Percentage finer by weight100%80%60%40%20%0%0.001(c) Soil J(d) Soil LH0.010Ma1.000Soil Sample IDHIJ#200L0.100Particle size (mm)4637#4Liquid Limit Plastic Limit6026Non plastic341810.000AASHTO Classification: Classify the following soils using AASHTO criteria.(a) Soil H(b) Soil I3°100.00

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Percentage finer by weight 100% 80% 60% 40% 20% 0% 0.001 H 0.010 Soil Sample ID H I J L #200 0.100 Particle size (mm) 1.000 46 37 L Non plastic Liquid Limit Plastic Limit 60 26 #4 34 18 10.000 AASHTO Classification: Classify the following soils using AASHTO criteria. (a) Soil H (b) Soil I (c) Soil J (d) Soil L i 100.00

Percentage finer by weight 100% 80% 60% 40% 20% 0% 0.001 H 0.010 Soil Sample ID H I J L #200 0.100 Particle size (mm) 1.000 46 37 L Non plastic Liquid Limit Plastic Limit 60 26 #4 34 18 10.000 AASHTO Classification: Classify the following soils using AASHTO criteria. (a) Soil H (b) Soil I (c) Soil J (d) Soil L i 100.00

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Classify the following soils by the Unified (USCS) and AASHTO methods. Where necessary, assume CU = 7 and Cc=2.5. Soil No. 2 62 % Passing Soil No. 1 # 4 95 41 #10 88 # 40 33 11 81 2676 #200 65 21 LL 53 12 PL 36 USCS AASHTO Usily
1. Classify the following soils using USCS and give the group symbols. Sieve Analysis, % finer Soil Liquid Limit No. 4 No. 200 1 (SC) 70 30 33 2 (GC) 48 20 41 3 (CH) 95 70 52 4 (CL) 100 82 30 5 (CL) 100 74 35 6 (SC) 87 26 38 7 (CH) 88 78 69 8 (CH) 99 57 54 9 (SP-SC) 71 11 32 10 (SW) 100 2 11 (CL) 89 65 44 12 (SP-SC) 90 8 39 Plasticity Index 21 22 28 19 21 18 38 26 16 NP 21 31 Cu 4.8 7.2 3.9 Cc 2.9 2.2 2.1
The result of sieve analysis of three soils is given next. It is required to classify these soils according to the AASHTO Classification System. Use the attached AASHTO Classification of Highway Subgrade Materials Table. (a) Classification of Soil A. (b) Classification of Soil B. (c) Classification of Soil C. Sieve Analysis Results for Situation 9 Sieve Analysis Sieve Diameter, Percent Passing Number mm. 4.76 90 100 100 8. 2.38 84 90 100 10 2. 72 77 98 20 0.84 66 59 91 40 0.42 58 50 85 60 0.25 50 42 79 100 0.149 44 36 70 200 0.074 38 33 LL 42 46 47 PL 23 29 24 63
Classify the following soils by USCS classification system. Percent finer than (sieve analysis) Liquid Limit Plasticity Limit Soil Cu Co No. 4 No. 200 1 71 4 Non Plastic 3.4 2.6 -- 2 70 30 33 12 Group Symbol Criteria for Assigning Group Symbols Gravels Clean Gravels C, 2 4 and 1 C¸>3° GW More than 50% Less than 5% fines“ GP of coarse fraction Gravels with Fines PI7 and plots on or above “A" line (Figure 3.20) GM Coarse-Grained Soils retained on No. 4 More than 12% fines“ GC More than 50% of sieve retained on No. 200 Sands Cu2 6 and 1 C>3° Clean Sands SW sieve 50% or more of Less than 5% fines" SP coarse fraction Sands with Fines PI7 and plots on or above “A" line (Figure 3.20) SM passes No. 4 sieve More than 12% fines»d SC PI >7 and plots on or above "A" line (Figure 3.20)° PI< 4 or plots below “A" line (Figure 3.20)° CL Inorganic Silts and Clays Liquid limit less than 50 ML Liquid limit-oven dried Liquid limit-not dried Fine-Grained Soils Organic < 0.75; see Figure 3.20; OL zone OL…
• Particle size analyses were carried out on two soils-Soil A and Soil B-and the particle size distribution curves are shown in Figure % Finer Clay 100 90 80 70 60 50 40 30 20 10 0 0.001 + Silt Soil A Sand Soil B 0.01 0.1 1 Particle size (mm) - log scale Gravel 10 Soil A B 1. Classify these soils according to USCS and ASTM-CS 2. Is either of the soils organic? LL 26 (oven-dried; assume same for not dried) Nonplastic PL 18
