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Project :Standard Calculation Sheet for R.C. Design100,010,000,00
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Des. By :ENG 1
Chk. By : ENG 2
 1/1210,0021,200,00
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Title :
Footing on Pile
File :
RC_FOO01.xls
 10/0./2004310,631,200,30
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Design Footing on 2 Pile - USD Method ACI 318-99 , EIT 1008 - 38
[ Metric Unit ]
400,640,700,30
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50050,700,80
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A.
Material Properties :
ACI318-8.5.260,500,80
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ConcreteSteelpile170,500,30
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Comp. Strength (fc')
250ksc.
Yeild Strength (fy)
3000ksc.10,250,2580,000,30
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Unit Weigth ,(wc)
2400kg/m320,350,2590,000,00
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B.
Design Parameters :
ACI318-10.2.730,350,35hsteelxy
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b1 :0,85; fb :0,90; fv0,85;Covering7,5cm.40,250,3510,050,2510,080,08
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C. Footing and Piles Configuration50,250,2520,050,0520,230,08
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 PileDriven PileFootingpile231,150,0530,380,08
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 PC. Pile SectionDia22cms.
Colume Size
a 2=0,20m.10,850,2541,150,2540,530,08
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 Safety Load30Tons. a 1=0,20m.20,950,25pile50,670,08
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 factor load2,00 Footing size B=0,60m.30,950,351,10,15-0,5860,820,08
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Ultimate Load
60Tons. L=1,50m.40,850,351,20,150,0570,970,08
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Group of Pile ,N
2Pile 50,850,251,30,250,0581,120,08
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D.Loading
ACI318-15.2.1 and 15.2.2
col1,40,25-0,5891,120,08
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Dead Load=30Tons.10,500,20pile101,120,08
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Live Load=25Tons.20,700,202,10,95-0,58111,120,08
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Total Load=84,5Tons.OK30,700,402,200,950,05121,120,08
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E.
Check Bending moment
ACI318-15.4.140,500,402,301,050,05131,120,08
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Mu
=21Tons-m.50,500,202,401,05-0,58141,120,08
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Assume. r =
r min = 14/fy=0,0047cen151,120,08
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Ru.=rfy(1-0.59r(fy/fc')) Ru
=13,63ksc.10,300,30161,120,08
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 Mu=fRubd^2d.eff.=53,40cm.20,600,30171,120,08
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d =55,00cm.Thickness=0,63m.30,900,30181,120,08
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F.
Check Shearing at Critical section
ACI318-15.4.2191,120,08
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No. of PileA (cm )X (cm.)Y (cm.)Beam Shear201,120,08
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X1Y1P'xP'y211,120,08
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1304500000221,120,08
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2304500000231,120,08
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Vu=Pnet*NVu=0,000241,120,08
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Vc=0.53f(fc')^0.5bd Vc
=23506,00042kg.OK251,120,08
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G.
Check Punching Shear
ACI R 318-15.4.2 and 15.5.2
261,120,08
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No. of Pilea (cm )X (cms.)Y (cms.)Punching Shear271,120,08
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X2Y2AreaP'281,120,08
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130450-7,500,0016539,54545455291,120,08
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230450-7,500,0016539,54545455301,120,08
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Vu=Pnet*NVu=79090,909kg.
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Vc=0.27f(2+(4/Bc))(fc')^0.5bod
=359242,65kg.
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or
Vc=1.06f(fc')^0.5bod
=235060,00kg.
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Vc=235060,00kg.OK
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53
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H.
Punching shear at conner pile
ACI318-11.12.1.2
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Vu=Pu=60000kg.
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Vc=0.27f(2+(4/Bc))(fc')^0.5bod
=120945,02kg.
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or
Vc=1.06f(fc')^0.5bod
=245196,62kg.
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Vc=120945,02kg.OK
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Mahanakorn University of Technology
Project :Standard Calculation Sheet for R.C. Design
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Civil Eng. Department
Des. By :ENG 1
Chk. By : ENG 2
 1/2
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Bangkok Thailand
Title :
Footing on Pile
File :RC_FOO01.xls 10/03/2004
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Design Footing on 2 Pile - USD Method ACI 318-99 , EIT 1008 - 38
[ Metric Unit ]
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I.
Reinforcement Design
ACI318-10.3 and 10.5
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About X-X Axis
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Mu=21Tons-m.
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m = fy/(0.85*fc')
=14,1176
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Ru = Mu/fbd^2=12,86cm2.
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rreq'd = (1/m)[1-(1-(2m*Rn/fy))0.5]
=0,0086
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rb = 0.85b1*(fc'/fy)[6120/(6120+fy)]
=0,0404
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Asreq'd=(0.85fc'/fy).b.d.(1-(1-(2/0.85fc') Mu/(fbbd2))0.50))
14,60cm2
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Checkr max = 0.75rb=0,0303
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r min = max(14/fy,(fc')0.5/(4*fy))
0,00467
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USE r
=0,0057OK
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SelectLayerReinf. BarAs (cm2)
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No. 6DB20mm18,85OK
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J.
Reinforcement Design
ACI318-10.3 and 10.5
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About Y-Y Axis
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r min = max(14/fy,(fc')0.5/(4*fy))
0,00467
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USE r
=0,0047
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As = r*b*d=38,5000
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SelectLayerReinf. BarAs (cm2)
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No. 8DB25mmDB20mm39,27OK
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K.Check Bonding
ACI318-15.6.2
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B
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ldb of DB20mm=
(0.06*Ab*fy)/(fc')0.5
=35,76cm.OK
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