ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACADAEAFAGAHAIAJAKALAMANAOAPAQARASATAUAVAWAXAYAZBABBBCBDBEBFBG
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Spreadsheet by: Richard C. Fernandez
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Project Name:
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Client:
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Location:
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Designed by:Checked by:
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Subject:Date:
Plotting Coordinates:
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Design of Concentrically Loaded Isolated Footing According to ACI 318-08
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Plot Scale FactorsFdn. Xc:0,000
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Input Data:X-axisY-axisFdn. Yc:0,000
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63Fdn. Lfx:-0,7500,7500,750-0,750-0,750
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Material Properties:
Fdn. Lfy:0,0010,001-0,001-0,0010,001
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Conc. Comp. Strength, fc'=
5555,00MpaPier L1x:-0,1500,1500,150-0,150-0,150
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Reinf. Yeild Strength, fy=
414,00MpaPier L1y:0,4000,400-0,400-0,4000,400
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Concrete Unit Wt., gc=
24,00kN/m^3ex:
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ey:
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Soil Properties:
Plot Scale Factor #1:
31,5
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Allow. Soil Pressure, SBC =
200,00kPa
Bar Diameter
Area
Footing Dimension
Column Info
Plot Scale Factor #2:
-31,5
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Soil Unit Weight, gs =
18,00kPa1075,540SquareInterior
Plot Scale Factor #3:
-3-1,5
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Depth of Trench, D =
1.5m12113,097
Rectangular
Edge
Plot Scale Factor #4:
3-1,5
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16201,062CornerPier Cx:0
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Footing Info:20314,1592Pier Cy:0
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Footing Length, L =
1500mm25490,874q(max)
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Footing Width, B =
2mm32804,248q(net)
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Footing Thickness, T =
400mmey:
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Clear Cover, Cc =
75mm
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Reinforcing Bar Diameter =
16mm
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Column Info:Edge
Computations:
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Column Length, Lcx=
300mm
For two way action:
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Column Width, Lcy=
800mm
Effective Soil Pressure=
-810653,40kPax1=600x=200l=700
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Location along X=
0mm
Required Area=
-0,0014m^2
Rectangular
x2=600x=200
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Location along Y=
0mmB=#NUM!m0,00y1=-399,25y=-399,25w=2
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L=#NUM!m-1,00y2=-399y=-399
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Loading Data:
Pu=#REF!kN
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Service Dead Load, D=
650,00
kN (Working)
qs=#REF!kPa
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Service Live Load, L=
575,00
kN (Working)
Wide-beam Action:
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Service Surcharge, Q=
5,00kPaVu=#REF!kN
Vu Along L direction
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Earthquake Axial Load, E=
-100,00
kN (Working)
Vu=#REF!kN
Vu Along B direction
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Wind Axial Load, W =
25,00
kN (Working)
fVc=4,63kN
fVn Along L direction
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Col. Horizontal Load, Ph =
120,00
kN (Ultimate)
fVc=4632,62kN
fVn Along B direction
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USD Load Combinations:
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Case 1:1.4D= 910,00kN
(ACI 318-08 Eq. (9-1))
Two-way Action:
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Case 2:1.2D + 1.6L= 1 700,00kN
(ACI 318-08 Eq. (9-2))
Tributary Area=
0,0012m^2
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Case 3:
1.2D + 1.0E + 1.0L
= 1 255,00kN
(ACI 318-08 Eq. (9-4))
Vu=#REF!kN
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Case 4:
1.2D + 1.6W + 1.0L
= 1 395,00kN
(ACI 318-08 Eq. (9-5))
bo=3500mm^2
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b=2,67
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Design Procedure:
as=30
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fVc=18916,54kN
fVc = 0.75*0.17*(1+(2/b))*l*fc'^1/2*bo*d
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Check Soil Bearing Capacity:
fVc=25256,87kN
fVc = 0.75*0.083*(((as*d)/bo)+2)*fc'^1/2*bo*d
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Column Working Load, Rv =
1 150,00kNfVc=20983,05kN
fVc = 0.75*0.33lfc'^1/2*bod
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Working Bearing Pressure, qv =
500,00kPaMin fVc=18916,54kN
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Demand-Capacity Ratio, D/C =
0,00
< 1, …OK (Footing is adequate to carry the loadings)
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Design for reinforcement:
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Applied Ultimate Soil Bearing Pressure:
Square:
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Ultimate Axial Load, Pu =
555,00kNMu=#REF!kN-m
Along L Direction
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Ultimate Bearing Pressure, qu =
kPaMu=#REF!kN-m
Along B Direction
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Ru=#REF!Mpa
Along L Direction
Assuming tension control, f=0.90
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Ru=#REF!Mpa
Along B Direction
Assuming tension control, f=0.90
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r=#REF!
