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• <br /> SFA Design Group, LLC <br /> STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PROJECT NO. SHEET NO. <br /> MFR23-236 <br /> PROJECT <br /> Bankston Residence Underpinning DATE <br /> 3/1/2024 <br /> SUBJECT <br /> BY <br /> Existing Lateral Resistance Along Gridline 4 CAF <br /> Footing/Foundation Wall Section Properties b <br /> Foundation Width,b= 6 in <br /> Foundation Depth,d= 24 in <br /> Int If <br /> Buried Footing Depth,df= 6 in <br /> AS OCCURS <br /> Ext <br /> Exposed Footing Depth,dexp= 6 in (NOT <br /> Cross Sectional Area,A= 144 in' CONSIDERED FOR <br /> Section Modulus,Sx= 144 in' MOMENT OR <br /> Gross Moment of Inertia,I,= 6912 in' SHEAR CAPACITY • <br /> Assumed Conc,fc= 2000 psi <br /> (Footing/Foundation Wall Moment&Shear Capacity Per ACI318-14 <br /> Conc Modulus of Mcr Rupture,fr=335psi §19.2.3.1 <br /> Craceg Moment, a t S*fr)=4.0 k-ft <br /> Flexure Reduction Factor, =0.65 §21.2 2 <br /> Design Moment,(1)Mcr=2.6 k-ft • <br /> Shear Strength,Vc=12880 lbs §22.5.5.1 u <br /> Shear Reduction Factor,tp=0.75 §21.2.1 <br /> Design Shear,0.5¢Ve=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 4) <br /> Effective Friction Angle=29° <br /> Passive Coefficient,Kp=tane2*(45+0/2) <br /> Kp=2.88 <br /> Soil Unit Weight,y=110 pcf � STEMWALL <br /> Passive Pressure,Pp=Kp*y=317 pcf EXT GRADE <br /> Ext Buried Soil Depth,de=d-12"-dexp=0.5 ft <br /> 11111,=11111 FOOTING INT GRADE <br /> Int Buried Soil Depth,d;=df-12"=0.0 ft 1=1I n — <br /> I <br /> A=Pp*(de)=79 psf o II IN• i6 i <br /> B=Pp*(di)=0 psf �II�:. •. 114 II <br /> w A* RPext �I•e•. E�II zy <br /> ext= de/2=40 plf Rprm <br /> A�11E �11Ei <br /> want=B*4/2=0 plf I T1=1TI-1 I I:11!..7 11= <br /> FootilFoundation Wall Loading <br /> Note:Reference design wnxt <br /> loads page of calculation 1 ` 1 1 I l I I Note:Section about is a general representation of a <br /> package for load 1 1 f 1 1 f 1 concrete footing.Refer to plans for specific details <br /> combinations. • <br /> f; fftffft f ' <br /> wi,.t <br /> Exterior Length Due to Moment,Lext=I(8*4)*fr*Ige,a/(Yt*we#)/2=5.00 ft <br /> Interior Length Due to Moment,Lint=4(8*.*fr*lyint/(yt*wext)/2=0.00 ft <br /> Exterior Length Due to Shear,Lext=0.50Ve/%4=5.00 ft <br /> Interior Length Due to Shear,Lint=0.54)V"/wins=0.00 ft <br /> Rpext=wext*LeXf=198 lbs <br /> RPint=wint*Lint=0 lbs <br /> Lateral Capacity,Rp=RpeX4+Rpint=198 lbs <br /> Slab on Grade Frictional Resistance <br /> Slab Along This Line= Yes <br /> Coeficient of Soil Friction=0.30 <br /> Length of Resisting Line=37 ft <br /> Tributary Width of Slab=5 ft <br /> Slab Thickness=4 in <br /> Concrete Weight=150.0 pcf <br /> Soil Friction VRESIST=2794 lbs <br /> Footing Frictional Resistance Along Gridline 4 <br /> Unpiered Portion of Gridline 4=No <br /> Soil Friction VRESIST=0 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 4=1981bs+2794Ibs+Olbs+Olbs+Olbs=29921bs <br />