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University of BabylonCollege of EngineeringDepartment of Civil EngineeringLectures of Highway EngineeringForth Stage01- Cross-Section Elements02- Earthworks & Mass-Haul Diagram03- Asphaltic Materials04- Aggregate05- Asphalt Paving Mixture06- Drainage07- Evaluation of Strength for Subgrade08- Thickness Design of Flexible Pavement09- Rigid Pavement10- The Effect of type and amount of Filler on Asphalt Paving MixProf. Ali AlwashAsst. Lect. Harith AjamOct-2010
Oct-2010Lectures of Highway Engineering – Forth StageReferences:1. Yoder; E. J. and M. W. Witczak, “Principles of Pavement Design”, A Wiley-Interscience Publication, John Wiley & Sons Inc., U.S.A., 1975.2. Yaug H. Huang, “Pavement Analysis and Design”, Prentic Hall Inc., U.S.A.,1993.3. Paul Croney and David Croney, “The Design and Performance of RoadPavements”, McGraw Hill, U.S.A., 1998.4. “AASHTO Guide for Design of Pavement Structures 1993”, AASHTO, AmericanAssociation of State Highway and Transportation Officials, U.S.A., 1993.5. “A Policy on Geometric Design of Highways and Streets 2001”, AASHTO,American Association of State Highway and Transportation Officials, U.S.A., 2001.6. Oglesby Clarkson H., “Highway Engineering”, John Wiley & Sons Inc., U.S.A.,1975.00-2References
Nov-2009Lectures of Highway Engineering – Forth Stage01- Cross-Section Elements1. Surface Type:-Asphalt concrete (flexible pavement).-Plan, simply reinforced & continuously reinforced concrete (rigid pavement).-Surface treatment Æ for shoulders.Choice depending on ( )اﺧﺘﻴﺎر ﻧﻮع اﻟﺴﻄﺢ ﻳﻌﺘﻤﺪ ﻋﻠﻲ :a.Applied stresses ( )اﻻﺟﻬﺎدات اﻟﻤﺴﻠﻄﺔ .b.Environmental conditions ( )اﻟﻈﺮوف اﻟﻤﻨﺎﺧﻴﺔ اﻟﻤﺤﻴﻄﺔ .c.Available materials ( )اﻟﻤﻮاد اﻟﻤﺘﻮﻓﺮة .d.Common practice ( )اﻟﺨﺒﺮة اﻟﺸﺎﺋﻌﺔ .e.Cost ( )اﻟﻜﻠﻔﺔ .2. Cross Slop:0.01 – 0.03 "high type surface"0.08 "low type surface" Æ shoulders3. Lane Width:-Standard 3.65m-In practice 3.75 m- 0.25m (at shoulders) & 0.5m (at median if barrier curb is found).Where 0.25m & 0.50m marginal strips.4. Shoulder: - Surface treatmentWidth 2.5 - 3.0mCross-slop 5 - 8% 0.05 - 0.0801-1Cross-Section Elements
