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• <br /> 5FA Design Group, LLC PROJECT NO. SHEET NO <br /> STRUCTURAL I GEOTECHNICAL!SPECIAL INSPECTIONS MFR23-236 <br /> PROJECT DATE <br /> Bankston Residence Underpinning 3/1/2024 <br /> SUBJECT BY <br /> Existing Lateral Resistance Along Gridline A CAF <br /> 'Footing/Foundation Wall Section Properties b <br /> r1 <br /> Foundation Width,b= 6 in <br /> Foundation Depth,d= 24 in <br /> Int Buried Footing Depth,dt= 6 in AS OCCURS(NOT <br /> Ext Exposed Footing Depth,dexp= 6 in CONSIDERED FOR <br /> Cross Sectional Area,A= 144 inz MOMENT OR <br /> Section Modulus,Sx= 144 in' SHEAR CAPACITY) <br /> i0PVirr <br /> Gross Moment of Inertia,I = 6912 in'Assumed Conc,fc= 2000 psi lip*4 <br /> a <br /> lk- <br /> FootinglFoundation Wall Momen R Shearacity PerAC1318-14 ModuConc lus of Rupture,fr=335 psi §19.2.3.1 <br /> Cracking Moment,Mcr=S*fr=4.0 k-ft <br /> Flexure Reduction Factor,(=0.65 §21.2.2 0 <br /> Design Moment,4)Mcr=2.6 k-ft <br /> Shear Strength,Vc= 12880 lbs §22.5.5.1 AAA <br /> Shear Reduction Factor,4)=0.75 §21.2.1 <br /> Design Shear,0.5,pVc=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 A) I <br /> Effective Friction Angle= 29- <br /> Passive Coefficient,Kp=tan^2*(45+072) <br /> Kp=2.88 <br /> Soil Unit Weight,y= 110 pcf STEMWALL <br /> EXT GRADE <br /> Passive Pressure,Pp=KP*Y= 317 pcf <br /> Ext Buried Soil Depth,de=d-12"-dexp=0.5 ft I II I FOOTING INT GRADE <br /> Int Buried Soil Depth,di=df-12"=0.0 ft :I All <br /> A=PP*(de)=79 psf Ill�ll • : ,ii—III-- <br /> B=PP*(di)=0 psf E�11� r^: . 911 I -6RPexl �iie:i• ieii� RRnt <br /> wext=A*de/2=40 plf <br /> Wet=B*d/2=0 plf <br /> Footing/Foundation Wall Loading <br /> Note: Reference design Wait <br /> loads a e of calculation l l 1 Note:Section about is a general representation of a <br /> package for load 1 V V 1 V V. 1 • f 1 , concrete footing.Refer to plans for specific details <br /> combinations. <br /> tfffifflf ' <br /> Wiat <br /> i <br /> IV <br /> Exterior Length Due to Moment,Lext=4(8*4)*fr*Igext/(yt*wea)/2=5.00 ft <br /> Interior Length Due to Moment,Lint=4(8*4)*fr*lgint/(yt*wea)/2=0.00 ft <br /> Exterior Length Due to Shear,Lext=0.54)Va/wext= 5.00 ft <br /> Interior Length Due to Shear,Lief=0.5(Va/wmt=0.00 ft <br /> RPext=wext*Lext= 198 lbs <br /> RPint=wins*Lint=0 lbs <br /> Lateral Capacity,Rp=Rpext+RPint= 198 lbs <br /> Slab on Grade Frictional Resistance <br /> Slab Along This Line= No <br /> Soil Friction VREsisT= 0 lbs <br /> Footing Frictional Resistance Along Gridline A <br /> Unpiered Portion of Gridline A= 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 A=1981bs+Olbs+Olbs+Olbs+Olbs=1981bs <br />