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PROJECT :
PAGE :
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CLIENT :
DESIGN BY :
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JOB NO. :
DATE :
REVIEW BY :
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Plain Concrete Footing Design Based on ACI 318-02
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INPUT DATA
DESIGN SUMMARY
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COLUMN WIDTH
c1=3in
FOOTING WIDTH
B=3.00ft
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COLUMN DEPTH
c2=3in
FOOTING LENGTH
L=3.00ft
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BASE PLATE WIDTH
b1=7in
FOOTING THICKNESS
T=5in
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BASE PLATE DEPTH
b2=4in
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FOOTING CONCRETE STRENGTH
fc'=2.5ksi
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REBAR YIELD STRESS
fy=60ksi
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AXIAL DEAD LOAD
PDL=2k
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AXIAL LIVE LOAD
PLL=4.5k
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LATERAL LOAD (0=WIND, 1=SEISMIC)
=1
Seismic
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SEISMIC AXIAL LOAD
PLAT=6.5
k, IBC Eq.(16-28)
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SURCHARGE
qs=0ksf
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SOIL WEIGHT
ws=0.11kcf
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FOOTING EMBEDMENT DEPTH
Df=0.50ft
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FOOTING THICKNESS
T=5in
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ALLOW SOIL PRESSURE
Qa=1ksf
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FOOTING WIDTH
B=3ft
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FOOTING LENGTH
L=3ft
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THE FOOTING DESIGN IS ADEQUATE.
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ANALYSIS
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DESIGN LOADS (IBC 2000 SEC.1605.3.2 & ACI 318-02 SEC.9.2.1)
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CASE 1:DL + LLP=7k
1.2 DL + 1.6 LL
Pu=10k
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CASE 2:
DL + LL + E / 1.4
P=11k
1.2 DL + 1.0 LL + 1.0 E
Pu=13k
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CASE 3:
0.9 DL + E / 1.4
P=7k
0.9 DL + 1.0 E
Pu=8k
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CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2)
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CASE 1
CASE 2
CASE 3
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=0.74ksf,1.25
ksf,
0.73ksf
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q MAX
<
k Q a ,
[Satisfactory]
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where k = 1 for grovity loads, 4/3 for lateral loads.
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DESIGN FOR FLEXURE (ACI 318-02 SEC.22.5.1)
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=1.72
ft-kips
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wheref=0.55
(ACI 318-02, Section 9.3.5 )
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S=
elastic section modulus of section
=150in3
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=1.71
ft-kips
<f M n
[Satisfactory]
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CHECK FLEXURE SHEAR (ACI 318-02 SEC.22.5.4)
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=6.60kips
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wheref=0.55
(ACI 318-02, Section 9.3.5 )
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=3.91kips<f V n
[Satisfactory]
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CHECK PUNCHING SHEAR (ACI 318-02 SEC.22.5.4)
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=13.53kips
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wheref=0.55
(ACI 318-02, Section 9.3.5 )
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bc=
ratio of long side to short side of concentrated load
=1.43
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=12.52ft-kips<f V n
[Satisfactory]
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