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PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE ------------------ -----------------Project Name : Location : BH-1 Borehole No. : Date : ------------------ -----------------MAYERHOF Formula : K1 2.0 Skin, Ps = K1 x Nav x As SAND 2.5 Bearing, Pb = K2 x Nb x Ab SILT 3.0 Ult. Load, Pu = Ps + Pb CLAY All. Load, Pa = Ps/Fs + Pb/Fb Factor of safety :

Skin, Fs = Bearing, Fb =

------------------ -----------------To calculate allowable soil bearing capacity : Pile used : Type : (c = circular) Width, b = (s = square) (= dia. for type c)

K2 400 250 100

2 3

s 0.4

m

Perimeter: Ab: Qa(conc):

1.600 0.160 1800

========== ========== ====== ========== ========== ============ ======================= Depth Soil SPT Skin Total Base Working Load Type N As Fric Skin Load Fs = 2.0 Fb = 3 (m) (m²) (kN) (kN) (kN) (KN) ------------------ ------------------ ---------- ------------------ ------------------ -------------------- --------------------------------------0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 31.5 33.0 34.5 36.0 37.5 39.0 40.5 42.0 43.5 45.0 46.5

SAND SAND SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT

0 16 18 11 15 16 20 19 22 21 24 17 20 18 21 21 23 25 31 33 35 26 30 32 36 38 50

11 9 13 15 17

0.0 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4

0.0 76.8 108.0 66.0 90.0 96.0 120.0 114.0 132.0 126.0 144.0 102.0 120.0 108.0 126.0 126.0 138.0 150.0 186.0 198.0 210.0 156.0 180.0 192.0 216.0 228.0 300.0 66.0 54.0 78.0 90.0 102.0

0.0 76.8 184.8 250.8 340.8 436.8 556.8 670.8 802.8 928.8 1,072.8 1,174.8 1,294.8 1,402.8 1,528.8 1,654.8 1,792.8 1,942.8 2,128.8 2,326.8 2,536.8 2,692.8 2,872.8 3,064.8 3,280.8 3,508.8 3,808.8 3,874.8 3,928.8 4,006.8 4,096.8 4,198.8

0.0 1,024.0 720.0 440.0 600.0 640.0 800.0 760.0 880.0 840.0 960.0 680.0 800.0 720.0 840.0 840.0 920.0 1,000.0 1,240.0 1,320.0 1,400.0 1,040.0 1,200.0 1,280.0 1,440.0 1,520.0 2,000.0 440.0 360.0 520.0 600.0 680.0

0.0 379.7 332.4 272.1 370.4 431.7 545.1 588.7 694.7 744.4 856.4 814.1 914.1 941.4 1,044.4 1,107.4 1,203.1 1,304.7 1,477.7 1,603.4 1,735.1 1,693.1 1,836.4 1,959.1 2,120.4 2,261.1 2,571.1 2,084.1 2,084.4 2,176.7 2,248.4 2,326.1

For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.

PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE ------------------ -----------------Project Name : Location : BH-1 Borehole No. : Date : ------------------ -----------------MAYERHOF Formula : K1 2.0 Skin, Ps = K1 x Nav x As SAND 2.5 Bearing, Pb = K2 x Nb x Ab SILT 3.0 Ult. Load, Pu = Ps + Pb CLAY All. Load, Pa = Ps/Fs + Pb/Fb Factor of safety :

Skin, Fs = Bearing, Fb =

------------------ -----------------To calculate allowable soil bearing capacity : Pile used : Type : (c = circular) Width, b = (s = square) (= dia. for type c)

K2 400 250 100

2 3

s 0.4

m

Perimeter: Ab: Qa(conc):

1.600 0.160 1800

========== ========== ====== ========== ========== ============ ======================= Depth Soil SPT Skin Total Base Working Load Type N As Fric Skin Load Fs = 2.0 Fb = 3 (m) (m²) (kN) (kN) (kN) (KN) ------------------ ------------------ ---------- ------------------ ------------------ -------------------- --------------------------------------0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 31.5 33.0 34.5 36.0 37.5 39.0 40.5 42.0 43.5 45.0 46.5

SAND SAND SAND SAND SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT SILT

0 11 12 15 17 19 19 17 19 11 18 17 19 20 18 14 0 22 20 20 22 25 23 23 24 23 25 26 50

0.0 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4

0.0 52.8 57.6 72.0 102.0 114.0 114.0 102.0 114.0 66.0 108.0 102.0 114.0 120.0 108.0 84.0 0.0 132.0 120.0 120.0 132.0 150.0 138.0 138.0 144.0 138.0 150.0 156.0 300.0 0.0 0.0 0.0

0.0 52.8 110.4 182.4 284.4 398.4 512.4 614.4 728.4 794.4 902.4 1,004.4 1,118.4 1,238.4 1,346.4 1,430.4 1,430.4 1,562.4 1,682.4 1,802.4 1,934.4 2,084.4 2,222.4 2,360.4 2,504.4 2,642.4 2,792.4 2,948.4 3,248.4 3,248.4 3,248.4 3,248.4

0.0 704.0 768.0 960.0 680.0 760.0 760.0 680.0 760.0 440.0 720.0 680.0 760.0 800.0 720.0 560.0 0.0 880.0 800.0 800.0 880.0 1,000.0 920.0 920.0 960.0 920.0 1,000.0 1,040.0 2,000.0 0.0 0.0 0.0

0.0 261.1 311.2 411.2 368.9 452.5 509.5 533.9 617.5 543.9 691.2 728.9 812.5 885.9 913.2 901.9 715.2 1,074.5 1,107.9 1,167.9 1,260.5 1,375.5 1,417.9 1,486.9 1,572.2 1,627.9 1,729.5 1,820.9 2,290.9 1,624.2 1,624.2 1,624.2

For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.