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SFA Design Group, LLC <br />STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS <br />SUBJECT <br />r-xtsting Lateral Hesistance Along Gridline 6 <br />Footing/Foundation Wall Section Properties <br />Foundation Width, b = <br />6 in <br />Foundation Depth, d = <br />24 in <br />Int Buried Footing Depth, df = <br />6 in <br />Ext Exposed Footing Depth, dexp = <br />6 in <br />Cross Sectional Area, A = <br />144 in <br />Section Modulus, Sx = <br />144 in - <br />Gross Moment of Inertia, I9 = <br />6912 in <br />Assumed Conc, fc= <br />2000 psi <br />uonc Modulus of Rupture, fr = 335 psi <br />Cracking Moment, Mcr = S*fr = 4.0 k-ft <br />Flexure Reduction Factor, (� = 0.65 <br />Design Moment, Ocr = 2.6 k-ft <br />Shear Strength, Vc = 12880 Ibs <br />Shear Reduction Factor, q) = 0.75 <br />Design Shear, 0.5,M = 4830 Ibs <br />PROJECT NO. SHEET NO. <br />MFR23-236 <br />DATE <br />3/1 /2024 <br />BY <br />CAC <br />b <br />AS OCCURS (NOT ri <br />CONSIDERED FOR <br />MOMENT OR <br />SHEAR CAPACITY <br />d � <br />§19.2.3.1 <br />-Q- <br />a <br />§22.5.5.1 - <br />§21.2.1 <br />§21.2.2 <br />Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. <br />Passive Pressure From Perpendicular Return Walls (Along dridline8) <br />Effective Friction Angle = 29* <br />Passive Coefficient, Kp = tan^2*(45+072) <br />Kp = 2.88 <br />Soil Unit Weight, y = 110 pcf <br />Passive Pressure, Pp = KP*Y = 317 pcf <br />Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft <br />Int Buried Soil Depth, di = df-12" = 0.0 ft <br />A = Pp*(de) = 79 psf <br />B = Pp*(di) = 0 psf <br />wext = A*de/2 = 40 plf <br />wint = B*di/2 = 0 pit <br />Footing/Foundation Will Loading <br />Note. Reference design wext <br />loads page of calculation <br />package for load _ _ _, ►� _ ,� <br />combinations. _ <br />1 <br />IV <br />t <br />EXT GRADE <br />STEMWALL <br />J -FOOTING -INT GRADE <br />e' <br />L9 ` <br />a11A11a11C11e�r1�11� •• <br />Note: Section about is a general representation of a <br />concrete footing. Refer to plans for specific details <br />Exterior Length Due to Moment, L.JR = V(8*�*f,*Igext/(Yt*Wext)/2 = 5.00 ft <br />Interior Length Due to Moment, Lint=q(8*0*fr*leint/(Yt*wext)/2 = 0.00 ft <br />Exterior Length Due to Shear, Lett = 0.5t Vu/We, = 5.00 ft <br />Interior Length Due to Shear, Lint = 0.50u/wint = 0.00 ft <br />Rpext= wext*Lext = 198 Ibs <br />RPint= Wint*Lint = 0 Ibs <br />Lateral Capacity, Rp= RpeA+Rpint = 198 Ibs <br />Slab on Grade Frictional Resistance 1 -� <br />Slab Along This Line = No <br />_ Soil Friction VRESIST= 0 Ibs <br />-- - - _w.—w--' <br />Footing Frictional- - <br />Resistance Along'Gridlne 6 --- ��"' '""-"--""'—" ----- ---I <br />Unpiered Portion of Gridline 6 = No <br />Soil Friction VRESIST= 0 Ibs <br />— — -- -- --- -- <br />Helical Tieback Resistance Along Gridline - —•--_— —, <br />I <br />Number of Tiebacks Along Gridline - 0 <br />Total Tieback Capacity VPIERS = 0 Ibs <br />Total available resistance along Gridline 6 = 198lbs + Olbs + Olbs + Olbs + Olbs=198lbs <br />