Nov-2009Lectures of Highway Engineering – Forth Stage5. Curbs:-Barrier (for pedestrian) ( )ﻻ ﻳﻤﻜﻦ اﺟﺘﻴﺎزﻩ ﺑﺎﻟﻤﺮآﺒﺎت -Mountable ( )ﻳﻤﻜﻦ اﺟﺘﻴﺎزﻩ ﺑﺎﻟﻤﺮآﺒﺎت -Curb & Gutter ( )أﻧﻮاع ﻣﻦ اﻷرﺻﻔﺔ ﺗﺤﻮي ﻧﻈﺎم ﺗﺼﺮﻳﻒ 6. Guard rail (by sheet and column):Used at hazardous points:-at high fill 3.0m-steep grades ( )اﻧﺤﺪار ﺷﺪﻳﺪ -sharp curvature ( )اﻧﺤﻨﺎء ﺷﺪﻳﺪ -sudden change in alignment-restricted sight (foggy )ﻣﻨﺎﻃﻖ اﻟﺮؤﻳﺔ اﻟﻤﻘﻴﺪة( )ﺿﺒﺎﺑﻲ -near rivers and lakes 10 - 15m7. Median:For:-Separating opposite flow-Future expansionW (m)1.212O (m)30901-2Cross-Section Elements
Nov-2009Lectures of Highway Engineering – Forth Stage8. Side walk ( )ﻃﺮﻳﻖ اﻟﻤﺸﺎة :9. Side slop:a. Cut slop:-For normal soil (clay, silt, sand), & h 6.0m:H:V 2:1, ., 4:1 (favorable 4:1 )اﻟﻤﻔﻀﻠﺔ -For normal soil, & h 6.0m:(has to be design according to slop stability theory)-For rocky soil:Hard (H:V) 1:10 1:5Medium (H:V) 1:4 1:3Sift (H:V) 1:2 with stepsb. Fill slop:، أول ﺳ ﺘﺔ أﻣﺘ ﺎر ﺑﺎﻟﻤﻴ ﻞ اﻟﻤﺒ ﻴﻦ ﺑﺎﻟﺸ ﻜﻞ (1:1) ( ﺑﺎﻟﻤﻴﻞ h) واﻟﻤﺘﺒﻘﻲ 01-3Cross-Section Elements
Nov-2009Lectures of Highway Engineering – Forth Stage ﻓ ﻲ ﺣﺎﻟ ﺔ وﺟ ﻮد ﻣﺴ ﻄﺢ ﻣ ﺎﺋﻲ ﺑﺠﺎﻧ ﺐ اﻟﻄﺮﻳ ﻖ ﺗﻜ ﻮن اﻟﺘﻔﺎﺻﻴﻞ آﻤﺎ ﻓﻲ اﻟﺸﻜﻞ 10.Vertical clearance:For roads min. 5.20mFor railway min. 6.50mFor walkway min. 2.50mFor main rivers min. 6.50mFor other rivers min. 3.50mFor high tension lines min. 8.8 -10m11.Right of way ( )ﻣﺤﺮﻣﺎت اﻟﻄﺮﻳﻖ 80mFreeway 200mHighway 100mUsed for: future expansion ( )اﻟﺘﻮﺳﻊ , safety ( )اﻷﻣﺎن , maintenance ( )اﻟﺼﻴﺎﻧﺔ .01-4Cross-Section Elements
Nov-2009Lectures of Highway Engineering – Forth Stage02-Earthworks & Mass-Haul DiagramMass-haul diagram:Continuous curve showing the relationship between the accumulated algebraicsums of corrected earthwork volume and distance for the purpose of minimizing thecost of excavating hauling & damping the materials (Soil).-Rising Æ Cut-Falling Æ Fill-Steep slop Æ High cut or fill-Zero slop Æ Change from cut to fill or vice versa.-Zero value Æ Balance between cut and fillHaul ( )اﻟﻨﻘﻞ Volume (m3) * Distance (sta.)Haul distance:The distance of moving the masses of soil from one place to another, in theprocess of earthwork.02-1Earthworks & Mass-Haul Diagram
Nov-2009Lectures of Highway Engineering – Forth StageFree haul distance (F. H. D.):The distance within which there is a fixed price for excavating, hauling, anddamping the materials regardless of the distance moved.Free haul ch arg e I.Dm3Over haul distance (O. H. D.):The distance beyond (F. H. D.) for which there is an additional price for each(m3.sta.)Over haul ch arg e max . O. H. D. I.Dm3.sta.Borrow ch arg eO. H. ch arg eLimit of economical haul distance (L. E. H. D.):The distance beyond which it is more economical to waste