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SITE STRUCTURES Project Everett Office Building sheet 4 <br /> 10511 19th Ave SE, Suite C date 2/7/08 <br /> Everett, WA, (425)-357-9600 prj. no. S-07-188 <br /> Design Data <br /> Soil Density 125 pcf <br /> Soil Cover depth to the top of the wall 2.75 ft Ws1 = 137.5 psf <br /> Wall height 7.75 ft Ws2 = 387.5 psf <br /> Soil Pressure EFW 50 pcf <br /> Surcharge Information <br /> uniform S1 = 150 psf (on surface of ground) Equiv Ws = 60 psf <br /> truck Ws = 105 psf(on surface of wall - see design chart) <br /> Critical Design Surcharge pressure = 105 psf(on the surface of the wall) <br /> Calculated Design Forces <br /> W1= 242.5 F1 = 1879.375 lbs R top = 1440 lbs <br /> W2= 387.5 F2 = 1501.563 lbs R bot= 1941 lbs <br /> M1 = 1821 M total= 3314 ft-lbs <br /> M2 = 1493 <br /> Wall Reinforcing <br /> Wall thickness 8 inches Assume comp block= 0.46 inches <br /> Clear Cover 1.5 inches Depth to CL of bar= 6.19 inches <br /> Rebar Size 5 d-a/2 = 5.9575 inches <br /> Rebar Area 0.31 sq-in calc comp block= 0.46 inches <br /> Bar spacing 16 inches <br /> Rebar strength fy= 60 ksi phi Mn = 6233 ft-lbs <br /> conc strength fc= 3000 psi <br /> Load Factor= 1.6 Mu = 5302 ft-lbs <br /> Anchorage at Top of the Wall <br /> Ru = 2304 plf Rebar Dowel Size= 5 <br /> Dowel Area = 0.31 sq-in <br /> Shear capacity of Dowel = 3720 plf Dowel strength fy= 60 ksi <br /> Bearing capacity of Dowel = 2625 plf Dowel Spacing = 24 inches <br /> Dowel brg length = 2 inches <br /> conc strength fc= 3000 psi <br /> Anchorage at Bottom of the Wall <br /> Ru = 3105 plf Rebar Dowel Size= 5 <br /> Dowel Area = 0.31 sq-in <br /> Nominal Shear friction capacity Dowel strength fy= 60 ksi <br /> of the footing to wall Dowel 7115 plf Dowel Spacing = 16 inches <br /> Coefficient of friction = 0.6 smooth surface <br />