BRIEF DISCUSSION OF PHYSICAL REQUIREMENT OF AGGREGATE, SOIL, BITUMEN, EMULSION, CEMENT ETC.

Minimum weight of sample for sieve analysis

BUILDING MATERIAL Material:- Soil, Sand Gravel, aggregates for granular construction as well as Bituminous construction Sand, aggregate for cement work, Cement, Bitumen. 1:- Soil:- Classification and identification:- Clay, Silt & Sand.

-- Coarse grained soil- more than 50 P.C. is retained on 75 micron I.S. Sieve. -- Fine Grained Soil- more than 50 P.C. of material is smaller than 75 micron sieve.

Coarse grained Soil

Gravel Sand Gravel is + 4.75 mm size sands (-) 4.75 & + (.075 m) FINE Grained Soil:- i) Silt & Clay of low compressibility having L.L. < 35 (L) ii) Silt & Clay of medium compressibility:- LL. 35 - 50 - Symbol (I)iii) Silt & Clay of High Compressibility:- LL > 50 - (4) Coarse grain can be further subdivided into 8 category, GW, GP, GM, GC, SW, SP, SM & S.C.

Maximum size present in substantial aproportion mm635040 or 31.52520-1612.5106.34.752.36Minimum weight of sample to be taken forKg5035155210.50.20.20.1

When Cu is 4 CU, 1 - 3,Ip = .73 X (WL 20) = .73 X (35 -20) = 10.95Boulder -> 300 MMColable - 75-300 mm

Gravel - 20-75 Coarse

4.75 - 20 - FINE Sand Coarse - 2- 4.75 Medium 2 0.425 Fine 0.425 - .075

Silt - .075 - .002 Coarse .075 - .02 Medium .02 - .006 Fine .006 - .002Clay - < .002

Determination of moisture content in soil:- There are various methods are available for determination of moisture content in Soil. Determination of field moisture Equivalent:- F.M.E. minimum water content expressed as A.P.C. of weight of oven dried soil, at which a drop of water placed on a smooth surface of the soil will not immediately be absorbed by the soil but will spread out over the surface and give it shiny appearance W2 W3

Field moisture Equivalent:-FME = X 100,W3 W1Where W2 = container with wet soil, W3 = container with dry soil, W1 = weight of container. Determination of specific gravity of Soil Fine grain in bottle 50 mm. G1 (m2 m1)

(m4 m1) - (m3 m2)Fine, medium & coarse grain soil in Jar one lilve capacity. 1) Grain Size Analysis:-Atterberg Limits:- Liquid limits Determination by one Pentrometer -- 2) Mechanical Liquid limit Device Flow index----------Extend the graph at either end to intersect the ordinate corresponding to 10 and 100 drop. The slope of this line expressed in water content at 10 Drops and 100 Drops shall be reported as flow index- It may be calculated from following equation WI W2 N2N1

If =

Los 10 W1 moisture content in P.C. to N1 drop,W2 moisture content in P.C. corresponding to N2 drop. Toughness Index :- IP

It = If IP = Plasticity index If = flow index Liquidity index Wo Wp

I2 = IP

Free swell index of soil:-Per meability of soil:-Soil compaction:- Type of compaction mould Type-DIA100 G4150 0.4Water content dry densityIS2720 Part- 7, using light hammer 2.6 kg rammer falling 310 mm material upto 19 mm

Compaction :- Increase in dry density of soil by dynamic load where as consolidation is gradual decrease in volume of voids, thaws increase in density by cohesive soil brought about under action continuous acting static load over the period of time. C.B.R.Penetration Depth Unit standard Load Total standard LoadKg/cm2Kgf mm 2.57013705.0010520557.50134263010.00162318012.501833600

100 ym100+W Ym 1+

W100 PT PSCompaction in large size mould Material upto 37.5 mm, volume of mould 2250 cc, compacted in three layers, each given 55 blows. Heavy Compaction IS 2720 Part 8Mould 1000 c - material < 19 mm size in five layer each layer being given 25 blows from 4.9 kg rammer dropped from height of 450 mm In large mould volume 2250 cc material 37.5 mm size Compacted in five layer given 55 blows of 4.9 kg rammer dry density-

Yd = =

Determination of shearStrength parameter

i) Direct shear test Triaxil vane shear test

Determination of CBR

CBR = X 100

PT = corrected unit test load corresponding to the chosen penetration from load penetration curve.

