written 8.8 years ago by
teamques10
★ 69k
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modified 8.8 years ago
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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

Cx=B−0.32;Cy=L−0.452
Now,Cx=CyB−0.32=L−0.452L=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=2.33−0.32=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×D21∴d1=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

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×[1−√1−4.6×393×10620×2480×4002]Astx=2898mm2Provide 15 no. of 16 mm θAstp=3016mm2Asty=0.5×25×2330×400415×[1−√1−4.6×369×10625×2330×4002]zAsty=2721.18mm2Provide 14 no. of 16 mm θAstp=2814.86mm2Astmin=0.12100bD=0.12100×2480×475Astmin=1413.6mm2<Astx & Asty∴