1. "FOOTINGS.xls" Program
Version 3.0
RECTANGULAR SPREAD FOOTING ANALYSIS
For Assumed Rigid Footing with from 1 To 8 Piers
Subjected to Uniaxial or Biaxial Eccentricity
Job Name: Subject:
Job Number: Originator: Checker:
Input Data: +Pz
Footing Data: +My
+Hx
Footing Length, L = 5.000 ft. Q
Footing Width, B = 5.000 ft.
Footing Thickness, T = 1.500 ft. D h
Concrete Unit Wt., gc = 0.150 kcf
Soil Depth, D = 2.000 ft.
Soil Unit Wt., gs = 0.120 kcf T
Pass. Press. Coef., Kp = 2.040
Coef. of Base Friction, m = 0.300
Uniform Surcharge, Q = 0.000 ksf
L
Pier/Loading Data:
Number of Piers = 4 Nomenclature
Pier #1 Pier #2 Pier #3 Pier #4
Xp (ft.) = 0.000
Yp (ft.) = 0.000
Lpx (ft.) = 2.500
Lpy (ft.) = 2.500
h (ft.) = 3.000
Pz (k) = -5.00
Hx (k) = 0.00
Hy (k) = 2.00
Mx (ft-k) = 0.00
My (ft-k) = 26.00
FOOTING PLAN
Y
X
Lpx
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2. "FOOTINGS.xls" Program
Version 3.0
Results: Nomenclature for Biaxial Eccentricity:
Case 1: For 3 Corners in Bearing
Total Resultant Load and Eccentricities: (Dist. x > L and Dist. y > B)
SPz = -17.94 kips Dist. x
ex = 1.45 ft. (> L/6) Pmax
ey = 0.50 ft. (<= B/6)
Overturning Check:
SMrx = 44.84 ft-kips
SMox = -9.00 ft-kips Dist. y
FS(ot)x = 4.983 (>= 1.5)
SMry = 44.84 ft-kips
SMoy = 26.00 ft-kips
FS(ot)y = 1.725 (>= 1.5)
Case 2: For 2 Corners in Bearing
Sliding Check: (Dist. x > L and Dist. y <= B)
Pass(x) = 5.05 kips Dist. x
Frict(x) = 5.38 kips Pmax
FS(slid)x = N.A.
Passive(y) = 5.05 kips
Frict(y) = 5.38 kips Dist. y
FS(slid)y = 5.215 (>= 1.5) Brg. Ly2
Uplift Check:
SPz(down) = -17.94 kips
SPz(uplift) = 0.00 kips
FS(uplift) = N.A.
Case 3: For 2 Corners in Bearing
Bearing Length and % Bearing Area: (Dist. x <= L and Dist. y > B)
Dist. x = 3.885 ft. Dist. x
Dist. y = 10.575 ft. Brg. Lx2 Pmax
Brg. Lx1 = 2.048 ft.
Brg. Lx2 = 3.885 ft.
%Brg. Area = 59.33 %
Biaxial Case = Case 3 6*ex/L + 6*ey/B = 2.34
Dist. y
Gross Soil Bearing Corner Pressures:
P1 = 1.618 ksf
P2 = 3.070 ksf
P3 = 0.000 ksf
P4 = 0.000 ksf Case 4: For 1 Corner in Bearing
(Dist. x <= L and Dist. y <= B)
Dist. x
P3=0 ksf P2=3.07 ksf Brg. Lx Pmax
B
P4=0 ksf L P1=1.618 ksf Dist. y
CORNER PRESSURES Brg. Ly
Maximum Net Soil Pressure:
Pmax(net) = Pmax(gross)-(D+T)*gs
Pmax(net) = 2.650 ksf
Brg. Ly
Line of zero
pressure Brg. Lx
Line of zero
pressure Brg. Lx1
Line of zero pressure
Brg. Ly1
Line of zero
pressure
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