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Current Date: 17/11/2015 22:14

Units system: Metric

File name: \

Design Results

Reinforced Concrete Footings

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GENERAL INFORMATION:

Global status : OK Design Code : ACI 318-05

Footing type : Combined Column type : Concrete

Geometry

Length : 4.42 [m] Width : 4.42 [m] Thickness : 0.40 [m] Base depth : 1.20 [m] Base area : 19.53 [m2] Footing volume : 7.81 [m3]

Column length 1 : 40.00 [cm] Column width 1 : 40.00 [cm]

Column length 2 : 40.00 [cm] Column width 2 : 40.00 [cm]

Distance between columns : 2.40 [m] Column location relative to footing g.c. : Back

Materials Concrete, f'c :0.28 [Ton/cm2] Steel, fy :4.22 [Ton/cm2]

Concrete type : Normal Epoxy coated : No Concrete elasticity modulus : 253.46 [Ton/cm2] Steel elasticitymodulus : 2038.89 [Ton/cm2] Unit weight :2399.84 [kg/m3]

Soil Modulus of subgrade reaction : 2400000.00 [kg/... Unit weight (wet) :1600.00 [kg/m3]

Footing reinforcement Free cover : 7.62 [cm] Maximum Rho/Rho balanced ratio : 0.75

Bottom reinforcement // to L (xx) : 16-#6 @ 27.94cm Top reinforcement // to L (xx) : 16-#6 @ 27.94cm Bottom reinforcement // to B (zz) : 14-#6 @ 22.86cm (Zone 1)

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Bottom reinforcement // to B (zz) : 14-#6 @ 7.62cm (Zone 2) Top reinforcement // to B (zz) : 14-#6 @ 22.86cm Top reinforcement // to B (zz) : 14-#6 @ 7.62cm

Dowel bar size Rebar 1 : 8-#6 Free cover : 2.54 [cm]

Development length calculated : in tension Bars number // to x axis : 3 Bars number // to z axis : 3 Stirrups : #4 @ 15.00cm Legs number // to x axis : 2 Legs number // to z axis : 2

Rebar 2 : 12-#6 Free cover : 2.54 [cm] Development length calculated : in tension Bars number // to x axis : 4 Bars number // to z axis : 4

Stirrups : #4 @ 15.00cm Legs number // to x axis : 2 Legs number // to z axis : 2

Load conditions to be included in design Service loads: D4 : _D4 Design strength loads: D1 : _D1 D2 : _D2 D3 : _D3 D4 : _D4

Loads

Condition Footing Node Column Axial Mxx MzzVx Vz [Ton] [kg*m] [kg*m] [Ton] [Ton] ---------------------------------------------------------------------- DL 1 7 1 22.30 0.00 0.00 0.11 -0.27 PP 1 7 1 4.01 0.00 0.00 0.06 -0.13 LL 1 7 1 13.60 0.00 0.00 0.11 -0.30 S1 1 7 1 -15.99 0.00 0.00 3.04 -0.02 SS 1 7 1 -4.52 0.00 0.00 -0.46 2.18 _D1 1 7 1 36.82 0.00 0.00 0.23 -0.57 _D2 1 7 1 53.30 0.00 0.00 0.37 -0.96 _D3 1 7 1 15.29 0.00 0.00 4.35 -0.67 _D4 1 7 1 45.75 0.00 0.00 -0.24 1.92 DL 1 10 2 4.81 0.00 0.00 0.03 -0.12 PP 1 10 2 2.23 0.00 0.00 0.00 -0.13 LL 1 10 2 2.92 0.00 0.00 0.02 -0.13 S1 1 10 2 19.80 0.00 0.00 2.40 0.07 SS 1 10 2 -9.03 0.00 0.00 -0.33 1.48 _D1 1 10 2 9.87 0.00 0.00 0.04 -0.35 _D2 1 10 2 13.17 0.00 0.00 0.07 -0.50 _D3 1 10 2 38.44 0.00 0.00 3.40 -0.26 _D4 1 10 2 0.05 0.00 0.00 -0.43 1.57

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RESULTS:

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Status : OK

Soil.Foundation interaction

Allowable stress : 2 [kg/cm2]

Controlling condition : D4 - 1

Condition qmean qmax Dmax Area in compressionFooting [kg/cm2] [kg/cm2] [cm] [m2] (%)

---------------------------------------------------------- D4 - 1 0.635 1.72 0.716 14.10 72 ----------------------------------------------------------

Bending

Factor f : 0.90

Min rebar ratio : 0.00180

Development length Axis Pos. ld lhd Dist1 Dist2 [cm] [cm] [cm] [cm] ------------------------------------------------------- zz Bot. 30.48 15.24 32.38 394.34 xx Bot. 30.48 15.24 73.36 73.36 zz Top 30.48 15.24 32.38 394.34 xx Top 30.48 15.24 73.36 73.36 -------------------------------------------------------

Axis Pos. Condition Mu f*Mn Asreq Asprov Asreq/Aspr

ov Mu/(f*Mn) Footing [kg*m] [kg*m] [cm2] [cm2] ---------------------------------------------------------------------- zz Top D2 - 1-2708.15 -52628.95 31.82 45.42 0.701 0.051

zz Bot. D2 - 1 9887.66 52628.95 31.82 45.42 0.701 0.188

xx Top D2 - 1-8870.30 -84299.82 31.82 79.48 0.400 0.105

xx Bot. D1 - 1 0.00 84299.82 0.00 79.48 0.000 0.000

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Shear

Factor f : 0.75 Shear area (plane zz) : 1.39 [m2] Shear area (plane xx) : 1.30 [m2]

Plane Condition Vu Vc Vu/(f*Vn) Footing [Ton] [Ton] ------------------------------------------------------- xy D2 - 1 26.98 116.04 0.310

yz D2 - 1 15.20 123.52 0.164

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Punching shear

Perimeter of critical section (b... : 1.81 [m] Punching shear area : 0.55 [m2] Perimeter of critical section (b... : 1.81 [m] Punching shear area : 0.55 [m2]

Column Condition Vu Vc Vu/(f*Vn) Footing [Ton] [Ton] ------------------------------------------------------- column 1 D2 - 1 47.25 98.08 0.642

column 2 D2 - 1 9.35 98.08 0.127-------------------------------------------------------

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 theCode.

* The design bending moment is calculated at the critical sections located at thesupport faces

* Only rectangular footings with uniform sections and rectangular columns areconsidered.

* The nominal shear strength is calculated in critical sections located at a distance dfrom the support face

* The punching shear strength is calculated in a perimetral section located at adistance 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.

*Dmax = maximum total settlement (considering an elastic soil modeled by the subgradereaction modulus).

* Mn = Nominal moment strength.

* Mu/(f*Mn) = Strength ratio.

* Vn = Nominal shear or punchure force (for footings Vn=Vc).

* Vu/(f*Vn) = Shear or punching shear strength ratio.

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