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SITE STRUCTURES Project Airport 100 sheet 1 � <br />10511 19th Ave SE, Suite C date a I -Ag -dk <br />Everett, WA, (425)-357-9600 prj. no. S-21-006 <br />Design Data W,, <br />Soil Density `.125 pcf <br />Soil Cover depth to the top of the wall 4 ft Ws1 = 200 psf <br />Wall height 7 ft Ws2 = 350 psf <br />Soil Pressure EFW 50 pcf <br />Surcharge Information <br />uniform S1 = 0 psf (on surface of ground) Equiv Ws = 0 psf <br />truck Ws = 0 psf ( on surface of wall - see design chart) <br />Critical Design Surcharge pressure = 0 psf (on the surface of the wall) <br />Calculated Design Forces <br />W1= 200 F1 = 1400 Ibs R top = 1108 Ibs <br />W2= 350 F2 = 1225 Ibs R bot = 1517 Ibs <br />M1 = 1225 M total= 2325 ft-Ibs <br />M2 = 1100 <br />Wall Reinforcing <br />Wall thickness <br />8: inches <br />Comp block (a) = <br />0.39 inches <br />Clear cover <br />2 inches <br />Depth to CL bar (d) = <br />5.69 inches <br />Rebar size <br />- 5' <br />d-a/2 = <br />5.49 inches <br />Rebar area <br />0.31 sq-in <br />Bar spacing <br />14 inches <br />Wn = <br />6501 ft-Ibs <br />Rebar strength fy <br />'` 60'. ksi <br />Conc strength fc <br />4000: psi <br />Mu = <br />3720 ft-Ibs <br />Load Factor <br />.;= 1.6 <br />max tension reinforcing spacing: fs = 19313 psi s = 26.1 in <br />s = 24.9 in <br />smax = 24.9 in - OK <br />Anchorage at Top of the Wall <br />Ru = 1773 plf <br />#5 hairpins net #5@ 15"o/c <br />Wn = 6700pif (% To <br />#5 hairpins net #5@ 18` o/c <br />Wn = 5580plf <br />Anchorage at Bottom of the Wall <br />Ru = 2427 pif Rebar Dowel Size = : : 5. <br />Dowel Area = 0,37 sq-in <br />Nominal Shear friction capacity Dowel strength fy= 60: ksi <br />of the footing to wall Dowel 8131 plf Dowel Spacing = 144 inches <br />Coefficient of friction = 06 smooth surface <br />