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5-11-20 ROBERT=JAMES&ASSOCIATES,Inc. Sht.2 of 5 <br /> Moment per Pole: (ftlbs.) MtPoleGrd:= MtGrd MtPoleGrd= 17369.55 <br /> 2 <br /> Bending Stress: (psi.) fb:= MtPoleGrd-12fb= 13192.063 <br /> PipeSM <br /> Area of Pipe: (in.2) 8-5/8"Dia x 0.322"wall - PipeArea:= 7.85 <br /> (8"Sch.40) <br /> Shear per Pole: (]bs.) ShrPo]eGrd:= ShrGrd ShrPoleGrd=2871 <br /> 2 <br /> Shear Stress: (psi.) f,:= ShrPoleGrdf,=365.732 <br /> PipeArea - <br /> Unity Check-Poles: UCPoles:= fb + f, UCPoles=0.498 < 1.00 OK <br /> 27720 16800 <br /> Design ofAugered Footings: <br /> Overturning Moment per Caisson: (ftlbs.) Ma:= MtPoleGrd Ma= 17369.55 <br /> Shear per Caisson: (lbs.) Va:= ShrPoleGrd Va=2871 <br /> Applied Lateral Force: (]bs.) P:= Va P=2871 <br /> Allowable Lateral Soil Pressure: (]bs./ft2 per ft.) LP:= 200 <br /> Diameter of Footing: (ft.) b 1 = 2.0 <br /> Distance in Fed From Ground Surface h. Ma h=6.05 <br /> to Point ofApplication of"P" Va <br /> Depth of Footing Below Grade: (ft.) d 1 := 5.5 <br /> Allowable Lateral Soil Bearing Pressure Pursuant S3 := dl•(LP•1.33) S3 = 1463 <br /> to the 2015 International Building Code Section <br /> 1807.3.2.2 and Table 1806.2. <br /> Required Depth: (fL d2:= 4.12 P h d2=4.945 < dl =5.5 OK <br /> S3•bl <br /> Check Tensile Stress in Footing <br /> Overtuming MomentAbout Heel Point: (ftlbs.) Mh:= Ma+ (Va•dl) Mh=33160.05 <br /> Treat as a cantilever at botiflm <br /> Compressive Strength of Concrete: (psi.) fc= 3000 <br /> Yield Strength of Rebar: (psi.) fy:= 60000 <br /> Section Modulus of Footing: (in.3) Ste,:= Tr'(bl•12)3 Sw= 1357.168 <br /> 32 <br /> Allowable Concrete Stress: (psi.) �Ft:= 0.65•(5•4—fc) 4)Ft= 178.01 <br />