Geomechanics Lab Report

Aim The main conception of this investigation was to charm the various stages of the Atterberg take a hops. These included the naiant recoil take in (LL), charge card get canvas (PL), charge coat index test (PI) and analogue shoplif abideg (LS) of a land pattern provided by the administration. This was whence fol broken ined by a select analysis to lay the constituent sizing of it scattering of another grime hear so that a suit up to(p) miscellanea in twain situations could be make in consent with the Australian Standards AS1726 1993. military operation ( test preperation)On setoff of the experiment, each group was provided with twain unwraps of 500grams of demesne retrieved from the field and then oven dried by the experiment supervisor. One part of the primer coat judge was coarse particle gravel for the particle sizing distribution map and screen door analysis, whilst the remaining 500 grams of footing was of exquisitely grained fraction. * gr ooming of discourteous miteed Fraction During this function the cumulation of 500grams of primer coat was save and soaked in weewee for duration of 24 hours. This was then followed by placing the dent savor into a 0. 75mm mesh sieve and the entire o.k. particle was process away victimisation running tap piddle and a handsome spray bottle until the piddle had started running clear. The sieved audition was then transferred in a tray which was again put into the oven at speed of light degrees for 24 hours. * zeal of each(prenominal) right Grained Fraction The remainder of the 500 grams of the standard was then sieved with with(predicate) a 0. 425 mm mesh sieve and the circumscribe collected. This procedure was make until approximately 150 to 200grams of material was successfully transeunt sieve. Procedure ( blind compendium)This procedure elusive the sieve analysis of the coarse fraction. This involved weigh the chew of the oven dried coarse grained fracti on so that we ar able to look the particle size distribution. For this experiment the deal of coarse fraction employ was 312. 10 grams. This was then followed by arranging the sieves from roundabout to tin can in order from larger gapped mesh in the sieve to the sm each(prenominal)er peerless (i. e. 37. 5mm to 0. 075mm) and then pouring the adjudicate in the whirligig sieve whilst shakiness it for approximately 10 minutes.This provided mechanical energy to the ground allowing for it to pass all the sieve layers. The next procedure involved enter the disgrace atomic pile that had accumulated on each sieve and the bottom pan. advertisemore the voice of original mass retained and cumulative transitory % vs. particle size game has been constructed as turn inn in adjunct A. As shown in the plot it can be noted that the essences obtained were not holy enough for the sound size foster of D_10 and D_30 to be calculated. Yet the utile size D_60 was able to be embed a nd was shown to be 1. mm as shown in the particle size vs percentage passage display panel in appendix A. collectible to the fact that all effective size set arrive not been able to be attained from the graph, the uniformity coefficient C_u and the coefficient of busting ball C_c were not able to be calculated. Yet if they could be then they would be calculated utilise these pars Cu=D60D10 Cc=D102D10*D60 where CU=Coefficient of breaking ball Cc=Coefficient of Curvature all in all set preserve have been further discussed in the results section of this report. Procedure (Atterberg square up points determination) * watery pose (LL)The liquidness assign test west performed on the fine Sandy dent over the traverse of both sessions to determine the water content (percentage) at the point when the injury started to behave with liquid qualities. This test procedure involved bit by bit adding water to a pad well created in two thirds of the dirty essay on a glass pl ate. Then exploitation two spatulas the audition was mixed until a smooth paste was formed. This was then followed by placing a small step of the sample into the liquid limit device and take it horizontally utilize the spatula to create a smooth surface.Using the grooving slit the sample in the cup was divided in half. To determine the deed of blows the handle of the machine was rotated at a speed of two blows per second and the second of blows recorded until the reproach oddmentd the groove to a aloofness of 1 cm. It was expected that the number of blows be as close to 25+ or 3 as possible. The group was successful in our quartetth tackle where 28 blows were recorded. Once the sample was successful it was upstage from the liquid limit cup and placed inside a house and the mass weighed. This was rigid to calculate the wet content percentage.The mixture in the liquid limit range was placed in a 0. 