Current Date: 8/16/2019 11:02 PM
Units system: SI
File name: \
Design Results
Reinforced Concrete Footings
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GENERAL INFORMATION:
Global status : OK
Design Code : ACI 318-05
Footing type : Spread
Column type : Concrete
Geometry
Length : 1.00 [m]
Width : 1.00 [m]
Thickness : 0.35 [m]
Base depth : 1.52 [m]
Base area : 1.00 [m2]
Footing volume : 0.35 [m3]
Column length : 300.00 [mm]
Column width : 300.00 [mm]
Column location relative to footing g.c. : Centered
Materials
Concrete, f'c : 0.02 [KN/mm2] Steel, fy : 0.41 [KN/mm2]
Concrete type : Normal Epoxy coated : No
Concrete elasticity modulus : 21.53 [KN/mm2] Steel elasticity modulus : 199.95 [KN/mm2]
Unit weight : 23.53 [KN/m3]
Soil
Modulus of subgrade reaction : 31417.33 [KN/m3]
Unit weight (wet) : 17.28 [KN/m3]
Footing reinforcement
Free cover : 76.20 [mm]
Maximum Rho/Rho balanced ratio : 0.75
Bottom reinforcement // to L (xx) : 5-#5 @ 203.20mm
Bottom reinforcement // to B (zz) : 5-#5 @ 203.20mm (Zone 1)
Dowel bar size
Rebar 1 : 8-#6
Free cover : 25.40 [mm]
Development length calculated : in tension
Bars number // to x axis : 3
Bars number // to z axis : 3
Stirrups : #3 @ 203.20mm
Legs number // to x axis : 2
Legs number // to z axis : 2
Load conditions to be included in design
Service loads:
SC1 : DL
Design strength loads:
DC1 : 1.4DL
Loads
Condition Axial Mxx Mzz Vx Vz
[KN] [KN*m] [KN*m] [KN] [KN]
--------------------------------------------------------------------------------------------------------------------------
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RESULTS:
Status : OK
Soil.Foundation interaction
Allowable stress : 0.000144 [KN/m...
Controlling condition : SC1
Condition qmean qmax max Area in compression
[KN/mm2] [KN/mm2] [mm] [m2] (%)
----------------------------------------------------------------------------------------------------------------------------------
SC1 2.85E-05 2.85E-05 0.908 1.00 100
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Bending
Factor : 0.90
Min rebar ratio : 0.00180
Development length
Axis Pos. ld lhd Dist1 Dist2
[mm] [mm] [mm] [mm]
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zz Bot. 304.80 152.40 273.80 273.80
xx Bot. 304.80 152.40 273.80 273.80
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Axis Pos. Condition Mu *Mn Asreq Asprov Asreq/Asprov Mu/(*Mn)
[KN*m] [KN*m] [mm2] [mm2]
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
zz Top DC1 0.00 0.00 0.00 0.00 0.000 0.000
zz Bot. DC1 0.00 94.60 0.00 1000.00 0.000 0.000
xx Top DC1 0.00 0.00 0.00 0.00 0.000 0.000
xx Bot. DC1 0.00 88.69 0.00 1000.00 0.000 0.000
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Shear
Factor : 0.75
Shear area (plane zz) : 0.27 [m2]
Shear area (plane xx) : 0.25 [m2]
Plane Condition Vu Vc Vu/(*Vn)
[KN] [KN]
---------------------------------------------------------------------------------------------------------------------------
xy DC1 0.00 188.81 0.000
yz DC1 0.00 200.80 0.000
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Punching shear
Perimeter of critical section (b... : 2.23 [m]
Punching shear area : 0.58 [m2]
Column Condition Vu Vc Vu/(*Vn)
[KN] [KN]
---------------------------------------------------------------------------------------------------------------------------
column 1 DC1 0.00 869.49 0.000
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Notes
* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed.
* The bending reinforcement considers the minimum reinforcement ratio given by the Code.
* The design bending moment is calculated at the critical sections located at the support faces
* Only rectangular footings with uniform sections and rectangular columns are considered.
* The nominal shear strength is calculated in critical sections located at a distance d from the support face
* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces
* Transverse reinforcement is not considered on footings.
* Values shown in red are not in compliance with a provision of the code
*qprom = Mean compression pressure on soil.
*qmax = Maximum compression pressure on soil.
*max = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus).
* Mn = Nominal moment strength.
* Mu/(*Mn) = Strength ratio.
* Vn = Nominal shear or punchure force (for footings Vn=Vc).
* Vu/(*Vn) = Shear or punching shear strength ratio.