and borrow ratherthan to pay for the cost of over hauling.L. E. H. D. F. H. D. max. O. H. D.A-B F. H. D.C-D F. H. V.E-F L. E. H. D.G-H O. H. V.E-K West (W)F-P Borrow (B) وآﻤﺜﺎل ﺗﺮﺳﻢ اﻟﻌﻼﻗﺔ ﺑﻴﻦ اﻟﻤﺴﺎﻓﺔ )ﺑﺎﻟﻤﺤﻄﺎت( ﻣ ﻊ اﻟﺤﺠ ﻮم اﻟﻤﺼ ﺤﺤﺔ اﻟﻤﺠﻤﻌ ﺔ ﻟﻘ ﻴﻢ ﻣﻌﻴﻨ ﺔ ﺑﻤﻘﻴ ﺎس رﺳ ﻢ ﻣﻌ ﻴﻦ ﻟﻠﺤﺼ ﻮل ( وﺣﺴ ﺐ ﻣﻘﻴ ﺎس اﻟﺮﺳ ﻢ ﺗﺮﺳ ﻢ وﺗﻘ ﺎس 3Sta.) ( هﻲ ﻣﺴﺎﻓﺔ اﻟﻨﻘﻞ اﻟﺤﺮ وﻣﻘﺪارهﺎ ﻟﻠﻤﺜﺎل ﺣ ﻮاﻟﻲ A-B) ، ﻋﻠﻰ ﻣﺨﻄﻂ ﻧﻘﻞ اﻟﻜﺘﻞ وﻣﻨﻬﺎ ﺛ ﻢ ﻧﺮﺳ ﻢ اﻟﺤ ﺪ اﻻﻗﺘﺼ ﺎدي ﻟﻤﺴ ﺎﻓﺔ .(F. H. V.) ( وه ﻲ ﺣﺠ ﻢ اﻷﺗﺮﺑ ﺔ اﻟﻤﻨﻘﻮﻟ ﺔ ﺑﺼ ﻮرة ﺣ ﺮة A-B) اﻟﻤﺴﺎﻓﺔ ﻣﻦ ﻗﻤﺔ اﻟﻤﻨﺤﻨﻲ ﻟﻠﺨ ﻂ أﻣ ﺎ ، ( هﻲ ﺣﺠﻢ اﻟﺘﺮﺑﺔ اﻟﻤﻨﻘﻮﻟ ﺔ ﺑﺼ ﻮرة ﻣﻀ ﺎﻓﺔ ﺑﺼ ﻮرة ﻣﻨﺎﺳ ﺒﺔ G-H) ( وﺣﺴﺐ ﻣﻘﻴﺎس اﻟﺮﺳﻢ ﻓﺘﻜﻮن اﻟﻤﺴﺎﻓﺔ L. F. H. D.) اﻟﻨﻘﻞ . ( اﻟﻔﺎﺋﺾ واﻟﻤﺴﺘﻌﺎر W, B) ( ﻓﻬﻲ E-F) اﻟﺒﺎﻗﻲ ﺗﺤﺖ 02-2Earthworks & Mass-Haul Diagram
Nov-2009Lectures of Highway Engineering – Forth StageCorrection:MM* Sandy, Silty clay ﺗﺤﻤﻴﻞ Shrinkage: 5 – 15 % 10%LooseV0M ﺣﺪل V1V2V0 V2 V1MM* Lime stone, Sand stone ﺗﺤﻤﻴﻞ Bulking: 25 – 35 % 30%V0LooseM ﺣﺪل V1V2V2 V1V2 V0Ex.:Sta.End Area(m2)Cut Fill4.02.60 002 0024 001.06 0079 000Cut (m3)(-)Shrinkage10% (m3)CorrectedCut (m3)Fill – (m3)BalanceVol. (m3)(Cut-Fill)0.5*(4 2)*200 600600*0.1 60600-60 5400.5*(2.6 0)*200 260 2800.5*(2 1)*200 300300*0.1 30300-30 2700.5*(0 3)*200 300-300.5*(1 7)*200 800800*0.1 80800-80 7200.5*(3 2)*200 500 2200.5*(7 0)*300 10501050*0.1 1051050-105 9450.5*(2 8)*300 1500-5550Accu.Vol.(m3)0 2803 2502 4708-85M-H. DiagramCorrected accumulated 09001000-100Distance (Sta.)02-3Earthworks & Mass-Haul Diagram
Nov-2009Lectures of Highway Engineering – Forth Stage03-Asphaltic MaterialsAxel LoadM. S. (Marshall Stability)C.B.R. (California bearing reaction)Flexible Pavement Layers:M. S. 8 kN 10 kNM. S. 7 kNWearing (Surface) courseLevel (Binder) course(Asphaltic concrete)(Asphaltic concrete)M. S. 5 kNC. B. R. 80%C. B. R. 35%C. B. R. 5% 10%Base course- Asphaltic concrete- Crushed stone- Subbase courseCompacted subgrade(Concrete)(Stabilized mater) (asphalt, concrete, lime)(Sand-gravel)C. B. R. 5% 4%Natural subgradeAsphaltic Concrete:-Asphalt cement-Coarse aggregate (crushed gravel) [1" – No.4 (No.10)]-Fine aggregate (sand) [No.4 (No.10) – No.200]-Mineral filler (cement or lime) [ No.200]-AdditivesBituminous materials:Mixture of hydrocarbons (C, H), liquid or semisolid in consistency, soluble inCS2 & CCl4-Tar: produced by destructive distillation of coal (chemical change), cannotfound in nature, more susceptible to temp. & more toxis.