 0.63

Mx (kNm) = 3.71 -3.25 0.47Mz (kNm) = 11.59 8.93 20.52

WEIGHTS AND

LOADSFoundation Centriod

Xc = 0.00 mYc = 0.00 m

Foundation, Soil and SurchargeBase Wt = 56.70 kN = L B T cSoil Wt = 85.05 kN = L B D s

Surcharge Wt = 0.00 kN = L B Q Wtotal = 141.75 = Base Wt + Soil Wt + Surcharge Wt

Excess Pier #1 Pier #2 Pier Wts = 0.23 0.23 0.45

Py = 335.30 432.97 768.27

Pty = 335.53 433.19 768.72

Total Vertical Load Pty = 768.72 kN = (Applied load + Excess Pier Wt)

Ptotal = 910.47 kN = Wtotal + Pty

CHECK STABILITYSLIDING CHECKPASSIVE SOIL PRESSURE

Passive x = 0.00 kN = TB(Kps(D+T)+KpsD)Passive z = 0.00 kN = TL(Kps(D+T)+KpsD)

FRICTION FORCEFf = 364.19 kN = Ptotal Surchar e Wt

SLIDING ALONG XDIRECTIONSum Fx = 8.76 kN

FS Sliding.x = 41.57 >1.5, Pass = (Passive x + Ff) / Sum Fx


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SLIDING ALONG ZDIRECTIONSum Fz = 0.63 kN

FS Sliding.z = 581.77 >1.5, Pass = (Passive z + Ff) / Sum Fz

UPLIFT CHECKPy uplift = 0.00 kNPy down = 910.47 kN = Ptotal + Py uplift Surcharge Wt

Factor of SafetyFS.uplift = 999.00 >1.1, Pass = Py down / Py uplift

Overturning about XaxisPier #1 Pier #2 Pty Zp = 838.82 758.08 80.74

Fz (h+T)+Mx = 6.35 5.32 1.03

Mex = 80.74 kN m = (Pty Zp)Mox = 1.03 kNm = (Fz (h+T)+Mx)

Eccentricity, ez = 0.088 m = (Mex + Mox) / Ptotal

Overturning Moment due to PyPier #1 Pier #2

Mot.x = 0.00 0.00 0.00

Total Overturning Moment about XaxisMOT.x = 1.03 kNm = (Mot.x) + Mox

Resisting Moment about Xaxis due to PyPier #1 Pier #2

Mrm.x = 1719.58 379.04 2098.62

Total Resisting Moment about XaxisMRM.x = 2470.72 kN m = Mrm.x + (Base Wt + Soil Wt) B/2

Factor of SafetyFS.OTx = 999.00 >1.5, Pass = MRM.x / MOT.x

Overturning about Zaxis

Pier #1 Pier #2 Pty Xp = 0.00 0.00 0.00

Fx (h+T)+Mz = 16.32 12.08 28.41

Mez = 0.00 kNm = (Pty*Xp)Moz = 28.41 kNm = (Fx*(h+T)+Mz)

Eccentricity, ex = 0.031 m = (Mez + Moz) / Ptotal

Overturning Moment due to PyPier #1 Pier #2

Mot.z = 0.00 0.00 0.00

Total Overturning Moment about Zaxis

MOT.z = 28.41 kNm = (Mot.z) + Moz


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Resisting Moment about Zaxis due to PyPier #1 Pier #2

Mrm.z = 251.65 324.89 576.54

Total Resisting Moment about ZaxisMRM.z = 682.85 kN m = Mrm.z + (Base Wt + Soil Wt) L/2

