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HomeMy WebLinkAboutPROJECT INFORMATION 3POLE ID RTA20B6BD By: J.Wild, PE ve 10.1-12 ' • r . (26' OAH, 20' MH) Dates 2/20/2020 Project: Advantage Self Storage General Data: Calculations: ASCE 7-10 & 2017 FBC C.G of Fixture 20 ft q = 0.000256'V42 = 73.984 psi Base Height Above Ground 0 it Wind Pressure = 0.00256'Kz*Kzt•Kd'v42 C.G. of Fixture from Pole CL 2 R P = 64.72 psf EPA of Fixture (total) 1.54 sf Fixtures: Weight of Fixture (total) 60 Ibs Dead Load 60 Ibs Wind Speed (V) 170 mph Wind Load 99.67 Ibs OT Moment 1993.48 ft-Ibs Material for Pole & Arm Alum 6063 Pole Data: Pole: Shape of Pole Rd Dead Load: 73.74 Ibs Embedment Depth 6 ft EPA 3.94 sf Length 26 it Wind Load: 254.85 Ibs Base OD 6 in C.G. of Pole 13.00 It Top OD 4.6 in OT Moment 3313.03 ft-Ibs Wall Thickness 0.125 in Torsion M 199.35 ft-Ibs Aver. Unit Wt /LF 2.84 Ibs/lf Area Aver. 2.01 in42 Sum of Loads @ Base: r= (OD-t)12 aver 2.56 in axial 133.74 Ibs ��erpeerndss r = (od@base-t)12 @ base 2.94 in shear 354.52 Ibs eve `fig Area @ Base 2.31 in moment 5306.50 ft-Ibs ` �P: ...... o G E N Se-.. Section Modulus@ Base 3.39 inA3 torsion 199.35 ft-Ibs .•'��• 'oe Mom. of Inertia @Base 9.95 inA4 ;;.;, a 63`� Torsion Constant (J) 6.77 inA4 a Projected Area of Pole 8.75 sf yo : t r Exposure category C a p� Z Kz for Pole: 0.90 .iw Cf for Pole: 0.45 (based on wind tunnel testing) e� ti' . p R ld•' ��,oe ,�� Kzt- use 1.0 100 ass +O L ' 0.97 Overload factor = 1.33 Stress Calculations: Allowable Stresses: Pole., fa = axial / Area = 58.0 psi Fa = Fcy/ny = 17,727 psi fib = OT Mom / Sect Mod. = 18801.6 psi Fb = 1.17'Fty/1.65 = 17.727 psi fv = (2'shear/a)+(torsionrj) = 660.6 psi or Fb = 1.24'Ftu/1.95= 19,077 psi CSR's: use use 17,727 psi Post: CSR = fa/Fa + (fb/Fb)+(fv/Fv)A2 = 0.80 Fv = Fsy/ny = 13.473 psi. csr < 1.0 so OKI Check Embedment Depth of Pole: REF: FBC. Table 1806.2 & Equation 1 B07.3.2.1 d= 0.5A(1+(1+(4.36h/A))A1/2 Where: TabuuatedValue of Lateral Pressure (LP) = 100.00 psf A = 2.34P/(Sl b), whereS1=2'S'd/3, S1 = 400.00 psf d= Depth of Embedment in feet 6.00 it b = Diam of Post, Concrete or compacted fill 1,50 it (see 1806.3.3 - Increase for depth- increase tabulated value per foot of depth) (see 1806.3.4 - Increase for Poles - Lateral Bearing Pressure two times table value) (load that produces GrdLine Mom) P = Maximum Lateral Load 265.33 Ibs - load that produces GrdLine Mom) (assume load at fixture height) h = Dist from Load to Groundline 20 ft - assume load.at fixture height SOLVE for A = 2.34P/(S1 b) = 1.03 so d= 0.5A(1+(1+(4.36h/A))A1/2) _ ©. 0 it If Concrete Foundation Used: Embedment Depth Shown > Calculated so OK Minimum Vertical Steel per FBC & ACI = (fc/Fy)'0.12 = 0.005 Area Req'd = 0.005'Pi'bA2/4 = 1.272345 inA2 a of #5 Bar = 0.31 inA2 So No. Req'd = 4.10 each USE: 6 - #5 Bars with 3" cover over ties, spacing of bars = 6.56 in USE: 5 9116" C-C' No. of Ties = 7 each Tie sacing = (depth - cover)/ No. spaces = 11.00 USE: 7'= #3 4P 11" C-C