8/18/2019 PERHITUNGAN TULANGAN PILECAP

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PERHITUNGAN PENULANGAN PILE CAP TYPE-PC2

P Tiang = 78 Ton

= 78000 Kg

My = n.P.0,5L

= 4,680,000.00  Kgcm

Direncanakan :

Besi = 400 Mpa

Beton (fc) = 207.5 Kg/cm2

Tebal / h Pile Cap = 600 mm

Lebar Pile Cap = 1000 mm

H Efektif = 550 mm

M Max = 4,680,000.00  Kg cm 468,000,000.00  N mm

m = Fy/(0.85Fc)

= 2.2679

1/m = 0.4409

Rm Mmax = 1.8201

Øb.d2

ρ Perlu = 1/m (1-V1-(2Rm.m)/Fy

2Rm.m/fy = 0.0206

= 0.979360721 0.9896

ρ Perlu = 0.00457404

ρ b = 0,85. Fc. Β 600

Fy 600+Fy

= 0.4409 0.6= 0.2646

ρ b max = 0.198422

ρ b min = 0.0035

ρ Perlu = 0.0046

 AS perlu = 2515.722 mm2

Rencana D22 - 150 (2534 mm2) OK

Tul.Tekan = 0.5 x As Perlu

= 1257.861074 (1340 mm2) OK

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