Davisson Method
6
ULTIMATE BEARING CAPACITY BY DAVISSON METHOD Load Design : 137.50 Ton Pile type : Square Pile AE 3,360,000,000.00 Pile dimension : 40 X40 cm PL 2,200,000.00 Depth of pile : ### cm 0.000654761904761905 Surface Area ( A ) : ### cm2 Concrete Elasticity ( : 210.00 T/cm2 ### kg/cm2 NO CYCLE Settlement Load ( P ) Rebound 3.8+ D/120 Sf STEP % ( mm ) ( Ton ) ( mm ) 1 I 0 0.00 0.00 0.000 0.0000 4.271 275 -4.2714 2 I 50% ### 68.75 2.040 -0.0000655 4.271 275 -4.2715 3 II 100% -4.9 137.50 4.700 -0.0001310 4.271 275 -4.2715 4 III 150% -6.6 206.25 6.140 -0.0001964 4.271 275 -4.2716 5 IV 200% -7 275.00 5.470 -0.0002619 4.271 275 -4.2717 6 IV 0% Sf = δe + ( 3.8 + D/120 ) δe = PL/AE Pult 0.00 100.00 200.00 300.00 400.00 -7.00 -6.00 -5.00 -4.00 -3.00 -2.00 -1.00 0.00 Load- Settlement δe = PL/AE Column F PL/AE +δe
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Transcript of Davisson Method
ULTIMATE BEARING CAPACITY BY DAVISSON METHOD
Load Design : 137.50 Ton
Pile type : Square Pile AE 3,360,000,000.00 3,360,000,000.00 Pile dimension : 40 X40 cm PL 2,200,000.00 2,200,000.00 Depth of pile : 3,200.00 cm 0.000654761904761905 0.00065476190476Surface Area ( A ) : 1,600.00 cm2Concrete Elasticity ( E ) : 210.00 T/cm2 210,000.00 kg/cm2
NOCYCLE Settlement Load ( P ) Rebound
3.8+ D/120Sf
STEP % ( mm ) ( Ton ) ( mm )
1 I 0 0.00 0.00 0.000 0.0000 4.271 275 -4.2714
2 I 50% -2.10 68.75 2.040 -0.0000655 4.271 275 -4.2715
3 II 100% -4.94 137.50 4.700 -0.0001310 4.271 275 -4.2715
4 III 150% -6.61 206.25 6.140 -0.0001964 4.271 275 -4.2716
5 IV 200% -6.96 275.00 5.470 -0.0002619 4.271 275 -4.2717
6 IV 0%
Sf = δe + ( 3.8 + D/120 )
δe = PL/AEPult
0.00 100.00 200.00 300.00 400.00
-7.00
-6.00
-5.00
-4.00
-3.00
-2.00
-1.00
0.00
Load-Set-tlement
δe = PL/AE
Column F
PL/AE +δe
0.00 100.00 200.00 300.00 400.00
-7.00
-6.00
-5.00
-4.00
-3.00
-2.00
-1.00
0.00
Load-Set-tlement
δe = PL/AE
Column F
PL/AE +δe
ULTIMATE BEARING CAPACITY BY DAVISSON METHOD
LOAD DESIGN 700 TON
PILE DATA :INSIDE DIAMETER 70 cm 700OUTSIDE DIAMETER 68 cmPILE LENGTH 570 cmSURFACE AREA 216.66 cm2E Baja 2100 T/cm2 21000000
NOCYCLE
P REBOUND PL/AESTEP %
1 I 0 0 0 0 02 I 50 -8.63 175 -0.04 -103 II 100 -21.03 350 -0.55 -194 III 150 -35.52 525 -2.51 -295 IV 190 -120.54 665 -378 IV 0 -88.87 0 0
SETTLEMENT ( mm )
0 100 200 300 400 500 600 700
-150
-120
-90
-60
-30
0P ult = 540 T
4 + D/120
-9.833 0 0 540-19.502 19.501708 -9.66837441E-06 540-29.170 29.170082 -1.93367488E-05 540-38.838 38.838457 -2.90051232E-05 540-46.573 46.573156 -3.67398228E-05 540
0
Konstruksi E ( kg/cm2) λBaja 2.1 X 10^6 12 X 10^-6Beton & Beton bertulang 2.1 X 10^5 10 X 10^-6Kayu : X1. Sejajar Serat 1 X 10^5 4 X 10^-62. Tegak lurus serat 1 X 10^5 40 X 10^-6Pasangan 0.2 X 10^5 10 X 10^-6