-Asphalt: produced by fractional distillation of petroleum (physical change),natural (lakes, rocks) or manufactured, less susceptible to temp. & less toxic.Dura ane C3H8o370 CRed need oil 40%Blending (a) and (b) ( )ﺑﻌﺾ ﺣﺎﻻت اﻟﻤﺰج to produce asphalt cement:Vacuum(a) residue 18%HeavydistillationBase(b) Asphalt 13%Blend1 (a) 1 (b) Æ AC (40-50)1.8 (a) 1 (b) Æ AC (60-70)03-1 اﻟﻨﻔﻂ اﻟﺨﺎم ﺑﻌﺪ اﻟﺘﻘﻄﻴﺮ Crude oil100%[315oC]LightdistillationAsphaltic MaterialsGasolineKeroseneDiesel OilLube OilAsphalt Paraffin
Nov-2009Lectures of Highway Engineering – Forth StageManufactured AsphaltAsphalt CementLiquid (Cut-back) AsphaltEmulsified AsphaltA) Asphalt Cement:a. Penetration grade:40-50 اﻧﺘﺎج ﻗﻠﻴﻞ 50-6060-7085-100120-150200-300Less durable ( )ﻗﻠﻴﻞ اﻟﺪﻳﻤﻮﻣﺔ Less flexible ( )ﻟﺪوﻧﺔ ﻗﻠﻴﻠﺔ (Thermal Cracking)More temperature susceptible(permanent deformation)(Rutting)b. Viscosity grade:Absolute viscosity (Dynamic): By Poise (dyne * sec .)cm 2 dγ (shear strain ) rate of shear strain sec . dyne τ(shear stress ) η(Abs.Vis. (Poise) ). 2 cm dt ( time (sec .)) 1 ﻗﻠﻴﻞ اﻻﻧﺘﺎج ﻣﻬﻢ Viscosity gradeAC-40AC-20AC-10AC-5AC-2.5oAbs. Vis. @60 C 40*100 4000 poise2000 poise1000 poise500 poise250 poisePenetration grade 20 40 70 120 200Asphalt cement requirements (AC-20 [40-70]):1. Basis of grading (Consistency) ( )اﻟﻘﻮام -Abs. Viscosity @60oC (1600 – 2400) poise(Gs 1.01 – 1.05)2. Temperature susceptibility ( )ﺣﺴﺎﺳﻴﺘﻬﺎ ﻟﻠﺤﺮارة :-Penetration ( )ﻓﺤﺺ اﻟﻐﺮز : (ST. condition – min. 40 (40-70) 1/10mmPenetration after thin film oven test, retained pen. 55% & (mass loss 0.75%)-Kinematics viscosity @135oC Æ Min. (210) Centistokes(Stokes 100 Centistokes) (Stoke Poise/Density)03-2Asphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth Stage3. Oxidative hardening ( )اﻟﺘﺼﻠﺐ ﺑﺴﺒﺐ اﻻآﺴﺪة :-Abs. viscosity @60oC after thin film oven test Æ Min. (10000) Poise4. Homogeneity ( )اﻟﺘﺠﺎﻧﺲ :-Ductility after thin film oven test Æ Min. (20cm)Ductility before thin film oven test Æ ( 100cm)@25oC (5cm/min.)-Solubility in Trichloro-Ethelin Æ Min. (99%)5. Safety:-Flash point Æ Min. (232oC)-Softening point Æ (52 – 60oC)Chemical components (AC):-Aliphatic hydro carbons (Chain)HHHH H C C C C H Light molecular weightHHHHH -Aromatic hydro carbons (Rings)CHeavy molecular weightH /C\\C H H CC\\/ HC HChemical Components:: وﺟﺪ أن ﺗﺮآﻴﺐ ﻋﻴﻨﺔ ﻣﻦ اﻻﺳﻔﻠﺖ هﻮ [C89 H104 S3 N2 O2]: وﺗﺨﺘﻠﻒ أﻧﻮاع اﻻﺳﻔﻠﺖ ﻓﻲ ﻧﺴﺐ هﺬﻩ اﻟﻌﻨﺎﺻﺮ وﺗﺘﺮاوح ﺿﻤﻦ اﻟﺤﺪود اﻵﺗﻴﺔ C 70 – 85 %,H 7 – 12 %,O 0 – 5 %,N 0–1%S 1–7%03-3Asphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth StageFractionalComponents ofACAsphaltene 1 Asphaltene2 Nitrogen basesMaltenesRoleBonding agent ( )اﻟﻘﻮام Peptizing agent ( ﻳﺴﺎﻋﺪ ﻋﻠﻰ اﻧ ﺪﻣﺎج اﻻﺳ ﻔﻠﺘﻴﻦ ﺑ ﺎﻻﺟﺰاء )اﻻﺧﺮى 3 First acidaffinesSolvent ( )ﻣﻮاد ﻣﺬﻳﺒﺔ ﺗﺴﺎﻋﺪ ﻋﻠﻰ اﺣﺘﻮاء اﻟﻤﻮاد اﻻﺧﺮى 4 Second acidaffines Solvent ( )ﻣﻮاد ﻣﺬﻳﺒﺔ ﺗﺴﺎﻋﺪ ﻋﻠﻰ اﺣﺘﻮاء اﻟﻤﻮاد اﻻﺧﺮى 5 ParaffinGelling agent ( )ﻋﺎﻣﻞ ﻣﺨﺜﺮ (Durability)Reactivityto O2LowHighHighLowVery lowB) Liquid (cut-back) Asphalt:Asphalt cement solvent (for temporary liquefaction)a. Rapid Curing (R.C):AC (85-100) GasolineRC-70 (ً )اﻻآﺜﺮ ﺷﻴﻮﻋﺎ RC-250RC-800RC-3000 ﻟﻠﻤﻨﺎﻃﻖ اﻟﺤﺎرة Kinamatic Vis. @60oC 70-2*70 centestok ﻟﻠﻤﻨﺎﻃﻖ اﻟﺒﺎردة Used as Tack Coat: Thin film of asphalt applied (immediately before paving)between 2-paved layers (0.2-0.5 litter/m2)b. Medium Curing (M.C):AC (120-150) KeroseneMC-30MC-70 (ً )اﻻآﺜﺮ ﺷﻴﻮﻋﺎ Tight Surface ( )ﻣﺴﺎﺣﺎت ﺻﻐﻴﺮة MC-270 (ً )اﻻآﺜﺮ ﺷﻴﻮﻋﺎ Open Surface ( )ﻣﺴﺎﺣﺎت آﺒﻴﺮة MC-800MC-3000Used as Prime Coat: Film of asphalt applied (before 24hr of paving) betweenunpaved & paved layers (1.0-0.5 litter/m2)c. Slow Curing (S.C):AC (200-300) OilsSC-70SC-250SC-800SC-3000For stabilizing earth works ( )ﻟﺘﺜﺒﻴﺖ اﻷﻋﻤﺎل اﻟﺘﺮاﺑﻴﺔ 03-4Asphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth StageC) Emulsified Asphalt:Dispersing of asphalt particles in water in presence of emulsifying agentAC (non-polar) Water (polar H OH-) surface active agent (emulsifier) اﻟﻤ ﺎدة اﻟﻤﺴ ﺎﻋﺪة ﺗﻤ ﻨﺢ ذرات اﻹﺳ ﻔﻠﺖ ﻗﻄﺒﻴ ﺔ ﻟﺘﻜ ﻮن ﻣﺴ ﺘﺤﻠﺒﺔ ﻓ ﻲ ، اﻟﻤﺎء ﻣ ﺎدة ﻣﺘﺄﻳﻨ ﺔ ، * اﻹﺳﻔﻠﺖ ﻣﺎدة ﻏﻴﺮ ﻣﺘﺄﻳﻨﺔ اﻟﻤﺎء * ﺑﻌﺾ اﻟﻤﻮاد اﻟﻤﺴﺎﻋﺪة ﺗﻀﻴﻒ ﺷﺤﻨﺎت ﻣﻮﺟﺒﺔ أو ﺳﺎﻟﺒﺔ أآﺒﺮ ﻣﻦ اﻟﺜﺎﻧﻴ ﺔ واﻟﺘ ﻲ ﺗﺴ ﻤﺢ ﻓ ﻲ اﻟﺤﺼ ﻮل ﻋﻠ ﻰ ﺑﻌ ﺾ اﻟﺨﻮاص ﻟﻠﻤﺎدة اﻟﻤﺴﺘﺤﻠﺒﺔ For:1. Possibility of mixing with aggregate at normal temperature.2. Water is safer and cheaper.: ﺗﺴﺘﻌﻤﻞ اﻟﻤﺴﺘﺤﻠﺒﺎت ﻋﻨﺪ اﻟﻤﺰج ﻣﻊ اﻟﺮآﺎم ﻷﻧﻬﺎ ﺗﻮﻓﺮ اﻣﺘﺰاج اﻹﺳﻔﻠﺖ ﺑﺴﻄﺢ اﻟﺮآﺎم .1 إزاﻟﺔ اﻟﻤﺎء اﻟﻤﻮﺟﻮد ﻓﻲ ﻓﺠﻮات اﻟﺮآﺎم .2 * ﻳﺤﺘﻮي ﺳﻄﺢ اﻟﺮآﺎم ﻋﻠﻰ ﺷﺤﻨﺎت ﻗﻄﺒﻴﺔ ﻣﻌﻴﻨﺔ ﻟﺬﻟﻚ اﺧﺘﻴﺎر ﻧﻮع اﻟﻌﺎﻣﻞ اﻟﻤﺴ ﺎﻋﺪ ﻳﺴ ﺎﻋﺪ ﻋﻠ ﻰ إﻳﺠ ﺎد ﺗ ﺮاﺑﻂ ﺑ ﻴﻦ : آﻤﺎ ﻓﻲ اﻟﻤﺨﻄﻂ أدﻧﺎﻩ ، اﻹﺳﻔﻠﺖ وﺣﺒﻴﺒﺎت اﻟﺮآﺎم ﺑﺼﻮرة أﻓﻀﻞ Emulsifying TypeAnionic Emu. Asp.agent(Quality)Cationic Emu. Asp.QuantityWith lime stone ( )With Quartz & Silica (-)Rapid settingAs (tack coat)Medium settingAs (prime coat with coarse agg.)Slow settingAs (prime coat with fine agg.)Anionic Emu. Asp.RS-1 & RS-2MS-1, MS-2MS-hSS-1 & SS-1hCationic Emu. Asp.CRS-1 & CRS-2*& CMS-2 & CMS-2hCSS-1 & SCC-1h(-) ﻓﻲ ﺑﺪاﻳﺔ اﻟﺮﻣﺰ ﻣﻌﻨﺎﻩ أن اﻟﺸﺤﻨﺔ ﺳﺎﻟﺒﺔ C *Setting: coalesance (separation) of asphalt from waterNote:(2) more viscose than (1) ( )أآﺜﺮ ﻟﺰوﺟﺔ (2h) harder asphalt (residue) ( )اﻟﻤﺘﺒﻘﻲ ﺑﻌﺪ ﺗﺒﺨﺮ اﻟﻤﺎء than (2)(1h) harder asphalt (residue) than (1)03-5Asphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth StageImportant properties of Asphalt:1. Hardening with time (Oxidation, Volatilization of light components) زﻳﺎدة اﻟﺼﻼﺑﺔ ﺑﻤﺮور اﻟﺰﻣﻦ ﺑﺴﺒﺐ اﻟﺘﺄآﺴﺪ وﺗﺒﺨﺮ اﻟﻤﻮاد اﻟﻤﺬﻳﺒﺔ اﻟﺨﻔﻴﻔﺔ 2. Thermoplastic materials (Consistency varies with temperature)(η) ﻣﺎدة ﻣﺮﻧﺔ ﺑﺎﻟﺤﺮارة )اﻟﻠﺪوﻧﺔ ﺗﺘﻐﻴﺮ ﺑﺘﻐﻴﺮ اﻟﺤﺮارة( وﻣﻘﻴﺎس اﻟﻠﺪوﻧﺔ هﻲ اﻟﻠﺰوﺟﺔ Log η(Abs. Viscosity)Log T (Temp.)(Abs. Temp.)3. Rheological materials (Stress-Strain behavior is time depending) وﻟﺪراﺳﺔ وﺗﻤﺜﻴﻞ ﺗﺼﺮف اﻟﻤﻮاد اﻻﺳﻔﻠﺘﻴﺔ اﻟﺘﻲ هﻲ وﺳﻂ ﺑﻴﻦ اﻟﻤﻮاد ، هﻨﺎك ﻋﻼﻗﺔ ﺑﻴﻦ اﻻﺟﻬﺎد واﻻﻧﻔﻌﺎل ﻣﻊ اﻟﺰﻣﻦ : وآﻤﺎ ﻳﺄﺗﻲ . اﻟﻠﺪﻧﺔ واﻟﻤﻮاد اﻟﻠﺰﺟﺔ ﻳﺠﺐ دراﺳﺔ ﺗﺼﺮﻓﺎت اﻟﻤﻮاد اﻟﺒﻼﺳﺘﻴﻜﻴﺔ واﻟﻠﺰﺟﺔ Elastic materials:-Stress-strain in time independent.-No permanent deformation (all recoverable after unloading).-Instantaneous deformation while loading.-Follow Hook's low.τ (shear stress) G (shear modulus) * γ (shear strain)-"Spring" may represent such behavior.τ constantγ ﺑﻘﺎء اﻟﺘﺸﻮﻩ ﺑﺒﻘﺎء اﻟﺤﻤﻞ (Spring) ﻋﻨﺪ ﺗﺴﻠﻴﻂ اﻟﺤﻤﻞ ﻋﻠﻰ ﺣﺪوث ﺗﺸﻮﻩ ﺁﻧﻲ tutUnload time03-6Asphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth StageViscous materials:-Stress-Strain is time dependent.-No immediate deformation.-No recovery of deformation (all deformation are permanents).-Follows Newton's law.τ (shear stress) η(abs. vis.)-dγ(rate of shear strain)dtDash-pot may represent such behavior.τ constantγ ﺑﻌﺪ رﻓﻊ اﻟﺤﻤﻞ ﻋﻨﺪ اﻟﺘﺤﻤﻴﻞ ( )ﺗﺸﻮﻩ ﺗﺪرﻳﺠﻲ τη ﺛﻘﻮب AsphaltttuUnload timeBut Asphalt may be viscoelastic material.: وﻟﻠﺘﻌﺒﻴﺮ ﻋﻦ هﺬﻩ اﻟﺤﺎﻟﺔ هﻨﺎك ﻣﺠﻤﻮﻋﺔ ﻣﻦ اﻟﻤﻮدﻳﻼت اﻟﺮﻳﺎﺿﻴﺔ By Maxwell model:τ ηdγ γ 2dt tuγ1τ * tuγ2 ηγtotal γ1 γ2γ totalτ τ * t AnytimeG ηγγ1 γ2γ2τητGγ2 γ1τ * tuηtu03-7tAsphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth StageBy Kelvin or Voight model:γ γγ τ*FGF 1When t τGτG t τ γ 1 e η G GtuF 1 eγ τGtG *tηNo instantaneous deformationNo permanent deformationBut related elasticityBy Burger (4-element) model [of asphaltic material]:γ1η2γ2γelasticG1G2 inelasticγ1 γ3τη3γ2γ3η3viscousτG1γ2γ3 γ1τ* tuη3tutFor loading curve:G 2t ττ τγ 1 e η2 * t η3G1 G 2 : ﻣﻼﺣﻈﺔ ﻟﻄﺒﻘﺎت اﻟﺘﺒﻠﻴﻂ اﻟﻤﺮﻧﺔ ﻳﻜﻮن ﻓﻴﻬﺎ ﻗﺴﻢ ﻣﻦ اﻟﺘﺸﻮﻩ وﻗﺘﻲ ﻳﺮﺟﻊ ﺑﺴﺮﻋﺔ وﻗﺴﻢ ﺁﺧﺮ ﻳﺮﺟﻊ ﺑﻤﺮور اﻟﺰﻣﻦ واﻟﻘﺴﻢ اﻟﺜﺎﻟ ﺚ ﺻ ﻐﻴﺮ )اﻟﻘﺴﻢ اﻟﺜﺎﻟﺚ ﻳﺤ ﺪث ﻏﺎﻟﺒ ًﺎ ﻓ ﻲ ﺟﺎﻧ ﺐ اﻟﻤﻤ ﺮ اﻟﺨ ﺎرﺟﻲ ﻟﻠﻄﺮﻳ ﻖ ﺣﻴ ﺚ اﻷﺣﻤ ﺎل اﻟﻤﺮورﻳ ﺔ اﻟﺒﻄﻴﺌ ﺔ . أو ﻗﻠﻴﻞ اﻟﺤﺪوث ﻳﻜﻮن ﻓﻴﻬﺎ داﺋﻤﻲ ((Parking) وآﺬﻟﻚ ﻳﺤﺪث ﻓﻲ ﻣﻨﺎﻃﻖ اﻟﻮﻗﻮف ، واﻟﺜﻘﻴﻠﺔ وﻋﺪم آﻔﺎءة اﻟﺘﺒﻠﻴﻂ 03-8Asphaltic Materials