Along L Direction
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r=#REF!
Along B Direction
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r(gross area)=
#REF!#REF!
Along L Direction
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r(gross area)=
#REF!#REF!
Along B Direction
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r(min)=0,00182
r(temp) = 0.0018*420/fy for fy >= 420, else 0.002-0.000002857*(fy-350)
0,001826086957
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As along L span=
#REF!mm^2rbdr=0,00224
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Design Checks:
As along B span=
#REF!mm^2rbdr=0,00224
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1. Wide-beam action along L-Direction
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Vu = qs x tributary area
No. of Bars=
#REF!pcs
Diameter 16 mm
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#REF!As(act)=#REF!mm^2
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fVc = f0.17l√fc'bwd
(ACI 318-08 Eq. (11-3))
Check Net Tensile strain:
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 = 4,63 kN#REF!a=#REF!mm
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2. Wide-beam action along B-Direction
b1=0,65
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Vu = qs x tributary area
c=#REF!mm
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#REF!et=#REF!
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fVc = f0.17l√fc'bwd
(ACI 318-08 Eq. (11-3))
#REF!
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= 4 632,62 kN
#REF!f=#REF!
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2. Two-way action (Punching Shear)
Ru=#REF!Mpa
Along L Direction
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Vu = qs x tributary area
Ru=#REF!Mpa
Along B Direction
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#REF!r=#REF!
Along L Direction
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fVc = f0.17(1+(2/b))l√fc'bod
(ACI 318-08 Eq. (11-31))
r=#REF!
Along B Direction
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= 18 916,54 kN governs
#REF!
r(gross area)=
#REF!#REF!
Along L Direction
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fVc = f0.083(((asd)/bo)+2)√fc'bod
(ACI 318-08 Eq. (11-32))
Tributary area for two-way action shear
r(gross area)=
#REF!#REF!
Along B Direction
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= 25 256,87 kN
As along L span=
#REF!mm^2rbd
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fVc = f0.33lfc'^1/2*bod
(ACI 318-08 Eq. (11-33))
Tributary area for wide-beam action shear
As along B span=
#REF!mm^2rbd
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= 20 983,05 kN
No. of Bars=
#REF!pcs
Diameter 16 mm
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Check Spacing:
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Design for Reinforcement:
Sp=#REF!mm
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1. For L-Direction
2. For B-Direction
Max. Sp=450mm
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Mu =#REF!kN-mMu =#REF!kN-m
No. of Bars=
5
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a =#REF!mma =#REF!mm
No. of Bars=
#REF!pcs
Diameter 16 mm
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b1 =0,65
(ACI 318-08 Sec.10.2.7.3)
b1 =0,65
(ACI 318-08 Sec.10.2.7.3)
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c =#REF!mmc =#REF!mm
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et =#REF!#REF!et =#REF!#REF!
For Rectangular footing:
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f =#REF!
(ACI 318-08 Sec. 9.3.2)
f =#REF!
(ACI 318-08 Sec. 9.3.2)
As along L span=
#REF!mm^2rbd
As along B span=
#REF!mm^2rbd
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Rn =#REF!MpaRn =#REF!Mpa
No. of Bars=
#REF!pcs
Diameter 16 mm
b=1000,00
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r = #REF!r =#REF!As(act)=#REF!mm^2gs=0,00
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r(gross area) =#REF!#REF!
r(gross area) =
#REF!#REF!
Check Net Tensile strain:
As1=#REF!mm^2
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r(min) =0,00182
(ACI 318-08 Sec.15.10.4)
r(min) =
0,00182
(ACI 318-08 Sec.15.10.4)
a=#REF!mmAs2=#REF!mm^2
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As =#REF!mm^2As =#REF!mm^2b1=0,65
No. of Bars for As1 =
#REF!pcs