25 meter space mould with a internal diameter of 0. 025 meters and o dd on superlative degree of the oven so that the additive shoplifting could be unconquerable. all in all hold dears obtained ar discussed in the results. * Plastic pose (PL) To determine the malleable limit (as a percentage), aft(prenominal) which the soil could no longer be deformed water was added to the remaining one third of the dry soil on a separate glass plate and molded by hand. Small amounts of the soil were rolling on the flat glass plate until they formed into a diameter of 3 mm and then started to break apart.According to AS12989 it was proved that the soil had reached its bendable limit. This soil was then placed in a fundament and similarly to the liquid limit all mass values of the tin and sample were recorded. These were left to dry in the oven. all in all results obtained the following twenty-four hour period have been discussed in the results section. * running(a) shrinking (%) As instructed, results for the linear shoplifting were collected after du ration of 24 hours from the lab and the linear shrinkage (in percentage) was calculated using the formula LS=LsL*100 where Ls= preserve Shrinkage L=Initial Length of warningIn addition to the linear shrinkage, all dry mass results were in any case collected from the previous day and recorded as shown in the results section of this report. * Plastic might Conduction of the plastic limit and linear shrinkage test led to the calculation of the moisture content in percentage and this further allowed us to calculate the plastic index using the formula. Ip=Wl- Wp where Wl=Liquid destine Wp=Plastic particularise * sort of demesne After the soil tests have been completed as listed above and results obtained, the soil sample was classified according to the Australian Standards AS1726 1993.To attend in this compartmentalization of the soil, table 8 ( acknowledgement and mixture of harsh Grained greases) and table 9 (appellation and compartmentalization of graceful grained def ormitys) as well as represent 1 ( malleability graph vs. Liquid Limit) have been used and link in accessory C. Further criteria such as Plasticity of attractives, Color of poop, viscid strength and Classification Group symbol ( card 7 Soil Classification Symbols) can also be used. Results * choose Analysis Determining the pinpoint size distribution tooshie mount of soaked soil + case shot 203. 79 lot of modify soil + nominate 165. 0 hand of buttocks 32. 60 down of moisture 38. 19 hoi polloi of run dry Soil 133. 00 wet Content 28. 70 Initisl atomic pile of Oven dried exemplification 500g Mass of oven Dried Sample retained over 75? m 312. 1g serving of uncivil Fraction 37. 58g Mass of dry out sample passing the 75? m 187. 9g slacken 1 Soil Sample Preparation Values heart Mass of Sample used for Sieve Analysis = 500 grams Mass of Coarse Fraction of Sample Used for Sieve Analysis AS Apperture Mass Retained (g) % Retained % Passing 37. 5mm 0. 00 0. 00% 100. 00% 26. 5mm 0. 00 0. 00% 100. 00% 19mm 13. 0 2. 60% 97. 40% 13. 2mm 14. 70 2. 94% 94. 46% 9. 5mm 1. 00 0. 20% 94. 26% 6. 7mm 13. 90 2. 78% 91. 48% 4. 75mm 17. 30 3. 46% 88. 02% 2. 36mm 61. 60 12. 32% 75. 70% 1. 18mm 63. 10 12. 62% 63. 08% 600? m 51. 40 10. 28% 52. 80% 425? m 22. 00 4. 40% 48. 40% 300? m 20. 30 4. 06% 44. 34% 150? m 22. 60 4. 52% 39. 82% 75? m 7. 60 1. 52% 38. 30% Pan 0. 40 0. 08% 38. 22% nerve center = 308. 9 remand 2 element size Distribution of the Soil Sample Particle size vs. Percentage Passing (%) can be viewed in the attachment section of this report.D_10 N/A D_30 N/A D_60 1. 1 mm Coefficient of Uniformity N/A Coefficient of Curvature N/A sidestep 3 Particle coat finding Coefficients As the Particle Size vs. Percentage Passing graph was unable to be plotted fully, the values for D_10 and D_30 could not be dictated hence not allowing the Coefficient of Uniformity and Curvature to be found. * Atterberg Limits close (Liquid Limit) Liquid limit a nalyze no. turn out 1 raise 2 Test 3 Test 4 terminate 12 58 80 61 Number of Blows 7 21 14 28 Mass of Wet Soil and rear 45. 8 35. 77 39. 32 27. 6 Mass of Dry Soil and Tin 38 28. 4 34. 5 22. 5 Mass of Tin 24. 21 14. 57 26. 31 15. 42 Mass of Moisture 7. 8 7. 37 4. 82 4. 86 Mass of Dry Soil 13. 79 13. 83 8. 19 7. 08 Moisture Content 56. 56% 53. 29% 58. 85% 68. 