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"POLEFDN.

xls" Program
Version 2.3

POLE FOUNDATION ANALYSIS
For Free-Top (Unconstrained) Rigid Round Piers Using Czerniak / PCA Method
Subjected Vertical Load, Horizontal Load, and/or Moment
Job Name: Karol Ghati Subject: Pole foundation
Job Number: 17009 Originator: Checker:

Input Data:

Pier Data: Pv=25.305 k
Pier Foundation Diameter, D = 6.562 ft.
Pier Height Above Soil, h1 = 1.500 ft. M=12.89 ft-k
Concrete Strength, f'c = 3.000 ksi Ph=13.92 k

Soil Data:
Unit Weight of Soil, g = 0.100 kcf H=110' Ground
Angle of Internal Friction, f = 20.00 deg. Line
Depth to Resisting Surface, h2 = 2.000 ft. h1=1.5'
Allow. Soil Bearing Pressure, Pa = 3.306 ksf h2=2'

Pier Loadings:
Axial Load, Pv = 25.305 kips Resisting
Horizontal Load, Ph = 13.920 kips Surface L=29.94'
Distance from Ph to Top/Pier, H = 110.000 ft.
Externally Applied Moment, M = 12.890 ft-kips Pier

Results: D=6.562'

Pier Embedment and Total Length: Nomenclature
Ho = 2.12 kips/ft. Ho = Ph/D
Mo = 242.73 ft-kips/ft. Mo = (M+Ph*(H+h1+h2))/D
E = 114.43 ft. E = Mo/Ho
Kp = 2.040 Kp = TAN^2(45+f/2) (passive soil pressure coefficient)
R= 0.204 ksf/ft. R = Kp*g (passive soil resistance/ft. depth)
L= 29.94 ft. L = solution of cubic equation: L^3-14.14*Ho*L/R-18.85*Mo/R=0
L/D = 4.56 L/D <= 10 for valid short, rigid pier analysis L/D<=10, O.K.
Lt = 33.44 ft. Lt = h1+h2+L (total length)

Pier Side Soil Pressures:
a = 20.330 ft. a = L*(4*E/L+3)/(6*E/L+4) ("pivot" point from top of resisting surface)
Pc = 2.073 ksf Pc = 1.178*(4*Mo+3*Ho*L)^2/(L^2*(3*Mo+2*Ho*L))
Pc(allow) = 2.073 ksf Pc(allow) = R*(a/2) Pc(allow)>=Pc, O.K.
Pt = 5.772 ksf Pt = 9.425*(2*Mo+Ho*L)/L^2
Pt(allow) = 6.106 ksf Pt(allow) = R*L Pt(allow)>=Pt, O.K.

Pier End Bearing Pressure:
Af = 33.82 ft.^2 Af = p*D^2/4 (pier base area)
Wf = 169.63 kips Wf = (Af*Lt)*0.150 (pier weight)
SPv = 194.94 kips SPv = Pv+Wf (total vertical load)
P(bot) = 5.764 ksf P(bot) = SPv/Af Pa<P(bot)

(continued)

1 of 2 6/16/2017 5:50 PM

Applied Lateral Load and Resistance of Pole/Foundation Reference: "Resistance to Overturning of Single.85*f*(f'c*1000)/1. L.6 Ft(allow)<ft Shear Stress: (divide ACI Code USD value by 1.55 and divide ACI Code USD value by 1.46 kips V(max) = ABS(Ho*D*(1-3*(4*E/L+3)*(a/L)^2+4*(3*E/L+2)*(a/L)^3) Maximum Moment: (located at distance = a/2. No.6 for ASD) fc = 397. 1957 Ph Embedment depth.6 for ASD) fv = 21.xls" Program Version 2. Paper 1188. 83. Unit Resist. from top of resisting surface) V(max) = 103. Div. ST2.64 psi Fv(allow) = 4/3*SQRT(f'c*1000)/1. Pressure Shear Moment Load Rotation Available Diagram Diagram Diagram 2 of 2 6/16/2017 5:50 PM .43 psi fa = (Pv+p*D^2/4*(h1+h2+a/2)*0.56 psi Fc(allow) = 0.16 psi fb = M(max)*12/(p*(D*12)^3/32)*1000 Combined Compression Stress: (f = 0.6 Fv(allow)>=fv.59 ft-kips M(max) = Ho*D*L*(E/L+a/2/L-(4*E/L+3)*(a/2/L)^3+(3*E/L+2)*(a/2/L)^4) Pier Plain Concrete Stresses: (Plain concrete allowable stresses from ACI 318-02..85*Mo/R = 0 E Resisting Surface Ground Line Mo Ho a 2 a L D R*L Pc Pt V(max) M(max) Applied Pole/Fdn.6 Fc(allow)>=fc.3 Pier Shear and Moment: Maximum Shear: (located at distance = a. Mar.14*Ho*L/R-18. Vol.14 psi Ft(allow) = 5*f*SQRT(f'c*1000)/1.by Eli Czerniak ASCE Journal of the Struct. Combined Tension Stress: (f = 0. Short Piles" .6 for ASD) ft = 358.59 psi fc = fb+fa (compression) Fc(allow) = 876. "POLEFDN.15)/(p*(D*12)^2/4)*1000 Flexural Tension/Compression Stress: fb = 378.K.K.24 psi fv = V(max)/(p*(D*12)^2/4)*1000 (shear) Fv(allow) = 45. is solution of: L^3-14. Chapter 22) Axial Compressive Stress: fa = 19.73 psi ft = fb-fa (tension) Ft(allow) = 94. from top of resisting surface) M(max) = 1510. O.55 and divide ACI Code USD value by 1. O.