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Table 9. The calculated results of
Table 9. The calculated results of maximum density tests.
Analysis
1st
2nd 3rd 4th 5th
Mean
Minimum void ratio
0.678 0.672 0.682 0.671 0.676
0.676
Maximum dry density
1.629 ton/m3 1.635 ton/m3 1.625 ton/m3 1.636 ton/m3 1.631 ton/m3
1.631 ton/m3
Figure 55. Analysis models used for minimum density test and maximum density test.
Table 8. The calculated results of minimum density tests.
Figure 56. The calculated and experimental results of maximum density tests until 200 shaking cycles.
Analysis
1st
2nd 3rd 4th 5th
Mean
Maximum void ratio
0.976 0.946 0.944 0.962 0.960
0.958
Minimum dry density
1.384 ton/m3 1.405 ton/m3 1.406 ton/m3 1.394 ton/m3 1.395 ton/m3
1.397 ton/m3
shaking direction was changed by 36 degrees every
10 cycles of shaking, to simulate the test procedure.
The results of DEM analyses of the minimum den- sity tests are summarised in Table 8. The mean values of maximum void ratio and minimum dry density are 0.958 and 1.397 ton/m3, respectively. These values may be comparable with those obtained from the min- imum density test (see Table 6).
The results of DEM analyses of the maximum dens- ity tests are compared with the test results in Figure 57. Changes in void ratio are plotted against the number of shaking cycles in Figure 57 until the shaking cycle of 200, although 1000 shaking cycles were analysed. The void ratio rapidly decreased with increasing shaking cycle to about 100 cycles and then almost levelled off for further shaking cycles in the non-standard maximum density tests. The results of DEM analyses simulate this measured behaviour well. The minimum void ratio and the corresponding maximum dry density obtained from the DEM analyses are summarised in Table 9.
167
Figure 57. The calculated and experimental results of one- dimensional compression test.
The one-dimensional compression tests and the direct shear tests of the sand were carried out using the consolidation ring and the shear ring having an inner diameter of 60 mm and a height of 20 mm. However, in the DEM analyses, the height of the soil specimen was set at 40 mm in the DEM analyses, because the size of clump (Fig. 54) seemed to be large compared to the actual ring height of 20 mm.
The friction between the clumps and the walls was neglected. The initial void ratio prior to compression was set at 0.693 in the DEM analysis. In the process of DEM analysis of the one-dimensional compression test, a total of 8 loading steps, 9.8 to 1254.4 kPa, were applied to the top loading plate.
Figure 57 shows the comparison between the one- dimensional test results and the DEM analysis results.
Analysis
1st
2nd 3rd 4th 5th
Mean
Minimum void ratio
0.678 0.672 0.682 0.671 0.676
0.676
Maximum dry density
1.629 ton/m3 1.635 ton/m3 1.625 ton/m3 1.636 ton/m3 1.631 ton/m3
1.631 ton/m3
Figure 55. Analysis models used for minimum density test and maximum density test.
Table 8. The calculated results of minimum density tests.
Figure 56. The calculated and experimental results of maximum density tests until 200 shaking cycles.
Analysis
1st
2nd 3rd 4th 5th
Mean
Maximum void ratio
0.976 0.946 0.944 0.962 0.960
0.958
Minimum dry density
1.384 ton/m3 1.405 ton/m3 1.406 ton/m3 1.394 ton/m3 1.395 ton/m3
1.397 ton/m3
shaking direction was changed by 36 degrees every
10 cycles of shaking, to simulate the test procedure.
The results of DEM analyses of the minimum den- sity tests are summarised in Table 8. The mean values of maximum void ratio and minimum dry density are 0.958 and 1.397 ton/m3, respectively. These values may be comparable with those obtained from the min- imum density test (see Table 6).
The results of DEM analyses of the maximum dens- ity tests are compared with the test results in Figure 57. Changes in void ratio are plotted against the number of shaking cycles in Figure 57 until the shaking cycle of 200, although 1000 shaking cycles were analysed. The void ratio rapidly decreased with increasing shaking cycle to about 100 cycles and then almost levelled off for further shaking cycles in the non-standard maximum density tests. The results of DEM analyses simulate this measured behaviour well. The minimum void ratio and the corresponding maximum dry density obtained from the DEM analyses are summarised in Table 9.
167
Figure 57. The calculated and experimental results of one- dimensional compression test.
The one-dimensional compression tests and the direct shear tests of the sand were carried out using the consolidation ring and the shear ring having an inner diameter of 60 mm and a height of 20 mm. However, in the DEM analyses, the height of the soil specimen was set at 40 mm in the DEM analyses, because the size of clump (Fig. 54) seemed to be large compared to the actual ring height of 20 mm.
