1. Basic concepts of consolidationYZ

2. INTRODUCTION

3. DEVELOPMENT OF VARIUS IDEAS ON CONSOLIDATION
A homogenous saturated soil
The soil particles and water to incompressible
Vertical flow of water
The validity of Darcy’s low
Small stain

4. OEDOMETER/ KONSOLIDOMETER

5. TEST PROCEDURE

8. STEP BY STEP
Determine the Gs, weight the sample, W sample height, and diameter sample
Fill water to the cell and keep it in 24 hours
Apply the first load and take deformation reading in elapsed time
After 24 hours or when the H between two reading is sufficient small, change the load to the next value and take deformation reading in elapsed time.
Place sample in the oven at the end of the test to find the weight of the soil solid Ws to calculate water content..

9. The height of soil solid 𝐻 𝑓 = 𝐻 𝑖 −∆𝐻
Height of solid 𝐻 𝑠 = 𝐻 𝑓 − 𝑉 𝑤𝑓 𝐴 , where 𝑉 𝑤𝑓 = 𝑊 𝑤𝑓 𝛾 𝑤 atau 𝐻 𝑠 = 𝑊 𝑠 𝐴 𝐺 𝑠 𝛾 𝑤
Height of void 𝐻 𝑣 = 𝐻 𝑖 − 𝐻 𝑠
Initial void ratio 𝑒 𝑜 = 𝐻 𝑣 𝐻 𝑠
At any load increment 𝑒 𝑜 − ∆𝐻 𝐻 𝑠 or 𝑒= 𝑒 𝑜 −∆𝑒
Plot stress  vs e
Calculate coefficient of compressibility 𝑎 𝑣 = ∆𝑒 ∆𝜎 and coefficient of volume compressibility 𝑚 𝑣 = 𝑎 𝑣 1+ 𝑒 𝑜
From semilog plot  vs e we obtained (straight line part) the compression index Cs as 𝐶 𝑐 = ∆𝑒 𝑙𝑜𝑔 𝜎 2 𝜎 1

10. From the unload branch of the curve, swell index, 𝐶 𝑠 = ∆𝑒 𝑙𝑜𝑔 𝜎 2 𝜎 1
Plot the the preconsolidation stress c
Plot dial reading (deformation) vs log time and deformation (reverse value) vs square time to find coefficient of consolidation Cv

11. Diameter :
6.34 cm
Area, A
31.570
cm2 Ws
49.353 gr Gs
2.465 h
2 cm
Loading
Tegangan
0.32
0.63
1.27
2.53
5.07
10.14
Time (min)
0.41
0.785
1.51
2.416
3.115
2.685
2.502
0.1
0.071
0.454
0.845
1.487
2.486
3.011
2.66
2.63
0.25
0.464
0.881
1.521
2.535
2.983
2.648
2.71
0.5
0.135
0.488
0.925
1.567
2.595
2.947
2.631
2.875 1
0.176
0.51
1.111
1.623
2.641
2.91
2.62
2.945 2
0.191
0.56
1.146
1.675
2.689
2.879
2.605
3.105 4
0.21
0.585
1.165
1.723
2.723
2.851
2.598
3.211 8
0.255
0.642
1.209
1.766
2.763
2.835
2.586
3.298 15
0.27
0.676
1.227
1.854
2.797
2.807
2.575
3.332 30
0.283
0.687
1.289
1.91
2.831
2.79
2.563
3.385 60
0.305
0.695
1.312
1.988
2.872
2.781
2.555
3.448
120
0.323
0.718
1.376
2.134
2.952
2.741
3.566
240
0.365
0.739
1.405
2.241
2.989
2.716
2.525
3.634
480
0.391
0.755
1.48
2.365
3.08
2.69
2.517
3.765
1440
3.81

12. Tentukan e Hs Ws 0.634196494 cm A . Gs .g w
BEBAN, P (kg) 1 2 4 8 16 32
TEGANGAN
Ds (kg/cm2)
0.32
0.63
1.27
2.53
5.07
10.14
Dh total (mm)
0.41
0.375
0.725
0.906
0.699
-0.43
-0.183
1.308
Tentukan e
Hs Ws cm
A . Gs .g w
e0 (Hi - Hs)/Hs

13. Applied
Final Dial
Dial
Effective
Change of
Void ratio
Pressure
Reading
Change
Height
( kg/cm2 )
Dh (cm)
( cm )
Dh/Hs
e0-De
0.1 2
2.154
0.32
0.041
1.959
0.065
2.089
0.63
0.0785
0.0375
1.922
0.124
2.030
1.27
0.151
0.0725
1.849
0.238
1.916
2.53
0.2416
0.0906
1.758
0.381
1.773
5.07
0.3115
0.0699
1.689
0.491
1.662
0.2685
-0.043
1.732
0.423
1.730
0.2502
1.750
0.395
1.759
10.14
0.1308
1.619
0.601
1.553

16. PRACONSOLIDATION STRESS (Pc)

17. Menentukan Cv dengan akar waktu
Teg.
0.32
kg/cm2
Waktu
akar
Bacaan
min
waktu mm
0.00
0.1
0.071
0.25
0.50
0.5
0.71
0.135 1
1.00
0.176 2
1.41
0.191 4
2.00
0.21 8
2.83
0.255 15
3.87
0.27 30
5.48
0.283 60
7.75
0.305
120
10.95
0.323
240
15.49
0.365
480
21.91
0.391
1440
37.95
0.41

18. Coefficient of Consolidation (Cv) (square time)

19. Beban
0.63
waktu(mn)
Bacaan (mm)
0.41
0.1
0.454
0.25
0.464
0.5
0.488 1
0.51 2
0.56 4
0.585 8
0.642 15
0.676 30
0.687 60
0.695
120
0.718
240
0.739
480
0.755
1440
0.785

20. Coefficient of Consolidation (Cv) (log time)

21. SECONDARY CONSOLIATION