Consistency :- The consistency is that property of material which is manifested by it resistance to flow refer to resistance of soil offered against forces that tend to deform or rupture the soil.

MECHANICAL PROPERTIES Aggregate crushing value.10 percent fine valueImpact valueAbrasion valuePolished stone valueCrushing strength

i) Crushing Value:- Crushing value gives relative measure of resistance of an aggregate to crushing under gradually applied compressive load size 12.5 10 mm load applied 40 T in ten minutes. B

Crushing value = X 100 Awt of material taken for test.Passing appropriate sieve.

ii) Ten percent fine values:-Ten percent fine value gives the measure of resistance of an aggregate to crushing- Load should be applied in such a manner so that it causes the total penetration of plunger in ten minutes- 15 mm for rounded aggregates.20 mm crushed aggregate24 mm for shale & slag After sieve out in 2.36 mm sieve & fine passing the sieve sale be weighed & expressed as % of total sample wt. This should be 7.2 to 12.5. (-) 2.36

Wt of sampleIf not a repeat test is to be done to obtain the value within 7.5 to 12.5Load required for 10 PC fine.

14 + X

X = load in tons = Y + 4Y = mean P.C. of fine from test of. iii) Aggregate impact values:-The aggregate impact value, gives a relative measure of the resistance of aggregate to sudden shock or impact, which is some aggregate differs from its resistance to slow compressive load fall 380 5.00 mm Wt of hammer 13.5 to 14 kg given - 15 blows, fall 380 5 mm iv) Determination of aggregate Abrasion value. By use DEVAL MACHINELos Angeles Machine Sieve 1.70 mm I.S. Sieveabrasive charge 48 mm dia and each weighing 390-445 g

Grading Number of sphereWt of charge gA125000 25B114584 25C83330 20D62500 15E125000 25F125000 25G125000 25

Grading of test samplesSieve sizes square holePassing in mm Retained mm wt in g for test sampleMachine is to be roted at the speed of 20-33 revaluation/ minutes for grading A,B,C,D & it shall be roted for 500 revaluation For EFG grading shall be roted for 1000 revaluation. After test material is sieve first on 4.75 mm then (-) 4.75 mm in 1.70 mm I.S. sieve. (-) 1.70 mTotal Sample reported as P.C. of wear

80-63ABCDE2500FG63-50250050-405000500040-2512505000500025-201250500020-12.51250250012.5-101250250010-6.325006.3-4.7525004.75-2.365000

Soundness test:- Na2 So4, Mg So4350 gm - 400 gsp G.1.151 1.174

Fine aggregate sample for such a size that it will yield not less the 100 gm of each of the following sizes- PassingRetarget I.S. Sieve I.S. Sieve10-4.754.75-2.362.36-1.181.18-600600-300In case of coarse aggregate74.75 mmyield Size10-4.75300 gm20-101000 gmConsisting of 12.5 - 10 - 33 P.C. 20 - 12.50 - 67 P.C. 40 - 20 - 1500 gmConsisting of 25 - 20 - 33 P.C. 40 - 25 - 67 P.C. 63 - 40 - 3000 gmConsisting of 50 - 40 - 50 P.C. 63 - 50 - 50 P.C.all in aggregate shall be separated in two major fraction + 4.75 & 4.75After completion, sample to be sievedFine aggregate on same sieve on which if is retained Coarse aggregate as below. Sieve of aggregate Sieve used to determineCm 63-40 mm31.5 mm40-2016 mm20-108.00 mm10-4.754.00 mm 8.10

8.10v) Determination of stripping value of road aggregate.20-12.5 m - 200 g aggregate mix with 5 P.C. by of aggregate Bitumen heated to 1600 C l aggregate 1500after mixing place in 500 ml beaker and allow to coat about two house, Distilled water in then added to immerse the mix Beaker is covered and kept in water bath, water level is to be at half the ht of beaker after expiry of 24 hrs beaker is taken out and coat at room temperature and extent of stripping is observed.

vi) Paving Bitumen The material shall be homogenous and shall not foam when heated to 1750 C. A 25, means, from Assam Petroleum and has approx, penetration 25, where S- 35 means a having bitumen from other source.

