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SFA Design Group, LLC <br /> PROJECT NO. SHEET NO. <br /> St RUC FURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR23-236 <br /> PROJECT <br /> DATE <br /> Bankston Residence Underpinning 3/1/2024 <br /> SUBJECT <br /> BY <br /> Existing Lateral Resistance Along Gridline C CAF <br /> (Footing/Foundation Wall Section Properties <br /> Foundation Width,b= 6 in - .{ <br /> Foundation Depth,d= 24 in r <br /> Int Buried Footing Depth,di= 6 in <br /> Ext Exposed Footing Depth,dexp= 6 in AS OCCURS(NOT <br /> Cross Sectional Area,A= 144 in2 <br /> CONSIDERED FOR <br /> Section Modulus,Sx= 144 in3 MOMENT OR <br /> Gross Moment of Inertia,I9= 6912 in4 SHEAR CAPACITY <br /> Assumed Conc,fc= 2000 psi <br /> si 1� <br /> 'Footing/Foundation Wall Moment&Shear Capacity Per AC1318-14 <br /> Conc Modulus of Rupture,fr=335 psi §19.2.3.1 <br /> Cracking Moment,Mcr=S*fr=4.0 k-ft <br /> Flexure Reduction Factor,4)=0.65 §21.2.2 <br /> Design Moment,4)Mcr=2.6 k-ft <br /> Shear Strength,V.=12880 lbs §22.5.5.1 <br /> Shear Reduction Factor,cf.=0.75 §21.2.1 <br /> Design Shear,0.5QNo=4830 lbs <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 <br /> Passive Coefficient,KP es 29°= <br /> Angle <br /> =tan^2*(45+rp'/2) <br /> KP=2.88 <br /> is <br /> Soil Unit Weight,y=110 pcf —STEMWALL <br /> Passive Pressure,Pp=K,"Y=317 pcf EXT GRADE <br /> Ext Buried Soil Depth,de=d-12"-dexp=0.5 ft 7111=1=111I <br /> Int Buried Soil Depth,di=dr-12"=0.0 ft 7=n-A = ) FOOTING INT GRADE <br /> d I�11 <br /> A=P <br /> p*( e)=79 psf � � <br /> B=pp*(di)=0 psf /MI " gNi I I1=F _ <br /> we R.A � • <br /> R <br /> M=A*de/2=40 plf Pint <br /> W int=B*d✓2=0 plf °. .: .�•.. •,E11� B <br /> I=' -1 I-1I1=1 -111=' <br /> Footing/Foundation Wall Loading <br /> Note: Reference design We,,: <br /> loads page of calculation j I I I I Note:Section about is a general representation of a <br /> package for load i ` + + i + concrete footing.Refer to plans for specific details <br /> combinations. <br /> fflfffffff <br /> Wint <br /> �V <br /> Exterior Length Due to Moment,Lext=I(8*$*fr*lgext/(Yt*Wext)/2=5.00 ft <br /> Interior Length Due to Moment,Lint=I(8*4*f,*I9ini/(yt*we;R)/2=0.00 ft <br /> Exterior Length Due to Shear,Lext=0.54)Ve/we,n=5.00 ft <br /> Interior Length Due to Shear,Lint=0.50Ve/wins=0.00 ft <br /> Rpe,n=Wext*Le,n=198 lbs <br /> RPint=W int*Lint=0 lbs <br /> Lateral Capacity,Rp=Rpext+Rpint=198 lbs <br /> Slab on Grade Frictional Resistance <br /> Slab Alon <br /> g This Line= No <br /> Soil Friction VRESIST=0 lbs <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=24 ft <br /> Dead Load Above=578 plf <br /> Soil Friction VRESIST=4150 lbs <br /> Helical Tieback Resistance Along Gridline <br /> Number of Tiebacks Along Gridline=0 <br /> Total Tieback Capacity VPIERS=0 lbs <br /> Total available resistance along Gridline C=1981bs+Olbs+41501bs+Olbs+Olbs=43481bs <br />