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• Waqas Sadiq

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Project Name: Client: Location: Designed by: Checked by: Subject: Date: Design of Concentrically Loaded Isolated Footing According to ACI 318-08 +Y

Input Data: 3

Material Properties: Conc. Comp. Strength, fc'= 20.70 Mpa Reinf. Yeild Strength, fy= 414.00 Mpa Concrete Unit Wt., gc= 16.00 kN/m^3

2 L/2

Soil Properties: Allow. Soil Pressure, SBC = 240.00 kPa Soil Unit Weight, gs = 15.40 kPa Depth of Trench, D = 1.20 m Footing Info: Footing Length, L = Footing Width, B = Footing Thickness, T = Clear Cover, Cc = Reinforcing Bar Diameter =

Lcx

4

2600 2400 550 75 16

B Bar Diameter

B/2

1

L

mm mm mm mm mm

Footing Plan

Pu

Column Info: Interior Column Length, Lcx= 300 mm Column Width, Lcy= 300 mm Location along X= 0 mm Location along Y= 0 mm Loading Data: Service Dead Load, D= Service Live Load, L= Service Surcharge, Q= Earthquake Axial Load, E= Wind Axial Load, W = Col. Horizontal Load, Ph =

+X

Lcy y

Q

Effective Soil Pressure= Required Area=

Ph

Lcx

h D

650.00 575.00 5.00 -100.00 25.00 120.00

USD Load Combinations: Case 1: 1.4D Case 2: 1.2D + 1.6L Case 3: 1.2D + 1.0E + 1.0L Case 4: 1.2D + 1.6W + 1.0L Design Procedure:

kN (Working) kN (Working) kPa kN (Working) kN (Working) kN (Ultimate)

= 910.00 = 1,700.00 = 1,255.00 = 1,395.00

kN kN kN kN

T Wide-beam Action:

q L

Nomenclature (ACI 318-08 Eq. (9-1)) (ACI 318-08 Eq. (9-2)) (ACI 318-08 Eq. (9-4)) (ACI 318-08 Eq. (9-5))

Two-way Action: Tributary Area=

q(net)

Check Soil Bearing Capacity: Column Working Load, Rv = 1,150.00 kN Working Bearing Pressure, qv = 184.29 kPa < 1, …OK (Footing is adequate to carry the loadings) Demand-Capacity Ratio, D/C = 0.85

Min

Design for reinforce

Applied Ultimate Soil Bearing Pressure: Ultimate Axial Load, Pu = 1,700.00 kN Ultimate Bearing Pressure, qu = 272.44 kPa

Square:

r(gross area)= r(gross area)=

1

Developed by: Engr. Richard C. Fernandez

Project Name: Client: Location: Designed by: Checked by: Subject: Date: Design of Concentrically Loaded Isolated Footing According to ACI 318-08 r(min)=

2

Developed by: Engr. Richard C. Fernandez

Project Name: Client: Location: Designed by: Checked by: Subject: Date: Design of Concentrically Loaded Isolated Footing According to ACI 318-08 As along L span=

Design Checks: 1. Wide-beam action along L-Direction Vu = qs x tributary area = 441.35 kN fVc = f0.17l√fc'bwd (ACI 318-08 Eq. (11-3))

c1+d

No. of Bars= As(act)= Check Net Tensile strain:

= 661.30 kN > Vu = 441.35 kN O.K. 2. Wide-beam action along B-Direction Vu = qs x tributary area = 407.29 kN fVc = f0.17l√fc'bwd (ACI 318-08 Eq. (11-3))

bw

= 716.41 kN > Vu = 407.29 kN O.K. 2. Two-way action (Punching Shear) Vu = qs x tributary area =1,503.17 kN fVc = f0.17(1+(2/b))l√fc'bod (ACI 318-08 Eq. (11-31)) = 2,562.55 kN fVc = f0.083(((asd)/bo)+2)√fc'bod

As along B span=

c2+d

c2

d

c1

r(gross area)=

(ACI 318-08 Eq. (11-32))

Tributary area for two-way action shearr(gross area)=

(ACI 318-08 Eq. (11-33)) = 1,658.12 kN gover > Vu = 1,503.17 kN O.K.

Tributary area for wide-beam action shear As along B span=

= 3,390.15 kN

As along L span=

fVc = f0.33lfc'^1/2*bod

No. of Bars= Check Spacing:

Design for Reinforcement: 1. For L-Direction Mu = 432.36 kN-m a= 25.63 mm b1 = 0.85 (ACI 318-08 Sec.10.2.7.3) c= 30.15 mm et = 0.0443 >= 0.004, Tension-controlled f= 0.90 (ACI 318-08 Sec. 9.3.2) Rn = 0.89 Mpa r = 0.00220 r(gross area) = 0.00190 > rho(min) O.K. r(min) = 0.00182 (ACI 318-08 Sec.15.10.4) As = 2507.80 mm^2

2. For B-Direction Mu = 390.47 a= 25.63 b1 = 0.85 c= 30.15 et = 0.0443 f= 0.90 Rn = 0.74 r = 0.00183 r(gross area) = 0.00158 r(min) = 0.00182 As = 2244.18

Max. Sp=

kN-m No. of Bars= mm No. of Bars= (ACI 318-08 Sec.10.2.7.3) mm >= 0.004, Tension-controlled For Rectangular footing: (ACI 318-08 Sec. 9.3.2)As along L span= Mpa No. of Bars= As(act)=

< rho(min), use rho(min) Check Net Tensile strain: (ACI 318-08 Sec.15.10.4) mm^2

r(gross area)= As along L span= No. of Bars= Check Spacing: Max. Sp=

Critical Section of Bending Along L-Direction

Critical Section for Bending Along B-Direction

No. of Bars= No. of Bars= As1= As2=

No. of Bars for As1 =

3

Developed by: Engr. Richard C. Fernandez

Project Name: Client: Location: Designed by: Checked by: Subject: Date: Design of Concentrically Loaded Isolated Footing According to ACI 318-08 No. of Bars for As2 =

4

Developed by: Engr. Richard C. Fernandez

Project Name: Client: Location: Designed by: Checked by: Subject: Date: Design of Concentrically Loaded Isolated Footing According to ACI 318-08 Total No. of Bars =

Design Summary:

Footing Plan Footing Size: Use 2.40 m x 2.60 m x 0.55 m Footing Dimension. Reinforcements: Use 13 pcs 16 mm diam. RSB for Long Direction. Use 13 pcs 16 mm diam. RSB for Short Direction

Note: Maximum bar spacing (s), must not exceed 450mm (ACI 318-08 Sec.15.10.4). 5

Developed by: Engr. Richard C. Fernandez

Project Name: Client: Location: Designed by: Checked by: Subject: Date: Design of Concentrically Loaded Isolated Footing According to ACI 318-08

6

Developed by: Engr. Richard C. Fernandez