foundation design.pdf

Foundation LayoutAR-RAZI.vfp

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Foundation Design SummaryAR-RAZI.vfp



Foundation GeometryArea 41.119 m^2

Columns 4

Footing 1Concrete (F'c = 27.6 MPa) Thickness 250 mm

Area 41.119 m^2 Soil Stiffness40717 kN/m^3

AccountingProject Notes Add Notes Here

Concrete Design CriteriaConc. E Multiplier 1

Load Combination CriteriaService Load Combinations ASCE 7-10 ASD

Strength Load Combinations ASCE 7-10 LRFD

Redundancy X (ρ) 1

Redundancy Y (ρ) 1

SDS 0.01

S1 0.015

SD1 0.01

Occupancy Category I

SDC A

Safety FactorsOverturning 2.00

Sliding 1.50

Uplift 1.50

Reduce Seismic Overturning No

Soil CriteriaPassive Pressure 0.0000 kPa

Coef. Of Friction 0.4500

Allowable Bearing 120.0000 kPa

Concrete Design ParametersF'c 27600 kPa

Fy 413685 kPa

Rebar Layers Two

Top Cover 50.800 mm

Bottom Cover 50 mm

Outer Bar Direction Y

Rebar Preference #4 @ 300 mm, #5 @ 300 mm, #6

@ 300 mm, #4 @ 300 mm, #5 @

300 mm, #6 @ 300 mm, #4 @

300 mm, #5 @ 300 mm, #6 @ 300 mm

Design Unit Width Per Meter

Concrete Detail InformationBar Pattern 1 : #5 @ 300 mm 0.00 m^2/M

Bar Pattern 2 : #5 @ 300 mm 0.00 m^2/M

Bar Pattern 3 : #5 @ 300 mm 0.00 m^2/M

Bar Pattern 4 : #6 @ 300 mm 0.00 m^2/M

BarPattern5 Max. Exceeded

Minimum Footing ReinforcementUse Minimum Steel? Yes

Placement Split Top/Bottom

Override Min. Steel Ratio? Yes

Minimum Steel Ratio 0.001800

Minimum Steel Ratio 0.001800

Design SummaryFoundation Stable? Yes (unity = 0.38)

Slab Steel OK? Yes (unity = 1.00)

Shear Capacity OK? No (unity = 1.41)

Bearing Pressure OK? Yes (unity = 0.92)

Punching Shear OK? Yes (unity = 0.00)

Pile Capacity OK? Yes (unity = 0.00)

Stability, Bearing Pressure, and Slab DisplacementAR-RAZI.vfp



Bearing PressureMaximum

Soil ParametersSoil Load Combinations ASCE 7-10 ASD

Allowable Bearing Pressure 120.0000 kPa

Bearing PressureLoad Combination Location Pressure Unity Value Average Value

D+0.6H (1502.4 mm, 1401.0 mm) 10.153 kPa 0.08461 12.846 kPa

D+0.6H (8200 mm, 0 mm) 109.98 kPa 0.91650 12.846 kPa

Uplift StabilityLoad Combination Equation Uplift Force Resisting Force Safety Factor

D+0.6H D 40.000 kN 568.22 kN > 1000

Sliding StabilityLoad Combination Equation Sliding Force Resisting Friction Force Resisting Passive Force Safety Factor

D+0.6H D 40.000 kN 237.70 kN 0 kN 5.94

1.4D+0.9H 1.40D 56.000 kN 332.78 kN 0 kN 5.94

Overturning StabilityLoad Combination Equation Side Overturning Moment Resisting Moment Safety Factor

D+0.6H D V5->V6 (1680 mm,

4200 mm)

20.000 kN-m Infinite > 1000

D+0.6H D V1->V2 (4100 mm, 0

mm)

148.00 kN-m 774.93 kN-m 5.24

Concrete Design: FlexureAR-RAZI.vfp



Top SteelX-Direction (steel parallel to X)

Top SteelY-Direction (steel prallel to Y)

#5 @ 300 mm(0.00 m^2/M)

#5 @ 300 mm(0.00 m^2/M)

#5 @ 300 mm(0.00 m^2/M)

#6 @ 300 mm(0.00 m^2/M)

X Top Steel CheckLocation Combination Mu/M ϕ d As Reqd./M As Prov./M Unity

(1502.4 mm,

1401.0 mm)

1.2D+1.6L+0.2Di

+0.5S

3.0196 kN-m 0.90 170.63 mm 0.00023 m^2

(Min)

0.00066 m^2 0.34080

(6278.1 mm, 0

mm)

1.4D+0.9H 31.293 kN-m 0.90 170.63 mm 0.00051 m^2 0.00066 m^2 0.76615

Y Top Steel CheckLocation Combination Mu/M ϕ d As Reqd./M As Prov./M Unity

(1502.4 mm,

1401.0 mm)