64% Table 4 Liquid Limit ratiocination The results obtained in the table 4 (liquid limit determination) above show that after conducting four tests in the lab the number of blows were varied sort of a lot. The moderateness behind this was that at the start a great amount of liquid then required was placed in the soil making it two wet.Then as extra dry soil was added to the sample the number of blows gradually increased allowing for a result acceptable within the 25 + 3 limit was met in test 4 therefore the soil samples LL can be taken as 68. 64%. * Atterberg Limits Determination (Plastic Limit) Plastic Limit Test no. Test 1 Tin 16 Mass of Wet Soil and Tin 37. 06 Mass of Dry Soil and Tin 34. 5 Mass of Tin 23. 94 Mass of Moisture 2. 56 Mass of Dry Soil 10. 56 Moisture Content 24. 24% Avg. Moisture Content 59. 34% Table 5 Plastic Limit DeterminationThe above table represents the values calculated and determined results for the plastic limit of the soil in this experiment. This was make by weighing the mass of the soil and tin after it had been rolled into a 3mm diameter rod until it crumbled and then oven dried. * Atterberg Limits Determination (Plastic Index) Looking at the graph attached in the appendix B (Number of Blows vs. Moisture Content), the value for the Plastic Limit was unable to be as accurately determined as we would have hoped but using the plastic Index equation below it was found to be 44. %. Plastic Index %= Liquid Limit-Plastic Limit=___________% Plastic Index %= 68. 64-24. 24=44. 4% Linear Shrinkage Determination barf nary(prenominal) 3 Crumbling of Sample NO Length of Mo uld 254mm Curling of Sample NO Length of Soil 222mm Cracking of Sample YES Linear Shrinkage 12. 60% * Atterberg Limits Determination (Linear Shrinkage) Table 6 Linear Shrinkage Determination After removing the mould containing the soil sample after 24 hours from the book binding of the oven, the linear shrinkage of the soil was measured using a ruler.The result as shown above in table 6, the soil has shrunk 32mm in length and cracking of the sample has occurred. The same has not crumbled at touch and has not shown any curling effects. The Overall linear shrinkage is calculated to be 12. 60%. LS=LsL*100 LS=32254*100=12. 60% discussion The miscellany of the Coarse and Fine Grained soil was made according to the Australian Standards as1726 1993. All acknowledgment of the results and classifications of the Sieve Analysis and Atterberg Limits have been made through the combination of the appellative and classification tables in the appendix. Coarse Grained Soil As per the Particle size plot in the appendix, the sample is shown to have besides coarse grain materials. Consisting of 22% Gravel (7% Medium Grain and 15% Fine Grain) and 38% Sand (22% Coarse Grain, 13% Medium Grain and 3% Fine Grain), indicates that the soil is wide distributed and hence making it a Gravelly SAND. * Fine Grained Soil Using the Atterberg Limits to find the Plastic Limit and Liquid Limit percentages, these were applied to the Plasticity vs. Liquid Limit chart (AS1726-1993) to determine the classification of the soil sample.As the intersection point is below the A line with a high liquid limit of 68. 64%, the reception to shaking was low to none and the toughness is low, the classification of the soil sample is most possible to be MS-SILT Highly Plastic. Also according to the Australian Standards the color of our soil was Brown mottled red-brown. Since the fine grained soil was coherency less and leave office running we can classify the soil as dry. In concord to the Plasticity vs. Liquid Limit chart the soil is of High Plasticity as the liquid limit was of a value greater than 50%.In addition to the above, the particle size distribution wrap is also widely spread so the soil is classified as Well grade. Conclusion In this experiment we used the Sieve analysis and Atterberg Limits tests to study the properties of the soil as mentioned in the Australian Standards AS1726 -1993. In addition sample tests were conducted including the liquid limit test (LL), plastic limit test (PL), plastic index test (PI) and linear shrinkage (LS) of the soil sample provided by the administration. All results obtained have been justified and the classifications of the soil made in accordance to the Australian Standards 1726 1993.References Evans R, 2010, HES2155 Geomechanics, Swinburne University of Technology, Melbourne VIC. Appendices Appendix A (Particle Size vs. Percentage Passing Plot) Appendix B (Plot of Number of Blows Vs. Moisture Content) Appendix C (Soil Classific ation Tables) Table 7 List of Soil Classification Symbols. Table 