The friction between the clumps and the walls was neglected. The initial void ratio prior to compression was set at 0.693 in the DEM analysis. In the process of DEM analysis of the one-dimensional compression test, a total of 8 loading steps, 9.8 to 1254.4 kPa, were applied to the top loading plate.
Figure 57 shows the comparison between the one- dimensional test results and the DEM analysis results.
0/5000
Bảng 9. Kết quả tính toán cuộc thử nghiệm lớn nhất. Phân tích 1st 2 3 4 5 Có nghĩa là Tỷ lệ tối thiểu khoảng trống 0.678 0.672 0.682 0.671 0.676 0.676 Mật độ khô tối đa 1.629 tấn / m3 1.635 tấn / m3 1.625 tấn / m3 1.636 tấn / m3 1.631 tấn / m3 1.631 tấn / m3 Con số 55. Phân tích các mô hình được sử dụng để kiểm tra mật độ tối thiểu và kiểm tra mật độ tối đa. 8 bảng. Các kết quả tính toán của bài kiểm tra mật độ tối thiểu. Con số 56. Các kết quả tính toán và thử nghiệm lớn nhất thử nghiệm cho đến 200 lắc chu kỳ. Phân tích 1st 2 3 4 5 Có nghĩa là Tối đa tỷ lệ vô hiệu 0.976 0.946 0.944 0.962 0.960 0.958 Tối thiểu mật độ khô 1.384 tấn / m3 1.405 tấn / m3 1.406 tấn / m3 1.394 tấn / m3 1.395 tấn / m3 1.397 tấn / m3 lắc hướng đã được thay đổi bởi 36 độ mỗi 10 chu kỳ lắc, để mô phỏng các thủ tục thử nghiệm. Kết quả của DEM phân tích của các tối thiểu den - xét nghiệm sity được tóm tắt trong bảng 8. Các giá trị có nghĩa là tỷ lệ khoảng trống tối đa và tối thiểu mật độ khô là 0.958 và 1.397 tấn / m3, tương ứng. Những giá trị này có thể được so sánh với những người thu được từ mật độ min-imum kiểm tra (xem bảng 6). Kết quả của DEM phân tích của các bài kiểm tra tối đa dens-Anh được so sánh với kết quả thử nghiệm trong con số 57. Những thay đổi trong tỷ lệ khoảng trống được âm mưu chống lại số lượng lắc chu kỳ trong con số 57 cho đến khi chu kỳ bắt của 200, mặc dù 1000 chu kỳ bắt được phân tích. Tỷ lệ vô hiệu nhanh chóng giảm với sự gia tăng các chu kỳ lắc để chu kỳ khoảng 100 và sau đó hầu như lấp cho thêm lắc chu kỳ trong các bài kiểm tra mật độ tối đa không chuẩn. Kết quả phân tích DEM mô phỏng hành vi đo này cũng. Tỷ lệ tối thiểu void và mật độ khô tối đa tương ứng thu được từ phân tích DEM được tóm tắt trong bảng 9. 167 Con số 57. Các tính toán và thử nghiệm kết quả của một thử nghiệm nén chiều. Các bài kiểm tra hết nén và các bài kiểm tra trực tiếp cắt của cát được thực hiện bằng cách sử dụng vòng củng cố và cắt vòng có một đường kính bên trong của 60 mm và độ cao 20 mm. Tuy nhiên, trong các phân tích DEM, chiều cao của mẫu đất đã được thiết lập tại 40 mm trong các phân tích DEM, vì kích thước của cụm (hình 54) có vẻ là lớn so với chiều cao thực tế vòng 20 mm. Ma sát giữa các khối và các bức tường được bỏ rơi. Tỷ lệ vô hiệu ban đầu trước khi nén đã được đặt ở 0.693 trong phân tích DEM. Trong quá trình phân tích DEM của thử nghiệm nén hết, tổng cộng 8 nâng bước, 9.8 để 1254.4 kPa, được áp dụng cho đầu tải tấm. Con số 57 cho thấy so sánh giữa kết quả một chiều kiểm tra và kết quả phân tích DEM.
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Table 9. The calculated results of maximum density tests.
Analysis
1st
2nd 3rd 4th 5th
Mean
Minimum void ratio
0.678 0.672 0.682 0.671 0.676
0.676
Maximum dry density
1.629 ton/m3 1.635 ton/m3 1.625 ton/m3 1.636 ton/m3 1.631 ton/m3
1.631 ton/m3
Figure 55. Analysis models used for minimum density test and maximum density test.