1.2D+1.6L+0.2Di

+0.5S

3.4717 kN-m 0.90 189.67 mm 0.00023 m^2

(Min)

0.00066 m^2 0.34080

(8082.4 mm,

2008.2 mm)

1.4D+0.9H 23.140 kN-m 0.90 189.67 mm 0.00033 m^2 0.00066 m^2 0.50412

Concrete Design: FlexureAR-RAZI.vfp



Bottom SteelX-Direction (steel parallel to X)

Bottom SteelY-Direction (steel prallel to Y)

#5 @ 300 mm(0.00 m^2/M)

#5 @ 300 mm(0.00 m^2/M)

#5 @ 300 mm(0.00 m^2/M)

#6 @ 300 mm(0.00 m^2/M)

X Bottom Steel CheckLocation Combination Mu/M ϕ d As Reqd./M As Prov./M Unity

(8132.3 mm,

116.25 mm)

1.2D+1.6L+0.2Di

+0.5S

1.4838 kN-m 0.90 171.42 mm 0.00023 m^2

(Min)

0.00066 m^2 0.34080

(3603.4 mm,

230.00 mm)

1.4D+0.9H 51.041 kN-m 0.90 171.42 mm 0.00084 m^2 0.00095 m^2 0.87910

(3543.1 mm,

730.00 mm)

1.4D+0.9H 40.691 kN-m 0.90 171.42 mm 0.00066 m^2 0.00066 m^2 0.99960

Y Bottom Steel CheckLocation Combination Mu/M ϕ d As Reqd./M As Prov./M Unity

(8132.3 mm,

116.25 mm)

1.2D+1.6L+0.2Di

+0.5S

3.7340 kN-m 0.90 190.47 mm 0.00023 m^2

(Min)

0.00066 m^2 0.34080

(7930.0 mm,

517.51 mm)

1.4D+0.9H 24.715 kN-m 0.90 190.47 mm 0.00035 m^2 0.00066 m^2 0.53667

Concrete Design: ShearAR-RAZI.vfp



Shear Factor

Slab Shear CheckLocation Case - Vux Vux/M ϕVcx/M Case - Vuy Vuy/M ϕVcy/M Unity Check

(7303.1 mm, 0

mm)

1.4D+0.9H 156.93 kN 111.65 kN 1.4D+0.9H 9.0667 kN 124.11 kN 1.4056

Column Punching Shear CheckName Location Perimeter Beta C ϕ Vc Load Case Load Soil Unity

4 Interior 2682.5 mm 1 0.75 798.65 kN 1.4D+0.9H 231.91 kN 27.313 kN 0.34157

Loads and Foundation ComponentsAR-RAZI.vfp



Dependent Load CombinationsCombination Name Buildng Code Contributing Cases Equation Design Type

D+0.6H ASCE 7-10 ASD 1 D Soil/Service

1.2D+1.6L+0.2Di+0.5S ASCE 7-10 LRFD 1 1.20D Footing/Strength

1.4D+0.9H ASCE 7-10 LRFD 1 1.40D Footing/Strength

Column LoadsCase Location P Mx My

D 2 20.000 kN 0 kN-m -1 kN-m

D 1 20.000 kN 0 kN-m -1 kN-m

D 4 -163 kN 0 kN-m -1 kN-m

D 3 -163 kN 0 kN-m -1 kN-m

ColumnsColumn X Y Type Width/Radius Depth

1 3600 mm 3700 mm Square 500 mm 500 mm

2 7680 mm 3700 mm Square 500 mm 500 mm

3 7680 mm 480 mm Square 500 mm 500 mm

4 3600 mm 480 mm Square 500 mm 500 mm

Statics ChecksLoad Case Direction Applied Reaction Unbalanced

D+0.6H Force-Z -528.22 kN 528.23 kN 0.00721 kN

1.2D+1.6L+0.2Di+0.5S Force-Z -633.87 kN 633.88 kN 0.00865 kN

1.4D+0.9H Force-Z -739.51 kN 739.52 kN 0.01009 kN

D+0.6H Moment-Y 2667.9 kN-m -2668.3 kN-m 0.44157 kN-m

1.2D+1.6L+0.2Di+0.5S Moment-Y 3201.4 kN-m -3202.0 kN-m 0.62237 kN-m

1.4D+0.9H Moment-Y 3734.8 kN-m -3735.6 kN-m 0.83400 kN-m

1.4D+0.9H Moment-X -867.47 kN-m 877.74 kN-m 10.267 kN-m

D+0.6H Moment-X -621.71 kN-m 626.96 kN-m 5.2473 kN-m

1.2D+1.6L+0.2Di+0.5S Moment-X -744.80 kN-m 752.35 kN-m 7.5483 kN-m

foundation design.pdf

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