Factor of SafetyFS.OTz = 24.04 >1.5, Pass = MRM.z / MOT.z

SOIL BEARING PRESSURE

Total Resultant Load and EccentricitiesPtotal = 910.47 kN

Eccentricity, ex = 0.031 mEccentricity, ez = 0.088 m

Solve for the K Coefficientex/L = 0.021ez/B = 0.017

From Figure K = 1.22

Hence, qmax = 141.61 kPa = K ( Ptotal / (L B) ) qmax < qa = 250kPa, Pass

FACTORED SOIL BEARING PRESSURE

Critical L/C = 205

Pier #1 Pier #2 Puy (kN) = -380.38 -481.84 862.22

Vux (kN) = 9.50 7.37 16.86 Vuz (kN) = 3.16 -2.65 0.52

Mux (kNm) = 3.94 -3.78 0.15Muz (kNm) = 20.43 17.09 37.52

Foundation, Soil and SurchargeL.F. = 1.40 = Load factor for Dead LoadsWu total = 198.45 = Base Wt + Soil Wt + Surcharge Wt

Excess Pier #1 Pier #2 L.F.Pier Wts = 0.32 0.32 0.63

Puy = 380.38 481.84 862.22Put y = 380.69 482.16 862.85

Total Vertical Load Put y = 862.85 kN = (Applied load + Excess Pier Wt)

Pu total = 1061.30 kN = Wu total + Put y

Eccentricity along Zaxis

Pier #1 Pier #2 Put yZp = 951.74 843.78 107.96

Vuz(h+T)+Mux = 6.78 6.16 0.62


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Mu ex = 107.96 kN m = (Puty Zp)Mu ox = 0.62 kNm = (Vuz (h+T)+Mux)

Eccentricity, eu z = 0.101 m = (Mu ex + Mu ox) / Pu total

Eccentricity along XaxisPier #1 Pier #2

Put yXp = 0.00 0.00 0.00ux(h+T)+Muz = 28.98 23.72 52.70

Mu ez = 0.00 kNm = (Puty Xp)

Mu oz = 52.70 kNm = (Vux (h+T)+Muz)

Eccentricity, eu x = 0.050 m = (Mu ez + Mu oz) / Pu total

Total Resultant Load and EccentricitiesPu total = 1061.30 kN

Eccentricity, eu x = 0.050 mEccentricity, eu z = 0.101 m

Solve for the K Coefficienteu x/L = 0.033eu z/B = 0.019

From Figure K = 1.31

Factored Soil Bearing PressureHence, qu max = 177.11 kPa = K ( Ptotal / (L B) )

FOOTING ANALYSISFOOTING ANALYSIS ALONG XDIRECTION

eu x/ L = 0.033 Case 1 , e/L < 1/6

qmin = 108.00 kPa = (1 6 e/L) [Pu total / (L B)]qmax = 161.53 kPa = (1 + 6 e/L) [Pu total / (L B)]

Bearing Pressures qu L = 108.00 kPaqu R = 161.53 kPa

Effective Length of BearingBrg. X = 1.50 mBrg. Z = 5.25 m

q at critical sectionq = 35.69 kPa/m

effective depthde = 0.215 m

o ear ng ressure


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Shear Diagram Moment Diagram

L = 1.5m

qu L = 108.00kPa qu R = 161.53kPa

distance to critical sectionPier #1 Pier #2

d6 = 0.41 0.41d5 = 0.52 0.52d4 = 0.63 0.63d3 = 0.88 0.88d2 = 0.98 0.98

d1 = 1.09 1.09q at critical sectionq6 = 122.63 122.63q5 = 126.47 126.47q4 = 130.31 130.31q3 = 139.23 139.23q2 = 143.07 143.07q1= 146.90 146.90

Max Beam Shear and Bending momentBeam Shear along Z axis at 'd' distance from face of column

Pier #1 Pier #2d6 = 0.41 0.41

V(d6) = 193.98 193.98

d1 = 1.09 1.09V(d1) = 277.71 277.71


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Bending Moment about Z axis at face of columnsPier #1 Pier #2

d4 = 0.63 0.63M(d4) = 92.54 92.54

d3 = 0.88 0.88M(d3) = 132.19 132.19

FOOTING ANALYSIS ALONG ZDIRECTION

eu z/ B = 0.019 Case 1 , e/L < 1/6

qu min = 119.19 kPa = (1 6 e/L) [Pu total / (L B)]qu max = 150.35 kPa = (1 + 6 e/L) [Pu total / (L B)]

