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A rectangular column of dimensions (300×450) mm subjected to an ultimate axial load of 1000KN. Design the isolated footing for the column assuming SBC to be 190KN/m2.

Use M20/Fe415 .Adopt LSM

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Column size (300×450) mm

P=1000KNPu=1.5×1000=1500KNSBC=190KN/m2

Area of footing (Af)=P+10%extra assel fwt,SBC=1000+10100×1000190=Af=5.81m2

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Cx=B0.32;Cy=L0.452

Now,Cx=CyB0.32=L0.452L=B+0.15Af=L×B5.5=(B+0.15)×BB=2.33m & L=2.48mNow, Upward soil pressure (w)=PuAf providerW=15002.33×2.48=259.48KN/m2Cx=2.330.32=1.015Cy=1.015Mux=L×w×Cx2Mux=259.48×2.48×1.0152=393KNmMuy=w×B×C2y2=259.48×2.33×1.0152=369KNmMu max=0.318fckbxd2504.07×106=0138×20×2480×D21d1=239.6mm.....(1)

Two way shear:

Zcpermi=Z1uc×Ks

Z1uc=1.12N/mm2Ks=0.5+0.30.45=1.16>1Zuc=Z1uc×Ks=1×1.12=1.200N/mm2=1200KN/m2

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Shear stress=Pu(w×Area of critical sectionArea of resting shear

1200=1500{259.48×[(0.45+d)×(0.3+d)]}2×[0.45+d+0.3+d]×d....(2)d2=0.392=392.3mmProvide d=400mmAstx=0.5×20×2480×400415×[114.6×393×10620×2480×4002]Astx=2898mm2Provide 15 no. of 16 mm θAstp=3016mm2Asty=0.5×25×2330×400415×[114.6×369×10625×2330×4002]zAsty=2721.18mm2Provide 14 no. of 16 mm θAstp=2814.86mm2Astmin=0.12100bD=0.12100×2480×475Astmin=1413.6mm2<Astx & Asty

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