ompute the Fineness Modulus for fine aggregate.
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Compute the Fineness Modulus for fine aggregate.
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- Percent Diameter Sieve Size Passing in mm (%) 4 4.760 23 10 2.000 19 40 0.420 18 100 0.149 200 0.074 4 LL PL D10 0.50mm D30 9.50mm D60 27.50mm 5.no Sieve analysis test on 400 gm of sand was conducted with the following records; Sieve No. 8 14 28 35 70 100 200 pan 2.362 1.168 0.589 0.417 0.295 0.147 0.074 M Diameter (mm) Mass retained (gm) 60 100 72 48 62 18 30 A 60 160 B 280 342 360 390 Total Retained (gm) % finer 85 60 42 30 D 10 2.5 a. What of the values of A, B, C and D. b. Determine the grading characteristics of this soil. c. Classify this soil according to its gradation using USCS method. CQuestion 2 a. For the particle size distribution curve shown below, what is the percentage of gravels, sand and clay for b. Soil A c. Soil B d. Soil C Grave Sand Sit Clay Coarse Medium Fine W 近
- 1. Using the design chart below. Estimate the SN if W18=10x10^6, R=90%, So=0.35, Mr- 10000Psi, ΔPSI=3. Use the chart below. TL Overall standard deviation, S. TL Design serviceability loss, APSI 50 10 5.0 99.9 0.2 99 1.0 0.4 0.6 90 0.5 0.5 0.1 1.5 0.05 2.0 80 70 60 50 2.5 3.0 9 87 6|5 4 3 1 Eхample: 6.5 5.5 4.5 3.5 2.5 1.5 W18 = 5 x 106 Design structural number, SN R = 95% S, = 0.35 MR = 5000 Ib/in? APSI = 1.9 Solution: SN = 5.0 Figure 4.5 Design chart for flexible pavements based on the use of mean values for each input.Using the design chart below. Estimate the SN if W18=10x10^6, R=90%, So=0.35, Mr- 10000Psi, APSI=3. Use the chart below. TL Overall standard deviation, S. Design serviceability loss, APSI 50 10 5.0 99.9 0.2 99 1.0 0.4 0.5 0.6 E 90 0.5 0.1 1.5 0.05 2.0 2.5 80 3.0 9 87 6 5 4 2 1 Example: 6.5 5.5 4.5 3.5 2.5 1.5 W18 = 5 x 106 R = 95% Design structural number, SN S, = 0.35 MR = 5000 Ib/in? APSI = 1.9 Solution: SN = 5.0 -1.0A sample of a dry coarse grained material of 500 grams was shaken through a nest of sieves and the following results are obtained: 20 | 200 40 0.425 Sieve No. 10 2.00 4 60 100 Pan Opening (mm) % Passing 4.75 0.85 0.25 0.15 0.075 -- 94 60 30 10 7 5 3 31. Determine the uniformity coefficient. b. 4.424 32. Determine the coefficient of curvature. a. 4.706 C. 1.250 d. 0.85 а. 4.706 b. 4.424 C. 1.250 d. 0.85 33. Given that the soil is non-plastic, classify the soil by using the Unified Soil Classification System. a. GW b. GP C. Sw d. SP
- Using the design chart below. Estimate the SN if W18=10x10^6, R=90%, So=0.35, Mr- 10000Psi, APSI=3. Use the chart below. TL Overall standard deviation, S. TL Design serviceability loss, APSI |50 10 5.0 99.9 40 20 0.2 10 99 |1.0 0.4 0.5 0.6 0.6 E 0.5 0.1 1.5 '0.05 2.0 2.5 3.0 60 50 9 87 65 4 3 2 Example: 6.5 5.5 4.5 3.5 2.5 1.5 W18 = 5 x 106 R = 95% S, = 0.35 MR = 5000 lb/in? APSI = 1.9 Design structural number, SN %3D %3D Solution: SN = 5.0 Reliability, R (%) Estimated total 18-kip-equivalent single-axle load applications, W8 (millions) Effective roadbed soil resilient modulus, M2 (kips/in?) - 1.0-Problem A sample of a dry coarse grained material of 500 grams was shaken through a nest of sieves and the following results are obtained: Sieve No. 4 10 20 40 60 100 200 Pan Opening (mm) % Passing 4.75 2.00 0.85 0.425 0.25 0.15 0.075 -- 94 60 30 10 5 3 17. Determine the uniformity coefficient. 18. Determine the coefficient of curvature. 19. Given that the soil is non-plastic, classify the soil by using the Unified Soil Classification System.The particle size distribution curves for three soils - A, B and C - are shown in Figure Q-2 on page 2. a. Determine the effective size, average particle size, uniformity coefficient and coefficient of curvature for soil B. b. Classify soil A according to ASTM-CS. C. Classify soil C according to the AASHTO system. The Atterberg limits for this soil are LL = 81 and PL = 35. Using sketches and notes, outline the key features of the SPT test.
- 1. Fineness modulus of the aggregate Weight Retained Sieve Individual Percent Cumulative Percent Percent Passing (g) 4.75mm 31.5 2.36mm 67.6 1.18mm 96.5 600um 111.1 300um 60.5 150um 115.6 75um 17.5 pan 31.5dys.mu MSKÜ-LMS 016 ŞB: 1 ÖRGÜN Soil Mechanics Mühendislik Fakültesi Mac Atterberg limits of a soil sample are given: LL:55% and PL:25%. Give the name of the soil typle considering the chart given below? Remember PI=LL-PL 60 U-line PI - 0.9 (LL -8) 50 Z 40 CH or OH A-line PI0.73 (LL - 20) 30 CL OH 20 or OL MH CL- ML 10 ML& OL 10 20 30 40 50 60 70 80 90 100 Liquid limit (%) O a. CL or OL O b. CH OR OH O c. OH or ML O d. GL or ML O e. M ail E AR .ill lenovo Plasticity index (%)11 The following are the results of a consolidation test on a sample of a clayey soil. 11.3 Pressure, o (kN/m') 1.116 25 1.108 1.055 50 100 200 0.962 0.845 400 800 1600 0.755 11 0.65 80 0.658 0.675 400 0.685 200 a. Plot the e-log o' curve h. Using Casagrande's method, determine the preconsolidation pressure. c. Calculate the compression index, C, and the ratio of CJC_