Bearing Pressuresqu L = 119.19 kPaqu R = 150.35 kPa

Effective Length of BearingBrg. Z = 5.25 mBrg. X = 1.50 m

Calculate q at each critical sectionq = 5.93 kPa/m

de = 0.20 m

Soil Bearing Pressure

Shear Diagram Moment Diagram

B = 5.3m

qu L = 119.19kPa qu R = 150.35kPa


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distance to critical sectionPier #1 Pier #2

d6 = 4.80 0.55d5 = 4.90 0.65d4 = 5.00 0.75d3 = 5.25 1.00d2 = 5.25 1.10d1 = 5.25 1.20

q at critical sectionq6 = 147.67 122.45

q5 = 148.27 123.05q4 = 148.86 123.64q3 = 150.35 125.13q2 = 150.35 125.72q1= 150.35 126.32

Max Beam Shear and Bending moment

Beam Shear along X axis at 'd' distance from face of columnPier #1 Pier #2

d6 = 4.80 0.55V(d6) = 296.94 78.75

d1 = 5.25 1.20

V(d1) = 0.00 306.41

Bending Moment about X axis at face of columnsPier #1 Pier #2

d4 = 5.00 0.75M(d4) = 34.91 40.32

d3 = 5.25 1.00M(d3) = 0.00 17.88

CHECK FOR FLEXURAL STRENGTH

XDirection : Bottom

Rebar size D16 mm Bar Area = 201 mmRebars nos 8 Provided As = 1608 mm

b = 5250 mmRebar pitch 729 mm d = 201 mm

h = 300 mm

Maximum Negative Moment Max Mu = 132.19 kN mStrength Reduction Factor = 0.9Rn = Mu/ bd Rn = 0.6925 N/mm2r = 0.85c/y [1(12Rn/0.85c)] r = 0.0017Minimum 1 = 0.0018 min = 0.0018 [ACI 318M 08 Para 10.5.4Minimum 21 = 4 3 * r = 0.0022 and Para 7.12.2.1Minimum 22 = 0.25*f 'c^0.5 / fy = 0.0032

Hence, use 2 = max (r, min/2) = 0.0017As req. = 2 b dAs req. = 1756 mm2 < Provide As = 1608 mm2

Ratio = 1.09 FAIL


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XDirection : Top



h = 300 mm

Maximum Negative Moment Max Mu = 0.00 kNmStrength Reduction Factor = 0.9Rn = Mu/ bd Rn = 0.0000 N/mm2

r = 0.85c/y [1(12Rn/0.85c)] r = 0.0000Minimum 1 = 0.0018 min = 0.0018 [ACI 318M 08 Para 10.5.4Minimum 21 = 4/3 * r = 0.0000 and Para 7.12.2.1]Minimum 22 = 0.25*f 'c^0.5 / fy = 0.0032Hence, use 2 = max (r, min/2) = 0.0009As req. = 2 b hAs req. = 1418 mm2 < Provide As = 1608 mm2

Ratio = 0.88 PASSZDirection : Bottom



h = 300 mm

Maximum Negative Moment Max Mu = 40.32 kNmStrength Reduction Factor = 0.9Rn = Mu/ bd Rn = 0.9752 N/mm2r = 0.85c/y [1(12Rn/0.85c)] r = 0.0024Minimum 1 = 0.0018 min = 0.0018 [ACI 318M 08 Para 10.5.4Minimum 21 = 4/3 * r = 0.0031 and Para 7.12.2.1]Minimum 22 = 0.25*f 'c^0.5 / fy = 0.0032Hence, use 2 = max (r, min/2) = 0.0024As req. = 2 b dAs req. = 619 mm2 < Provide As = 7540 mm2