PassingRetainedSample P.C.Wt of sample before kmP.C. passing fine actual P.C. Los63402030004.8.9840204515008.03.6020102310009.62.20104.751230011.21.34

Requirement of other bitumen

TestsS 35S 45S 65S 90S 200i) Specific gravity at 270C0.990.990.990.980.97ii) Water PC by wt0.20.20.20.20.20iii) Fash Point Pensky Mortens closed type 0c m175175175175175iv) Softening Point0c m 50-6545-6040-5535-5030-45v) Penetration at 250c 100g, 5sec in 1/100 cm30-4040-5060-7080-100125-225vi) Ductility at 270c in cm min 501751751751-2v) Loss on healing penetration of residue6060606060vi) Soluble in carbon- dioxide. 9999999999

I.S. 217 - 1961 - cut back bitumen 454 - 1961 - DIGBOI Type cut back 702 - 1961 - Industrial BitumenTEST RESULTS OF PAVING BITUMEN VIS.A.VIS I.S. 73

Bahrain petroleum oil company. This values are taken from different sources.

80/10060/70S-S-Test GR MR HR MRLHR BAPOCO90651) SpG at 270c 1.03, 1.025, 1.020, 1.0281.024 1.030.98 (min).98 (min)2) Water content. - - - - - - 0.2 (max)0.2 (max)3) Flash point.260 260 258 256 270 272175 (min) 175 (min)4) Softening point.46 45 44.9 47 48 50.435-5040-555) Penetration85 89 91 83 69 6080-10060-706) Ductility at 270c100+ 100+ 100+ 100+ 100+ 100+75 (min)75 (min)7) Loss on heating .01 0.1 0.2 0.2 0.1 0.11 (max)1 (max)8) Penetration of residue expressed as % of iten 5, matter 92, 95, 91, 95 95 9060 pc(min)60 pc(min)Solution 99.9, 99.9, 99.9, 99.9, 99.9, 99.9,99 (min)99 (min)

PI of fraction passing 425 micron not executing 5Grading requirement of B.M., S.D.B.C., D.B.M. & B.C.

I.S. Sieve P.C. by wt passing the I.S. SieveB.M.S.D.B.C.D.B.M.B.C.IIIIIIIIIIII80-10050-7535-4625-3080-10050-7550-6530-4545 mm100---100---37.5 mm90-100---95-100100--26.5 mm75-100100--63-9390-100100-19 mm-90-100100--71-9579-10010013.2 mm35-6156-8890-10010055-7556-8059-7979-1009.5 mm--70-9090-100--52-7270-884.75 mm13-2216-3635-5135-5138-5438-5435-5553-712.36 mm4-194-1924-3924-3928-4228-4228-4442-581.18 mm--15-3015-30--20-3434-48.600 mm------15-2726-38.150 mm------5-1312-20.075 mm0-80-83-83-82-82-82-84-10Nominal Size of Aggregate40 mm19 mm13 mm10 mm40 mm25 mm19 mm13 mmBinder mm3.1-3.4S-35, 903.3-3.5S-35,90Min 4.5S-65Min 5S-65Min 4S-85Min 4.5S-655-6S-655-7S-65

Test Result Bitumen80/100 60/70GRMRHRMRLH.R.BAPOCO IS -73 S-90 S-651)Sp Grat 270c1.03,1.025,1.020,1.028,1.024,1.030,0.98, min 0.98, min2) Water Content %------0.2 pc, max 0.2 pc, max3) Flash Point in 0C260,260,258,256,270, 272,175, min 175, min4) Softening point 46,45,44.9,47,48.0, 50.435-50,40-555) Penetration at 250C 100g, 5 second85,89,91,83,65, 60, 80-100, 60-706) Ductility at 270 C100,100,100,100,100, 100, 100, 1007) Loss on heating 0.1,0.1,0.2,0.2,0.3, 0.11 max8) Matter soluble

in trichloroethylene 99.9,99.9,99.9,99.9,99.9,99.9, 9) Viscosity at 600C, Poise 1150,1011,1282,1170,1714,2421at 1350C, Poise286,291,319,325,372,453,25010) Test on residueFrom R.T. F.O.11) Viscosity at 600C, Poise1498,1247,1596,1518,2134,2851Ductility, in cm 100Ageing indices 12)Viscosity ratio at 6002.1,2.3,1.8,2.1,2.0,2.0at 1350 1.6,1.3,1.3,1.2,1.3,1.313)Softening point, 0c1.1,1.1,1.1,1.1,1.1,1.114)Penetration% 63.5,60.1,63,65,72.5,70.0NB:- G.R.- Gujrat, M.R.- MATHURA, H.R.- HALDIA, MRD- MADRAS, BAPOCO Bahrain Petrolium Oil