Nov-2009Lectures of Highway Engineering – Forth Stage04-Aggregate:NaturalIgneous (Granite)Sedimentary (sand, gravel, sandstone, and limestone)Metamorphic (Marble)Industrial productSlag ( )ﻣﺨﻠﻔﺎت أﻓﺮان اﻟﺤﺪﻳﺪ Clinker ( )ﻣﺨﻠﻔﺎت أﻓﺮان اﻟﻔﺤﻢ Main desirable properties of aggregate:1) Inter particle friction (Mechanism of load transfer):: وﻳﻤﻜﻦ اﻟﺴﻴﻄﺮة ﻋﻠﻴﻪ ﻣﻦ ﺧﻼل ،( ﻣﻴﻜﺎﻧﻴﻜﻴﺔ اﻧﺘﻘﺎل اﻷﺣﻤﺎل )اﻻﺣﺘﻜﺎك اﻟﺪاﺧﻠﻲ a. Surface texture (rough or smooth): Resistance to displacementb. Particle shape (angularity) ( اﻟﺘﺰوّي round, fractured, & cubical): ﻳﻘﻴﻢ ﻋﻦ ﻃﺮﻳﻖ Angularity No. (0-10%) % voids in round ( 33%) - % voids in any shape ( آﻠﻤﺎ آﺎن اﻟﺮآﺎم أﻓﻀﻞ 10%) وآﻠﻤﺎ اﻗﺘﺮﺑﺖ اﻟﻘﻴﻤﺔ ﻣﻦ c. Gradation ( اﻟﺘﻮزﻳﻊ اﻟﺤﺒﻴﺒﻲ dense, gap, & open graded): ﻳﻘﻴﻢ ﻋﻦ ﻃﺮﻳﻖ P d By Fuller (dense gradation) 100 D 12Where:D diameter of max. size particle Æ (passing 100%); inchd size of opening for any sieve, inchP percent passing of that sieve.: وﺗﺴﺘﻌﻤﻞ اﻟﻤﻨﺎﺧﻞ ﻓﻲ إﻳﺠﺎد ﺣﺠﻢ اﻟﺤﺒﻴﺒﺎت اﻟﻤﻄﻠﻮب وهﻲ آﻤﺎ ﻳﻠﻲ 2", 1.5", 1", 3/4", 1/2", 3/8", No.4, . ﻣﻌﻨﺎهﺎ ﺗﻮﺟﺪ أرﺑﻌﺔ ﺛﻘﻮب ﻓﻲ اﻷﻧﺞ اﻟﻤﺮﺑﻊ اﻟﻮاﺣﺪ No.4: ﻓﻨﺴﺘﺨﺮج ﺑﻘﻴﺔ اﻟﻨﺴﺐ ﻣﻦ اﻟﻘﺎﻧﻮن أﻋﻼﻩ وآﻨﺎ ﻳﺄﺗﻲ ،1" إذا آﺎن اﻟﻤﻄﻠﻮب ﺗﺼﻤﻴﻢ ﺧﻠﻄﺔ ﺗﺤﻮي ﻋﻠﻰ رآﺎم أآﺒﺮ ﻗﻄﺮ ﻓﻴﻪ : ﻣﺜﺎل 04-1Aggregate
Nov-2009Lectures of Highway Engineering – Forth Stage1"1/2"ÆÆ100%3/8"Æ 3 " P 8 1" 0.5 1 " P 2 *100 70% 1" 0.5*100 61%. اﻟﺦ ﻣﻦ اﻟﻤﻨﺎﺧﻞ .2) Durability ( )اﻟﺪﻳﻤﻮﻣﺔ : The resistance to:a. Crashing ( )اﻟﻄﺤﻦ أو اﻟﺴﺤﻖ :Crashing Value 40 Tonswt. of mat. pas sin g No.7Original wt. 12% ( 8%)(1/2" – 3/8") وﻣﺘﺒﻘﻲ 1/2" رآﺎم ﻣﺎر ﻣﻦ ﻣﻨﺨﻞ 3/8" ﻋﻠﻰ اﻟﻤﻨﺨﻞ b. Degradation ( )اﻟﺘﻜﺴﺮ ﺑﺴﺒﺐ اﻟﺘﺄﺛﻴﺮ اﻟﻤﻴﻜﺎﻧﻴﻜﻲ :% of wear by L. A. Operation, ( )ﻃﺮﻳﻘﺔ ﻟﻮس أﻧﺠﻠﺲ 2.5kg (3/4"-1/2") 2.5kg (1/2"-3/8") & Spheres (500 revolution)Degradation wt. of mat. pas sin g No.12 30%Original wt.c. Disintegration ( )اﻟﺘﻜﺴﺮ ﺑﺴﺒﺐ اﻟﺘﺄﺛﻴﺮ اﻟﻜﻴﻤﻴﺎﺋﻲ :670 gm330 gm300 gm1300 gm(3/4" – 1/2")(1/2" – 3/8")(3/8" – No.4)* Soundnessfor 16-18 hours& drying CycleBy Na2SO4 ( )آﺒﺮﻳﺘﺎت اﻟﺼﻮدﻳﻮم 12%By MgSO4 ( )آﺒﺮﻳﺘﺎت اﻟﻤﻐﻨﻴﺴﻴﻮم 18 %3) Wet ability ( )ﻗﺎﺑﻠﻴ ﺔ اﻟﺘﺮﻃﻴ ﺐ : adhesion with asphalt, or resistance to stripping ofasphalt film from aggregate in the presence of water.a. Mechanical interlock: ( )اﻟﺘﺄﺛﻴﺮ اﻟﻤﻴﻜﺎﻧﻴﻜﻲ - Rough surface texture. ( )ﺳﻄﺢ ﺧﺸﻦ - Porous aggregate.( ﻟﻀﻤﺎن ﺗﺪاﺧﻞ اﻹﺳﻔﻠﺖ وﻋﺪم اﻧﻔﺼﺎﻟﻪ ﺑﺎﻟﻤﺎء ، )ﻣﺴﺎﻣﻴﺔ ﺳﻄﺤﻴﺔ ﻋﺎﻟﻴﺔ وﻟﻜﻦ ﻏﻴﺮ ﻣﺆﺛﺮة ﻋﻠﻰ اﻟﻘﻮة - No surface coating. ( )إزاﻟﺔ اﻷﺗﺮﺑﺔ اﻟﻤﺤﻴﻄﺔ ﺑﺎﻟﺮآﺎم 04-2Aggregate