Ratio = 0.08 PASSZDirection : Top



h = 300 mm

Maximum Negative Moment Max Mu = 344.99 kN mStrength Reduction Factor f = 0.9Rn = Mu / f b d Rn = 8.3445 N/mm2r = 0.85c/y [1(12Rn/0.85c)] r = 0.0249Minimum 1 = 0.0018 min = 0.0018 [ACI 318M 08 Para 10.5.4Minimum 21 = 4 3 * r = 0.0332 and Para 7.12.2.1Minimum 22 = 0.25*f 'c^0.5 / fy = 0.0032

Hence, use 2 = max (r, min/2) = 0.0249As req. = 2 b dAs req. = 6538 mm2 < Provide As = 7540 mm2

Ratio = 0.87 PASS


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REBAR ARRANGEMENT FOR FOOTING SLABXDirection Bottom 8 D16 @ 728mm O.C.

Top 8D16 @ 728mm O.C.ZDirection Bottom 24 D20 @ 58mm O.C.

Top 24 D20 @ 58mm O.C.

CHECK FOR PUNCHING SHEARShear strength provided by concreteVc = v 0.33 c Mpa 2(box+boz) de [ACI 318M 08 Para 11.3.1.1]

whereStrength Reduction Factor v = 0.85

Effective Depth de = 175 mmPerimeter around pier/column:Pier #1 Pier #2

box ,m = 0.47 0.47boz ,m = 0.35 0.45

2(box+boz) = 1.63 1.83Shear strength provided by concrete:

Vc, kN = 438.52 492.56

Punching shearArea of punching shear, m Ap = box bozTotal force from column/pier P uy = Puty + LF[Ap(Tc+Ds+Q)]

Pier #1 Pier #2Ap = 0.16 0.21

Puy = 658.52 759.99

q at d/2 distance from face of support/columnAlong Xdirection

q2x = 143.07 143.07q5x = 126.47 126.47

Along Zdirectionq2z = 150.35 125.72q5z = 148.27 123.05

Total force acting on punched area R qn = max(q5x+q2x,q5z+q2z) ApnRqn = 24.33 28.26

Net punching shear V up = Puy RqnVup = 634.19 731.73

Check if the shear strength provided by concrete greater than punching shearVc > Vup = FAIL FAIL

CHECK FOR WIDE BEAM SHEARWide beam along Zdirection

Maximum Shear, left side Max VuL = 193.98 kNMaximum Shear, right side Max VuR = 277.71 kN

Shear strength provided by concreteVc = v 0.17 c Mpa B de Vc, kN = 835.19 kN [ACI 318M 08 Para 11.3.1.1]

whereStrength Reduction Factor v = 0.85Effective De th de = 201 mmCheck if the shear strength provided by concrete greater than beam shear

Vc > Vup = PASS


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Wide beam along XdirectionMaximum Shear, left side Max VuL = 78.75 kNMaximum Shear, right side Max VuR = 306.41 kN

Shear strength provided by concreteVc = v 0.17 c Mpa L de Vc, kN = 207.76 kN [ACI 318M 08 Para 11.3.1.1]

whereStrength Reduction Factor v = 0.85 mmEffective Depth de = 175Check if the shear strength provided by concrete greater than beam shear

Vc > Vup = FAIL

REINFORCEMENT DETAILS

ALONG ZDIRECTION, L = 1.5mBottom bars 24 D20 @ 58mm O.C.Top bars 24 D20 @ 58mm O.C.

ALONG XDIRECTION, B = 5.25mBottom bars 8D16 @ 728mm O.C.Top bars 8D16 @ 728mm O.C.

REBAR PLAN

FOOTING

Embedment, Df = 900mmThickness, T = 300mm

PEDESTAL250mm x 250mm

ELEVATION

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Combined Ftg