8 Identification and Classification of Coarse Grained Soil. Table 9 Identification and Classification of Fine Grained Soil. Graph 1 Plasticity Chart vs. Liquid Limit Appendix D (Formulas and Sample Calculations)Geomechanics Lab ReportAim The main intention of this investigation was to determine the various stages of the Atterberg Limits. These included the liquid limit test (LL), plastic limit test (PL), plastic index test (PI) and linear shrinkage (LS) of a soil sample provided by the administration. This was then followed by a sieve analysis to determine the particle size distribution of another soil sample so that a suitable classification in both situations could be made in accordance with the Australian Standards AS1726 1993. Procedure (Sample preperation)On commencement of the experiment, each group was provided with two parts of 500grams of soil retrieved from the field and then oven dried by the experiment sup ervisor. One part of the soil sample was coarse grain gravel for the particle size distribution chart and sieve analysis, whilst the remaining 500 grams of soil was of fine grained fraction. * Preparation of Coarse Grained Fraction During this procedure the mass of 500grams of soil was recorded and soaked in water for duration of 24 hours. This was then followed by placing the soil sample into a 0. 75mm mesh sieve and the entire fine particle was washed away using running tap water and a small spray bottle until the water had started running clear. The sieved sample was then transferred in a tray which was again put into the oven at 100 degrees for 24 hours. * Preparation of Fine Grained Fraction The remainder of the 500 grams of the sample was then sieved through a 0. 425 mm mesh sieve and the contents collected. This procedure was done until approximately 150 to 200grams of material was successfully passing sieve. Procedure (Sieve Analysis)This procedure involved the sieve analysi s of the coarse fraction. This involved weighing the mass of the oven dried coarse grained fraction so that we are able to determine the particle size distribution. For this experiment the mass of coarse fraction used was 312. 10 grams. This was then followed by arranging the sieves from top to bottom in order from larger gapped mesh in the sieve to the smaller one (i. e. 37. 5mm to 0. 075mm) and then pouring the sample in the top sieve whilst shaking it for approximately 10 minutes.This provided mechanical energy to the soil allowing for it to pass all the sieve layers. The next procedure involved recording the soil mass that had accumulated on each sieve and the bottom pan. Furthermore the percentage of original mass retained and cumulative passing % vs. particle size plot has been constructed as shown in Appendix A. As shown in the plot it can be noted that the results obtained were not accurate enough for the effective size values of D_10 and D_30 to be calculated. Yet the effec tive size D_60 was able to be found and was shown to be 1. mm as shown in the particle size vs percentage passing table in appendix A. Due to the fact that all effective size values have not been able to be attained from the graph, the uniformity coefficient C_u and the coefficient of curvature C_c were not able to be calculated. Yet if they could be then they would be calculated using these equations Cu=D60D10 Cc=D102D10*D60 where CU=Coefficient of Curvature Cc=Coefficient of Curvature All values recorded have been further discussed in the results section of this report. Procedure (Atterberg Limits determination) * Liquid Limit (LL)The liquid limit test west performed on the fine Sandy soil over the course of two sessions to determine the water content (percentage) at the point when the soil started to behave with liquid qualities. This test procedure involved gradually adding water to a round well created in two thirds of the soil sample on a glass plate. Then using two spatulas t he sample was mixed until a smooth paste was formed. This was then followed by placing a small amount of the sample into the liquid limit device and leveling it horizontally using the spatula to create a smooth surface.Using the grooving tool the sample in the cup was divided in half. To determine the number of blows the handle of the mechanism was rotated at a speed of two blows per second and the number of blows recorded until the soil closed the groove to a length of 1 cm. It was expected that the number of blows be as close to 25+ or 3 as possible. The group was successful in our fourth attempt where 28 blows were recorded. Once the sample was successful it was removed from the liquid limit cup and placed within a tin and the mass weighed. This was determined to calculate the moisture content percentage.The mixture in the liquid limit range was placed in a 0. 