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5FA Design Group, LLC <br />STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS <br />PROJECT NO. <br />MFR22-280 <br />SHEET NO. <br />PROJECT <br />DATE <br />Gale Residence Underpinning <br />2/24/2023 <br />SUBJECT <br />BY <br />Existing <br />Lateral Resistance Along Gridline A <br />CAF <br />IFooting/Foundation <br />Wall Section Properties <br />Foundation Width, b = 6 in <br />b <br />Foundation Depth, d = 30 in <br />int Buried Footing Depth, dt = 6 in <br />Ext Exposed Footing Depth, dexp = 12 in <br />AS OCCURS INOTCONSIDERED <br />Cross Sectional Area, A = 180 in' <br />FOR <br />Section Modulus, S. = 180 in' <br />MOMENT OR <br />Gross Moment of Inertia, Ig = 13500 in4 <br />SHEAR CAPACITY <br />Assumed Conc, fo= 2000 psi <br />jFooting/Foundation <br />Wati Moment & Shear Capacity Per AC1318-14 <br />10 <br />Conc Modulus of Rupture, fr = 335 psi <br />§19.2.3.1 <br />Cracking Moment, M. = S'fr = 5.0 k-ft <br />Flexure Reduction Factor, (� = 0.65 <br />§21.2.2 <br />a v <br />Design Moment, ibMa = 3.3 k-ft <br />Shear Strength, Vc = 16100 Ibs <br />§22.5.5.1 <br />Shear Reduction Factor, 4) = 0.75 <br />§21.2.1 <br />Design Shear, 0.5¢Vu = 6037 Ibs <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 A) <br />Effective Friction Angle = 29° <br />Passive Coefficient, Kp = tan"2'(45+0'/2) <br />Kp = 2.88 <br />Soil Unit Weight, = 110 pcf <br />Passive Pressure, Pp = KP'y = 317 Pcf EXT GRADE <br />Ext Buried Soil Depth, de = d-12"-dexp = 0.5 ft f_ <br />Int Buried Soil Depth, d; = da12" = 0.0 it <br />A = Pp`(de) = 79 psf c5 <br />B = Pp*(di) = 0 psf <br />w.t A`de/2 = 40 pit P"" <br />A <br />wi.t = B"d;/2 = 0 pit <br />Footiric0bundation Wall Loadi <br />STEMWALL <br />Note: Reference design we t <br />loads page of calculation Note: Section about is a general representation of a <br />package for load I concrete footing. Refer to plans for specific details <br />combinations. <br />I <br />1 <br />Exterior Length Due to Moment, Le),t = 4(8'm'fr'Ige t/(yt'we, /2 = 5.00 ft <br />Interior Length Due to Moment, Lint=J(8'�'fr'Igint/(yt'we,)/2 = 0.00 It <br />Exterior Length Due to Shear, Leg = 0.5¢V w8 t = 5.00 It <br />Interior Length Due to Shear, Lmt = 0.54OVutw;m = 0.00 It <br />Rpea= weat'Le, = 198 Ibs <br />Rpint= whit Lim = 0 Ibs <br />Lateral Capacity, Rp= Rp_t+Rp;et = 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= 1412lbs <br />(Footing Frictional Resistance Along Gridline A <br />Unpiered Portion of Gridline A = Yes <br />Coeficient of Soil Friction = 0.30 <br />Length of Resisting Line = 25 ft <br />Dead Load Above = 864 plf <br />Soil Friction VRESIST = 6480 Ibs <br />Total available resistance along Gridline A-198lbs + 14121bs + 6480lbs + Olbs = 8090lbs <br />