Soil and Rock

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Soil and Rock Soil and rock are the principle components of many construction projects. Knowledge of their properties, characteristics, and behavior is important to those associated with the design or construction of projects. 

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501 2۳0 ۳۵6 2 errs 9 

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Soil and Rock Steel and concrete are construction materials that are basically homogeneous in composition. As such, their behavior can be predicted. Soil and rock are just the opposite. By nature they are heterogeneous. In their natural state, they are rarely uniform. 

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Soil and Rock Soil and rock are heterogeneous. They are rarely uniform and work processes are developed by comparison to a similar type material with which previous experience has been gained. To accomplish this, soil and rock types must be classified. 

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۳۰۳۰ 6۳۵0۵۲۱0 ‎Soil gradation‏ موه ‎is the distribution, in percent (%) by weight, of individual particle sizes. ‎ ‎ ‎7 7 Silt ‎ ‎Mictoscopic* ‎ ‎Microscopic 

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SOIL TYPES _@_~NON-COHESIVE Well rounded Subrounded Subangular Angular Bulky shaped soil grains 

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SOIL TYPES COHESIVE ‎TS Platy‏ الم ‎Small grained shaped‏ ‎Mesh sieve gojl]‏ #200 < ‎arains‏ 

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SOIL LIMITS Atterburg Limits LL - Liquid limit PL - Plastic limit PI - Plasticity _ ۲ . 

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SOIL LIMITS Stages of ——-——_Consistency—________, Plastic State 1 Liquid State Semi-solid 0 1 Range indicatedby 5 the plastic index (PI) ۲ Pl= LL— PL 1 اا PL State L ۱ 0 5 Solid State —Meisture content decreasin 

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SOIL LIMITS LL - Liquid limit is the water content of a soil when it passes from the plastic to liquid state. 

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SOIL LIMITS LL - Liquid limit Non-cohesive or sandy soils have low LLs -- less than 20. Clay soils have LLs ranging from 20 to Amr 

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SOIL LIMITS PL - Liquid limit is the lowest water conten at which a soa remains ‏ه06‎ inch diameter thread 

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SOIL LIMITS PI - Plastic Index The hightrie Ft the more clay that is present in the soil. 

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Volumetric Measure * Bank cubic yards (bcy) * Loose cubic yards (Icy) ¢Compacted cubic yards ccy) 

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COMPACTION Each soil has its particular optimum moisture content (OMC) at which a corresponding maximum density can be obtained for a given amount of compactive 

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a COMPACTION Laboratory max. dry density 8 8 Density dry soil, Ib/cf 59 x Optimum moisture 5 | ١ t ۱ ۱ 1 1 | | 1 1 108 —t 4 8 12 16 Moisture content in % 

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COMPACTION | | 5'%lb. Hammer 25 Blows per Layer PROCTOR Compactive TEST Effort 12,400 ft. Ibs. Standard Proctor or Soil sample a9o r-99 cubic foot 3 layers 

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COMPACTION . 10 Ib, Hammer — PROCTOR TEST Modified Proctor +; Soil sample aco || cubic foot -180 5 layers 

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COMPACTION SPECIFICATIONS Typically ۲ specification ‏الا - تسب‎ s give an 1 acceptable ۴ range of i loptinum moisture water content, 5 12 16 4 8 OMC + 2% Moisture content in % wee ‏ی‎ 

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COMPACTION SPECIFICATIONS 140 The ‏رز‎ _Laboratbry max. dry density specification ‏*ة‎ 126 alsosetsa i, A minimum 2 density, 95% Bus ‘ot um moisture of max. dry i density fora ۴ specific test 4 8 12 16 Moisture content in % 

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Laboratory max. dry density - ع م بج Density dry soil, Ib/cf & ‏ص‎ 16 Moisture content in % 

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Soil Weight-Volume Relationships Equ. 4.1 _ totalweighof soil_ W Unitweight{y) =——— ‏س‎ ‎ae totaboilvolume ۷ Equ. 4.2 _ weighof soilsolids_W, Dryunitweightly,) = totaboilvolume V Equ. 4.3 Watawontental= weighof wateimsoil_W,, weighof soilsolids W, 5 

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Water Content J weighof watemsoil_ W,, Wat ‏بت رامین‎ ۳60 weighof soilsolids 1 — Wet Weight Dry Weigl Dry Weight 

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or 18% Water Content 100 9 85 = 0.18 

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Soil Weight-Volume Relationships Dry weight is related to unit weight by water content, ۷ ٩ ‏رب‎ ‎and when you move rock and dirt the only thing that stays constant is the weight of the solid 

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Soil Weight-Volume Relationships When you move rock and dirt the only thing that stays coissthatweight 

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(۵ وك © د 0 material * unit weight 0۴ ۶ 94.3 pcf * water content (w) of 

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compacted to ‏سس‎ ‎۰ dry unit weight (y,) of 114 pcf * water content (q@) of 

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۳ 60 ‏ار‎ ‎The net section of the embankment is 113,000 cy. How many cubic yards of excavation yy emésprikedetit 7 the 

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EXEROGE As material is moved from the excavi 3 to the compacted “fill the only constant is the weight of the solid particles (y,). 

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GXERO1IGE Gtp 0 Weight of the solid particles which make up the embankment oe ‏ی‎ GD of 114 pcf Dre BL ‏سوه ص13‎ Conversion factor cy to ft? 

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EXERO1IGE Gtep © Use relationship y, - y to calculate the dry unit weight of the excavated material. * a unit weight (y) of 94.3 *a 0 (w) of 8% 17 

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EXEGROC1G6E 6-79 Calculate the weight of the solid particles which make up the excavation (cut). xox < 87.31 Ib/ ft? 

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EXGRO1GE 6-7 € The weights must be equal therefore: xa «8731 10/3 - ‎x 1141b/ ft‏ قل ‎Conversion factors cancel out. 

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EXEGRO1IGE Gtep € The weights must be equal theretore: 5; Pe اد الط ۳ روز وو 5 9130009 16 X = 147,535 cy excavated material required 

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۶ Check the water requirements. Will a water truck be needed on the job or uy 

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Water content (a) ‘weighof watemsoil_ W,, - weighofsoilsolids 7 5 @ x Yq = weight of خم م لظا سس لس 

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Gtep 0 Outer Prow Out 147,535 GY Vol. Cut x 87.31 poh. x27 cf / C¥onversion <x G08 = Dit Vater 

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Gtep 0 Outer Prow Out 147.53 cy x 87.31 pof x 27 cf ۸ ۵ = 27,825,120 lb water delivered with the borrow material 

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Step © Outer ceded ot the Fil 113000 cy Vol. Emb < 114 7 ۰ x27 cf / Cy conversion X02 = Ib GF ieiter 

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مس ‎Oder veeded of the Pill‏ 113.000 cyx 114 pcf x 27 cf / (yx AL = 41,737,680 Ib water needed at the fill 

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Step 9 Outer DePictewy Needed at the fill 41,737,680 lb Delivered w/ cut—____ 27,825,120 lb Water deficiency 13,912,560 Ib 

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PE ۶ 6 € Ovwert to Gulows Water deficiency 13,912,560 lb Water weights 8.33 lb/gal Need to add 1,670,175 

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Step S Gulows per vy Water deficiency 1,670,175 gal Volume of cut "Need _ دوت / ‎١‏ ریم 2 411 

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Adding Water Using sprinklers to add moisture to a foundation fill. 

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Reducing Moisture + 8 3 aay fill to reduce ۰ وعد د ولح وم موحد