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c_ SFA Design Group, LLC <br /> 5r`, STRUCTURAL I GEOTECHNICAL I SPECIAI INSP1 C 1IONS 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 6 CAF <br /> (Footing/Foundation Wall Section Properties <br /> b <br /> Foundation Width,b= 6 in <br /> Foundation Depth,d= 24 in r 1 <br /> Int Buried Footing Depth,dt= 6 in I I <br /> Ext Exposed Footing Depth,dexp= 6 in AS OCCURS(NOT <br /> Cross Sectional Area,A= 144 in2 CONSIDERED FOR <br /> Section Modulus,Sx= 144 in3 MOMENT OR <br /> Gross Moment of Inertia,I9= 6912 in° SHEAR CAPACITY <br /> Assumed Conc,fc= 2000 psi 1110010* <br /> Footing/Foundation Wall Moment&Shear Capacity Per ACI318-14 • <br /> Conc Modulus of Rupture,fr= 335 psi §19.2.3.1 <br /> ,00000 <br /> Cracking Moment,Mcr=S*fr=4.0 k-ft <br /> Flexure Reduction Factor,4)=0.65 §21.2.2 o Ac <br /> Design Moment,4)Mcr=2.6 k-ft <br /> Shear Strength,Vc= 12880 lbs §22.5.5.1 <br /> Shear Reduction Factor,4)=0.75 §21.2.1 <br /> Design Shear,0.54)Vn=4830 lbs <br /> Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. <br /> From Perpendicular Return Walls(AlongGridline Pressure rne 6) <br /> Effective Friction Angle=29° <br /> Passive Coefficient,Kp=tan^2*(45+O'/2) <br /> Kp=2.88 <br /> Soil Unit Weight,y= 110 pcf — STEMWALL <br /> Passive Pressure,Pp=KP*y= 817 pcf EXT GRADE <br /> Ext Buried Soil Depth,de=d-12"-dexp= 0.5 ft <br /> Int Buried Soil Depth,d;=dr-12"=0.0 ft IL I�;I I 1 FOOTING INT GRADE <br /> A=Pr(de) IAMI- <br /> =79 psf z5 IIE. • t*•— i <br /> B=Pp*(di)= 0 psf �IIP t I I I <br /> •Wext=A*de/2=40 plf Rpt CI:e.:• i ieii� Rom <br /> A�IIP'• MIME\ B <br /> taint=B*dJ2=0 plf 'i I-1 1=�I=1 I-1 1-1 I <br /> Note: <br /> Referencedesign Footing/Foundation Loadin <br /> 9 �.................. wnxt ,.. <br /> loads page of calculation I I I I I I Note:Section about is a general representation of a <br /> package for load t i + t + t { ' + I concrete footing.Refer to plans for specific details <br /> combinations. <br /> fffffftC�? ' <br /> taint <br /> Exterior Length Due to Moment,Lext=I(8*4l*fr*Igext/(Yt*`Next)/2=5.00 ft <br /> Interior Length Due to Moment,Lint=A8*4*fr*Ig;m/(Yt*wext)/2=0.00 ft <br /> Exterior Length Due to Shear,Lext=0.54)Ve/we,e= 5.00 ft <br /> Interior Length Due to Shear,Lint=0.54)Ve/w;nt=0.00 ft <br /> Rpext=wext*I-ext= 198 lbs <br /> Rpint=wint*I-int= 0 lbs <br /> Lateral Capacity,Rp=Rpext+Rpint= 198 lbs <br /> Slab on Grade Frictional Resistance <br /> Slab Along This Line= No <br /> gSoil Friction VRESIST=0 lbs <br /> Footing Gridline 6 <br /> Frictional Resistance Unpiered Portion of Gridline 6= No <br /> Soil Friction VRESIST=0 lbs <br /> Helical Tieback Resistance Along o Gridline <br /> .,. <br /> Number of Tiebacks Along Gridline= 0 <br /> Total Tieback Capacity VPIERS= 0 lbs <br /> Total available resistance along Gridline 6=198Ibs+Olbs+Olbs+Olbs+Olbs=198Ibs <br />