Laserfiche WebLink
<br />COMPANY: Apple Signs <br />PROJECT: San Antonio <br /> <br />Architectural Services & Engineering. Inc <br />24710 State Road 54 ESO 7882 <br />Lutz, FI33549 <br /> <br />o <br />I <br />o <br />- <br /> <br />12' - 0 . Area 1 <br /> <br />o <br />-' <br />N <br />N <br /> <br />o <br />I <br />C\I <br />- <br /> <br />0' - 8" <br /> <br />Area 2 <br /> <br /> <br />8 "x .344" ASTM A53-S/B Pipe <br />Zact= 17.8 in3 > Zreq = 17.3in3 <br /> <br />o <br />I <br />in <br /> <br />I I <br />I I <br />I I <br />I I <br /> <br />4 '- 0 " <br />I -: 4 '-"'01 " <br /> <br />WIND - ASeE - Exposure B - 130 mph <br />Cf Wind AREA <br />s ft2 <br /> <br />Robert W. Wall. PE <br />Fla 46021 <br /> <br />Sample Calculations <br />Wind Load :: Wl <br />Wl:: Cf*WIND ksf <br />WL:: 1.2 * 1.86 <br />Force = 2.2342 * 120 <br />Force = 2.6811 kips <br /> <br />Zreq :: Moment * 12 <br />tb * NC <br /> <br />fb = 21.0 ksl tor Steel pipe <br />tb = 27.6 ksi tor Steel pipe <br />fb = 19.0 ksi tor Aluminum <br />LOF = 1.33 <br />Zreq:: 13.40 * 12 <br />24 * 1.33* 1 <br />Zreq = 5.028 in3 <br /> <br />Concrete approx. 2.96 cu. yds <br />Concrete is 3000 psi at 28 days <br />Wind loads - FBC -2001, ASCE 7-98 <br /> <br />Steel - AISC-ASD Ninth Edition <br />Soil bearing capacity 2000 pst (2 ksf) <br /> <br /> <br />1.00 1.20 <br />2.00 0.70 <br />TOTALS <br /> <br />18.62 <br />17.96 <br /> <br />120.00 <br />8.00 <br />128.00 <br /> <br />17.00 <br />6.00 <br /> <br />2.68 <br />0.10 <br />2.78 <br /> <br />13.41 <br />46.18 <br /> <br />5.03 <br />17.32 <br /> <br />MEAN SIGN HEIGHT (HB) = MOMENT AT GROUND ~ 46.1 $, k-ft = 16.6 ft <br />CHECK FOOTING TOTAL FORCE 2.781 kips <br /> <br />Pallow = S '* b '* d " 2 b = width of footer (ft) <br />2.37'* d + 2.64'* HB d = height of footer (ft) <br />P allow = 2.5'* 4 '* 5 "2 = 4.48 (kips) > 2.78 (kips) is O.K. <br />2.37'* 5 + 2.64 * 16.6 <br />BOLTS AND BASE PLATE <br />Area Bolt Size Num Spacing <br />in in <br />2 ASTM-A36 0.750 4 20.000 <br /> <br /> <br />Plate Dim. <br />in <br />23.00x 23.00 <br /> <br /> <br />kP.~ <br />Ov <br /> <br />