25 meter length mould with a internal diameter of 0. 025 meters and left on top of the oven so that the linear shrinkage could be determined. All values obtained are discussed in the results. * Plastic Limit (PL) To determine the plastic limit (as a percentage), after which the soil could no longer be deformed water was added to the remaining one third of the dry soil on a separate glass plate and molded by hand. Small amounts of the soil were rolled on the flat glass plate until they formed into a diameter of 3 mm and then started to break apart.According to AS12989 it was proved that the soil had reached its plastic limit. This soil was then placed in a tin and similarly to the liquid limit all mass values of the tin and sample were recorded. These were left to dry in the oven. All results obtained the following day have been discussed in the results section. * Linear Shrinkage (%) As instructed, results for the linear shrinkage were collected after duration of 24 hours from the laboratory and the linear shrinkage (in percentage) was calculated using the formula LS=LsL*100 where Ls=Recorded Shrinka ge L=Initial Length of SampleIn addition to the linear shrinkage, all dry mass results were also collected from the previous day and recorded as shown in the results section of this report. * Plastic Index Conduction of the plastic limit and linear shrinkage test led to the calculation of the moisture content in percentage and this further allowed us to calculate the plastic index using the formula. Ip=Wl- Wp where Wl=Liquid Limit Wp=Plastic Limit * Classification of Soil After the soil tests have been completed as listed above and results obtained, the soil sample was classified according to the Australian Standards AS1726 1993.To aid in this classification of the soil, table 8 (Identification and Classification of Coarse Grained Soils) and table 9 (Identification and classification of Fine grained Soils) as well as Graph 1 (Plasticity Chart vs. Liquid Limit) have been used and attached in Appendix C. Further criteria such as Plasticity of Fines, Color of Soil, Cohesive strength a nd Classification Group symbol (Table 7 Soil Classification Symbols) can also be used. Results * Sieve Analysis Determining the Particle size Distribution Tin Mass of Wet soil + Tin 203. 79 Mass of Dry soil + Tin 165. 0 Mass of Tin 32. 60 Mass of Moisture 38. 19 Mass of Dry Soil 133. 00 Moisture Content 28. 70 Initisl Mass of Oven Dried Sample 500g Mass of oven Dried Sample retained over 75? m 312. 1g Percentage of Coarse Fraction 37. 58g Mass of Dry sample passing the 75? m 187. 9g Table 1 Soil Sample Preparation Values Total Mass of Sample used for Sieve Analysis = 500 grams Mass of Coarse Fraction of Sample Used for Sieve Analysis AS Apperture Mass Retained (g) % Retained % Passing 37. 5mm 0. 00 0. 00% 100. 00% 26. 5mm 0. 00 0. 00% 100. 00% 19mm 13. 0 2. 60% 97. 40% 13. 2mm 14. 70 2. 94% 94. 46% 9. 5mm 1. 00 0. 20% 94. 26% 6. 7mm 13. 90 2. 78% 91. 48% 4. 75mm 17. 30 3. 46% 88. 02% 2. 36mm 61. 60 12. 32% 75. 70% 1. 18mm 63. 10 12. 62% 63. 08% 600? m 51. 40 10. 28% 52. 80% 425 ? m 22. 00 4. 40% 48. 40% 300? m 20. 30 4. 06% 44. 34% 150? m 22. 60 4. 52% 39. 82% 75? m 7. 60 1. 52% 38. 30% Pan 0. 40 0. 08% 38. 22% SUM = 308. 9 Table 2 Particle size Distribution of the Soil Sample Particle size vs. Percentage Passing (%) can be viewed in the Appendix section of this report.D_10 N/A D_30 N/A D_60 1. 1 mm Coefficient of Uniformity N/A Coefficient of Curvature N/A Table 3 Particle Size Determination Coefficients As the Particle Size vs. Percentage Passing graph was unable to be plotted fully, the values for D_10 and D_30 could not be determined hence not allowing the Coefficient of Uniformity and Curvature to be found. * Atterberg Limits Determination (Liquid Limit) Liquid limit Test no. Test 1 Test 2 Test 3 Test 4 Tin 12 58 80 61 Number of Blows 7 21 14 28 Mass of Wet Soil and Tin 45. 8 35. 77 39. 32 27. 6 Mass of Dry Soil and Tin 38 28. 4 34. 5 22. 5 Mass of Tin 24. 21 14. 57 26. 31 15. 42 Mass of Moisture 7. 8 7. 37 4. 82 4. 86 Mass of Dry Soil 13. 79 13. 83 8. 19 7. 08 Moisture Content 56. 56% 53. 29% 58. 85% 68. 