SITUATION 9 The result of sieve analysis of three soils is given next. It is required to classify these soils according to the AASHTO Classification System. Use the attached AASHTO Classification of Highway Subgrade Materials Table. (a) Classification of Soil A. (b) Classification of Soil B. (c) Classification of Soil C. Sieve Analysis Results for Situation 9 Sieve Analysis Sieve Diameter, Percent Passing Number mm. 4.76 90 100 100 8. 2.38 84 90 100 10 2. 72 77 98 20 0.84 66 59 91 40 0.42 58 50 85 60 0.25 50 42 79 100 0.149 44 36 70 200 0.074 38 33 LL 42 46 47 PL 23 29 24 63
Problem D: For problems 14 to 17. Classify the following soils by the AASHTO classification System. Description Percent finerthan No. 10 sieve A B C 83 100 48 90 Percent finerthan No. 40 sieve 48 92 28 76 Percentfinerthan No. 200 sieve 20 86 34 Liquid Limit Plasticity Index 20 70 37 12 plastic 32 Non- 14) Soil A is? a) A-2-4(0) b) A-2-6 (0) c) A-2-7 (1) d) A-1-b (0) 15) Soil Bis ? a) A-7-5(13) b) A-1-b(0) c) A-7-5 (16) d) A-7-5 (33) 16) Soil Cis ? a) A-6(5) b) A-7-6 (8) c) A-6 (2) d) A-1-a (0) 17) Soil D is ? a) A-6 (2) b) A-1-a (0) c) A-7-6 (4) d) A-2-6 (0)
Answer ALL Questions Time: 2 Hours Q3: Classify the following soil by using the Unified soil classification system. Give the group symbols and the group names. Table 1. Sample 1 Grain Size Results (ASTM D422). Table 2. Atterberg Limits Results (ASTM D4318). Sleve No. Dia. (mm) % Passing Sample PL LL % in 12.7 100 G0 40 14 4.75 97 #10 2 94 #20 0.85 84 # 40 0.425 57 #60 0.25 32 140 0.106 15 #200 0.075 100 90 Atterberg Limit Results: LL = 60%, PL = 40% E 80 * 70- 60 - 50 40 30- a 20 10 1 30 a40 100 0.1200 10 80 0.01 Particle Diameter (mm) Answer ALL Questions Time: 2 Hours 70 CH or OH 60 A-line PI = 0.73(LL - 20) Or 50 40 30 CL MH OL 20 or CL-ML OH ML 10 - or OL 10 16 20 30 40 50 60 70 80 90 100 Liquid limit Figure 5.3 Plasticity chart Percent (%) Finer by Weight Plasticity index U-line PI = 0.(LL - 8) O Cengage Learning 2014
Q3/ Classify the following soils into Unified System: Sieve No Diameter (mm) % Passing Soil A 3/8" 9.5 100 4 4.75 100 25 0.599 100 52 0.295 95 100 0.152 69 200 0.076 56 0.03 43 0.01 40 0.005 38 0.002 31 L.L 55 P.L 25 Knowing that D60=9.5, D10=0.599, D30=2.411
Given the following Sieve Analysis and Atterberg limits results. Answer the following questions: 1- What is the effective diameter of this soil? 2- Calculate the uniformity coefficient and coefficient of gradation 3- Determine the percentage of Gravel, Sand, Fine soils according to USCS. 4- Classify the soil using AASHTO (with GI) & USCS (with group name). Diameter Sieve # % Passing 100 (тm) 90 4 4.75 96 80 3.35 90 70 10 78.8 60 20 0.85 56.8 50 40 0.425 37.8 40 60 0.25 23.6 30 100 0.15 13 20 200 0.075 4.6 10 Рan LL 10 10 0.1 0.01 Diameter PL 5 Percent Passing (%) 2.
A Classify the soil samples shown below using AASHTO and USCS systems: Sieve No. 4 10 20 40 60 100 200 LL PL A - 68.5 - 36.1 21.9 34.1 16.5 Soil, % passing B . 79.5 69.0 - 54.3 53.5 31.6 C 69.3 59.1 48.3 38.5 28.4 19.8 4.5 Non-plastic (NP)
1. Classify the following soil to be used as a highway subgrade material using AASHTO method. Sieve Analysis % Finer No. 10 sieve = 88% No. 40 sieve = 75% No. 200 sieve = 34 % Plasticity for fraction passing No.4 Liquid Limit = 39% Plasticity Index = 12% %3D