Table 8. The calculated results of minimum density tests.
Figure 56. The calculated and experimental results of maximum density tests until 200 shaking cycles.
Analysis
1st
2nd 3rd 4th 5th
Mean
Maximum void ratio
0.976 0.946 0.944 0.962 0.960
0.958
Minimum dry density
1.384 ton/m3 1.405 ton/m3 1.406 ton/m3 1.394 ton/m3 1.395 ton/m3
1.397 ton/m3
shaking direction was changed by 36 degrees every
10 cycles of shaking, to simulate the test procedure.
The results of DEM analyses of the minimum den- sity tests are summarised in Table 8. The mean values of maximum void ratio and minimum dry density are 0.958 and 1.397 ton/m3, respectively. These values may be comparable with those obtained from the min- imum density test (see Table 6).
The results of DEM analyses of the maximum dens- ity tests are compared with the test results in Figure 57. Changes in void ratio are plotted against the number of shaking cycles in Figure 57 until the shaking cycle of 200, although 1000 shaking cycles were analysed. The void ratio rapidly decreased with increasing shaking cycle to about 100 cycles and then almost levelled off for further shaking cycles in the non-standard maximum density tests. The results of DEM analyses simulate this measured behaviour well. The minimum void ratio and the corresponding maximum dry density obtained from the DEM analyses are summarised in Table 9.
167
Figure 57. The calculated and experimental results of one- dimensional compression test.
The one-dimensional compression tests and the direct shear tests of the sand were carried out using the consolidation ring and the shear ring having an inner diameter of 60 mm and a height of 20 mm. However, in the DEM analyses, the height of the soil specimen was set at 40 mm in the DEM analyses, because the size of clump (Fig. 54) seemed to be large compared to the actual ring height of 20 mm.
The friction between the clumps and the walls was neglected. The initial void ratio prior to compression was set at 0.693 in the DEM analysis. In the process of DEM analysis of the one-dimensional compression test, a total of 8 loading steps, 9.8 to 1254.4 kPa, were applied to the top loading plate.
Figure 57 shows the comparison between the one- dimensional test results and the DEM analysis results.
Analysis
1st
2nd 3rd 4th 5th
Mean
Minimum void ratio
0.678 0.672 0.682 0.671 0.676
0.676
Maximum dry density
1.629 ton/m3 1.635 ton/m3 1.625 ton/m3 1.636 ton/m3 1.631 ton/m3
1.631 ton/m3
Figure 55. Analysis models used for minimum density test and maximum density test.
Table 8. The calculated results of minimum density tests.
Figure 56. The calculated and experimental results of maximum density tests until 200 shaking cycles.
Analysis
1st
2nd 3rd 4th 5th
Mean
Maximum void ratio
0.976 0.946 0.944 0.962 0.960
0.958
Minimum dry density
1.384 ton/m3 1.405 ton/m3 1.406 ton/m3 1.394 ton/m3 1.395 ton/m3
1.397 ton/m3
shaking direction was changed by 36 degrees every
10 cycles of shaking, to simulate the test procedure.
The results of DEM analyses of the minimum den- sity tests are summarised in Table 8. The mean values of maximum void ratio and minimum dry density are 0.958 and 1.397 ton/m3, respectively. These values may be comparable with those obtained from the min- imum density test (see Table 6).
The results of DEM analyses of the maximum dens- ity tests are compared with the test results in Figure 57. Changes in void ratio are plotted against the number of shaking cycles in Figure 57 until the shaking cycle of 200, although 1000 shaking cycles were analysed. The void ratio rapidly decreased with increasing shaking cycle to about 100 cycles and then almost levelled off for further shaking cycles in the non-standard maximum density tests. The results of DEM analyses simulate this measured behaviour well. The minimum void ratio and the corresponding maximum dry density obtained from the DEM analyses are summarised in Table 9.
167
Figure 57. The calculated and experimental results of one- dimensional compression test.
The one-dimensional compression tests and the direct shear tests of the sand were carried out using the consolidation ring and the shear ring having an inner diameter of 60 mm and a height of 20 mm. However, in the DEM analyses, the height of the soil specimen was set at 40 mm in the DEM analyses, because the size of clump (Fig. 54) seemed to be large compared to the actual ring height of 20 mm.
The friction between the clumps and the walls was neglected. The initial void ratio prior to compression was set at 0.693 in the DEM analysis. In the process of DEM analysis of the one-dimensional compression test, a total of 8 loading steps, 9.8 to 1254.4 kPa, were applied to the top loading plate.
Figure 57 shows the comparison between the one- dimensional test results and the DEM analysis results.
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