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5FA Design Group, LLC <br />PROJECT NO. <br />SHEET NO. <br />STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS <br />MFR22-280 <br />PROJECT <br />DATE <br />Gale Residence Underpinning <br />2/24/2023 <br />SUBJECT <br />BY <br />Existing Lateral Resistance Along Gridline C <br />CAF <br />Footing/Foundation Wall Section Properties <br />Foundation Width. b = 6 in <br />Foundation Depth, d = 30 in <br />Int Buried Footing Depth, d, = 6 in <br />Ext Exposed Footing Depth, dexp = 12 in <br />AS OCCURS (NOT <br />Cross Sectional Area, A = 180 in' <br />CONSIDERED FOR <br />Section Modulus, & = 180 in' <br />MOMENT OR <br />Gross Moment of Inertia, 1, = 13500 in' <br />SHEAR CAPACITj <br />Assumed Cone, N= 2000 psi <br />Footing/Foundation Wall Moment & Shear Capacity Per AC1318-14 <br />Conc Modulus of Rupture, fr = 335 psi <br />§19.2.3.1 <br />Cracking Moment, Mir = S'fr = 5.0 k-ft <br />Flexure Reduction Factor, (� = 0.65 <br />§21.2.2 <br />Design Moment, (�Mnr = 3.3 k-ft <br />Shear Strength, Vn = 16100 Ibs <br />§22.5.5.1 <br />Shear Reduction Factor, y = 0.75 <br />§21.2.1 <br />Design Shear, O.5(OVn = 6037 Ibs <br />i� <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 Gridline C) <br />Effective Friction Angle = 29" <br />Passive Coefficient, Kp = tan^2'(45+W/2) <br />KP = 2.88 <br />Soil Unit Weight, = 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, d; = dr-12" = 0.0 ft <br />A = Pp`(de) = 79 psf <br />B = Pp'(d;) = 0 psf <br />wen = A`de/2 = 40 plf <br />w;nt = B`d;/2 = 0 plf <br />FootinjqIFoundation WaN <br />Note: Reference design Wext T� <br />loads page of calculation <br />package for load + <br />combinations. <br />wwt <br />1 <br />Exterior Length Due to Moment, Len = J(8'�`f,'Ipex/(Yt wen)/2 = 5.00 ft <br />Interior Length Due to Moment, L,"t=�(8'Q'f,'ly,^t/(yt'we )/2 = 0.00 ft <br />Exterior Length Due to Shear, Len = 0.5(�V"/wen = 5.00 ft <br />Interior Length Due to Shear, L,nt = 0.54)V"/w;n1= 0.00 ft <br />Rp, wen'Len = 198 Ibs <br />RP,m= w,t'Lmt = 0 Ibs <br />Lateral Capacity, Rp= Rpen+RRn, = 198 Ibs <br />Slab on Grade Frictional Resistance <br />Slab Along This Line = Yes <br />Coeficient of Soil Friction = 0.30 <br />Length of Resisting Line = 19 ft <br />Tributary Width of Slab = 5 ft <br />Slab Thickness = 4 in <br />Concrete Weight = 150.0 pcf <br />Soil Friction VRESIST= 1425 Ibs <br />Footing Frictional Resistance Along Gridline C <br />Unpiered Portion of Gridline C = Yes <br />Coeficient of Soil Friction = 0.30 <br />Length of Resisting Line = 17 ft <br />Dead Load Above = 864 plf <br />Soil Friction VRESIST = 4406 Ibs <br />EXT GRADE <br />STEMWALL <br />lull, 1 <br />911= <br />um <br />Note: Section about is a general representation of a <br />concrete footing. Refer to plans for specific details <br />Total available resistance along Gridline C = 198lbs + 1425lbs + 4406lbs + Olbs = 6029lbs <br />