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SFA Design Group, LLC <br /> EN <br /> PROJECT NO. SHEET NO. <br /> STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR22-156 <br /> PROJECT DATE <br /> Kobuke Residence Underpinning 8/19/2022 <br /> SUBJECT BY <br /> Existing Lateral Resistance Along Gridline 2 MEK <br /> Footing/Foundation Wall Section Properties b <br /> Foundation Width,b= 6 in <br /> Foundation Depth,d= 46 in <br /> Int Buried Footing Depth,df= 10 in AS OCCURS(NOT <br /> Ext Exposed Footing Depth,dexp= 28 in CONSIDERED FOR �g�� <br /> Cross Sectional Area,A= 276 in' MOMENT OR /// <br /> Section Modulus,Sx= 276 in' SHEAR CAPACITY) <br /> Gross Moment of Inertia,19= 48668 in4 <br /> Assumed Conc,fe= 2000 psi <br /> Footing/Foundation Wall Moment 8:Shear Capacity Per AC1318-14 v <br /> Conc Modulus of Rupture,fr=335 psi §19.2.3.1 <br /> ekg d Mer t S*fr=0.6 k-ft e <br /> Flexure Reduction Factor, =0.65 §21.2.2 ea <br /> Design Moment,�Mer=5.0 k-ft v�j <br /> Shear Strength,V.=24686 lbs §22.5.5.1 <br /> Shear Reduction Factor,i=0.75 §21.2.1 <br /> Design Shear,0.5cVe=9257 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 2) <br /> -.. Effective Friction Angle=29° M <br /> Passive Coefficient,Kp=tanA2*(45+0'/2) <br /> Kp=2.88 <br /> Soil Unit Weight,7=110 STEMWALL <br /> p EXT GRADE <br /> Passive Pressure,Pp=Kp"V=317 pd <br /> Ext Buried Soil Depth,de=d-12"-dexp=0.5 ft I -11-11 — <br /> III rEIII <br /> 7-1TA l _I' FOOTING -INT GRADE <br /> Int Buried Soil Depth,di=dr-12"=0.0 ft - <br /> A=Pp*(de)=79 psf -� .all= 1111 tI <br /> I1=11 . 9:1—ITI=r <br /> B=Pp*(d,)=0 psf L-711� E� —I - . <br /> RPext —:ila, RPmt <br /> wext=A*de/2=40 plf • <br /> went=B*d f 2=0 plf A I 1 !F1n I- <br /> T_I f I,T _� <br /> (Footing/Foundation Wall Loading <br /> Note:Reference design Wext __ <br /> loads page of calculation I I f I I 1 I l Li Note:Section about is a general representation of a <br /> package for load 1 1 1 1 1 1 1 1 1 1 concrete footing.Refer to plans for specific details <br /> combinations. <br /> t_ t of lift <br /> wint <br /> L <br /> "] <br /> =V <br /> Exterior Length Due to Moment,L A=�(8*4i*fr*Iged(yt*we,J/2=5.00 ft <br /> Interior Length Due to Moment,LI„t=-4(8*t*fr*Igint/(yt"we,,)/2=0.00 ft <br /> Exterior Length Due to Shear,Le,e=0.5cIV/we,a=5.00 ft <br /> Interior Length Due to Shear,Lint=0.5cV„/wl„t=0.00 ft <br /> RPe,d=wext*Lext= 198 lbs <br /> Rp,et=w,nt*Lint=0 lbs <br /> Lateral Capacity,Rp=Rpext+RPint= 198 lbs <br /> Slab on Grade Frictional Resistance <br /> Slab Along This Line= No <br /> Concrete Weight= 150.0 pcf <br /> Soil Friction VRESIST=0 lbs <br /> Footing Frictional Resistance Along Gridline 2 <br /> Unpiered Portion of Gridline 2=Yes <br /> Coeficient of Soil Friction=0.30 <br /> Length of Resisting Line= 18 ft <br /> Dead Load Above= 1145 plf <br /> Soil Friction VRESIST=6183 lbs <br /> Total available resistance along Gridline 2=1981bs+Olbs+6183Ibs+Olbs=6381Ibs <br /> 12I1,A <br />