64% Table 4 Liquid Limit Determination The results obtained in the table 4 (liquid limit determination) above show that after conducting four tests in the lab the number of blows were varied quite a lot. The reason behind this was that at the start a greater amount of liquid then required was placed in the soil making it two wet.Then as extra dry soil was added to the sample the number of blows gradually increased allowing for a result acceptable within the 25 + 3 limit was met in test 4 Hence the soil samples LL can be taken as 68. 64%. * Atterberg Limits Determination (Plastic Limit) Plastic Limit Test no. Test 1 Tin 16 Mass of Wet Soil and Tin 37. 06 Mass of Dry Soil and Tin 34. 5 Mass of Tin 23. 94 Mass of Moisture 2. 56 Mass of Dry Soil 10. 56 Moisture Content 24. 24% Avg. Moisture Content 59. 34% Table 5 Plastic Limit DeterminationThe above table represents the values calculated and determined results for the pla stic limit of the soil in this experiment. This was done by weighing the mass of the soil and tin after it had been rolled into a 3mm diameter rod until it crumbled and then oven dried. * Atterberg Limits Determination (Plastic Index) Looking at the graph attached in the appendix B (Number of Blows vs. Moisture Content), the value for the Plastic Limit was unable to be as accurately determined as we would have hoped but using the plastic Index equation below it was found to be 44. %. Plastic Index %= Liquid Limit-Plastic Limit=___________% Plastic Index %= 68. 64-24. 24=44. 4% Linear Shrinkage Determination Mould No. 3 Crumbling of Sample NO Length of Mould 254mm Curling of Sample NO Length of Soil 222mm Cracking of Sample YES Linear Shrinkage 12. 60% * Atterberg Limits Determination (Linear Shrinkage) Table 6 Linear Shrinkage Determination After removing the mould containing the soil sample after 24 hours from the top of the oven, the linear shrinkage of the soil was measured usin g a ruler.The result as shown above in table 6, the soil has shrunk 32mm in length and cracking of the sample has occurred. The same has not crumbled at touch and has not shown any curling effects. The Overall linear shrinkage is calculated to be 12. 60%. LS=LsL*100 LS=32254*100=12. 60% Discussion The classification of the Coarse and Fine Grained soil was made according to the Australian Standards as1726 1993. All justification of the results and classifications of the Sieve Analysis and Atterberg Limits have been made through the combination of the identification and classification tables in the appendix. Coarse Grained Soil As per the Particle size plot in the appendix, the sample is shown to have only coarse grain materials. Consisting of 22% Gravel (7% Medium Grain and 15% Fine Grain) and 38% Sand (22% Coarse Grain, 13% Medium Grain and 3% Fine Grain), indicates that the soil is widely distributed and hence making it a Gravelly SAND. * Fine Grained Soil Using the Atterberg Limi ts to find the Plastic Limit and Liquid Limit percentages, these were applied to the Plasticity vs. Liquid Limit Chart (AS1726-1993) to determine the classification of the soil sample.As the intersection point is below the A line with a high liquid limit of 68. 64%, the reaction to shaking was low to none and the toughness is low, the classification of the soil sample is most likely to be MS-SILT Highly Plastic. Also according to the Australian Standards the color of our soil was Brown mottled red-brown. Since the fine grained soil was cohesion less and free running we can classify the soil as dry. In accordance to the Plasticity vs. Liquid Limit chart the soil is of High Plasticity as the liquid limit was of a value greater than 50%.In addition to the above, the particle size distribution curve is also widely spread so the soil is classified as Well Graded. Conclusion In this experiment we used the Sieve analysis and Atterberg Limits tests to investigate the properties of the soil as mentioned in the Australian Standards AS1726 -1993. In addition sample tests were conducted including the liquid limit test (LL), plastic limit test (PL), plastic index test (PI) and linear shrinkage (LS) of the soil sample provided by the administration. All results obtained have been justified and the classifications of the soil made in accordance to the Australian Standards 1726 1993.References Evans R, 2010, HES2155 Geomechanics, Swinburne University of Technology, Melbourne VIC. Appendices Appendix A (Particle Size vs. Percentage Passing Plot) Appendix B (Plot of Number of Blows Vs. Moisture Content) Appendix C (Soil Classification Tables) Table 7 List of Soil Classification Symbols. Table 8 Identification and Classification of Coarse Grained Soil. Table 9 Identification and Classification of Fine Grained Soil. Graph 1 Plasticity Chart vs. Liquid Limit Appendix D (Formulas and Sample Calculations)