Nov-2009Lectures of Highway Engineering – Forth Stageb. Chemical reactivity: ( )اﻟﺘﺄﺛﻴﺮ اﻟﻜﻴﻤﻴﺎﺋﻲ Basic minerals(of aggregate)( اﻟﻤﻮاد اﻷوﻟﻴﺔ )اﻟﺮآﺎم Acidic portion(of asphalt)ÆCompound not soluble in water( ﻣﻮاد ﺣﺎﻣﻀﻴﺔ )ﻓﻲ اﻹﺳﻔﻠﺖ ﻣﺮآﺐ ﻏﻴﺮ ذاﺋﺐ ﻓﻲ اﻟﻤﺎء c. Interfacial tension: ( )اﻟﺸﺪ اﻟﺴﻄﺤﻲ ﺑﺴﺒﺐ اﻟﺸﺤﻨﺎت - Hydrophobic aggregate (water-hating) ( )ﻏﻴﺮ ﻣﺄﻟﻮف ﻟﻠﻤﺎء - Hydrophilic aggregate (water-loving) ( )ﻳﺄﻟﻒ اﻟﻤﺎء . أﻏﻠﺐ اﻟﺮآﺎم اﻟﻌﺮاﻗﻲ ﻣﻦ اﻟﻨﻮع اﻟﺜﺎﻧﻲ )أﻟﻴﻒ ﻟﻠﻤﺎء( ﻟﺬﻟﻚ ﻳﺠﺐ ﻣﺮاﻋﺎة ذﻟﻚ . واﻟﻤﻔﻀﻞ ﻣﻨﻬﺎ ﻏﻴﺮ اﻟﻤﺄﻟﻮف ﻟﻠﻤﺎء Aggregate combination (blending) & separation to meet Job Mix requirement: أو ﻓﺼ ﻞ ﻟﺘ ﺪرﺟﺎت اﻟﺮآ ﺎم / ﻟ ﺬﻟﻚ ﻧﺤﺘ ﺎج إﻟ ﻰ ﻋﻤﻠﻴ ﺔ دﻣ ﺞ و ، اﻟﺮآ ﺎم اﻟﻄﺒﻴﻌ ﻲ ﻏﺎﻟﺒ ًﺎ ﻻ ﻳﻜ ﻮن ﺿ ﻤﻦ اﻟﻤﻮاﺻ ﻔﺎت اﻟﺨﺎﺻ ﺔ ﺑﺎﻟﺘ ﺪرج : ﻟﻠﺤﺼﻮل ﻋﻠﻰ ﺗﺪرج ﻣﻘﺎرب ﻟﻤﻌﺎدﻟﺔ اﻟﺨﻠﻂ 1. Discarding the over size.( )إﺑﻌﺎد اﻟﺤﺠﻮم اﻷآﺒﺮ ﻣﻦ اﻟﺤﺠﻢ اﻷﻗﺼﻰ ﻟﻠﺮآﺎم 2. Separating into two or more portions on selected proper sieve.( )ﻓﺼﻞ اﻟﺮآﺎم إﻟﻰ ﺟﺰﺋﻴﻦ أو أآﺜﺮ ﻓﻲ ﻣﻨﻄﻘﺔ اﻟﺨﻠﻞ 3. Recombining using proper percentage for recombination with specificationrequirement (mid-specification limits).( )إﻋﺎدة دﻣﺞ اﻷﺟﺰاء ﺑﻨﺴﺐ ﻣﺌﻮﻳﺔ ﻣﻨﺎﺳﺒﺔ ﻟﺘﺘﻼﺋﻢ وﻣﻮاﺻﻔﺎت اﻟﺘﺪرج( )ﻣﻨﺘﺼﻒ اﻟﻤﻮاﺻﻔﺔ 4. Addition of fine materials (& Filler) if necessary.( )إﺿﺎﻓﺔ رآﺎم ﻧﺎﻋﻢ )ﻣﻮاد ﻣﺎﻟﺌﺔ( ﻋﻨﺪ اﻟﺤﺎﺟﺔ 04-3Aggregate
Nov-2009 Lectures of Highway Engineering – Forth Stage Ex.: Specifications 100 100 95 – 65 60 – 40 40 – 24 30 – 20 20 – 10 10 – 5 5–3 (% passing) Natural grading 100 90 80 60 40 30 20 10 5 Sieve size " 1 " 3/4 " 1/2 " 3/8 No.4 No.10 No.40 No.80 No.200 Sol.: ﻃﺮﻳﻘﺔ اﻟﺤﻞ : .1 إزاﻟﺔ اﻟﺤﺠﻢ ﻓﻮق اﻟﺤﺠ ﻢ اﻷﻗﺼ ﻰ ) :(Discard Oversize ﻧﻼﺣ ﻆ أن اﻟﺤﺠ ﻢ اﻷﻗﺼ ﻰ ﻟﻠﺮآ ﺎم ﺿ ﻤﻦ اﻟﻤﻮاﺻ ﻔﺎت )" (3/4 ﻟ ﺬﻟﻚ ﻳﺠﺐ إزاﻟﺔ اﻟﺤﺠﻮم ﺑﻴﻦ )" (1"-3/4 أي ﺟﻌﻞ اﻟﻤﺎر ﻣﻦ اﻟﻤﻨﺨﻞ )" (100%) (3/4 وﺗﺼﺤﻴﺢ ﺗﺪرج ﺑﺎﻗﻲ اﻟﻤﻨﺎﺧﻞ . .2 ﺑﻌﺪ اﻟﻤﺮﺣﻠﺔ اﻷوﻟﻰ ﻧﺤﺪد ﺑﺪاﻳ ﺔ اﻟﺨﻠ ﻞ ﻓ ﻲ أي ﻣ ﻦ اﻟﻤﻨﺎﺧ ﻞ ، وﻧﻼﺣ ﻆ أن ﻣﻨﻄﻘ ﺔ اﻟﺨﻠ ﻞ ﻣ ﻊ اﻟﻤﻮاﺻ ﻔﺎت ه ﻲ ﻋﻨ ﺪ اﻟﻤﻨﺨ ﻞ )" (3/8 وآﻤﻴ ﺔ اﻟﻤ ﺎر ) (67 وه ﻲ ﻣﺘﺠ ﺎوزة ﻟﻠﻤﻮاﺻ ﻔﺔ ) ،(40-60 ﻟ ﺬﻟﻚ ﻳ ﺘﻢ ﻓﺼ ﻞ اﻟﻤﻘ ﺎدﻳﺮ ﻋﻨ ﺪ اﻟﻤﻨﺨ ﻞ )" (3/8 واﻟ ﺬي ﻓﻴ ﻪ اﻟﺨﻠ ﻞ إﻟ ﻰ ﻣﺠﻤﻮﻋﺘﻴﻦ ﺛﻢ ﻳﺘﻢ اﻟﻤﺰج ﺑﻨﺴﺐ ﺑﻤﺤﺎوﻟﺔ وﺧﻄﺄ ﻟﻠﻮﺻﻮل ﻟﻠﻨﺴﺐ اﻟﻤﻨﺎﺳﺒﺔ ﻟﺘﺼﺤﻴﺢ اﻟﺘﺪرج . ) (8 ) (C 50% A 50% B 100 100 83 50 33 26 16 8 4.5 ) (7 ) (B Portion passing " 3/8 100 100 67 0 0 0 0 0 0 ) (6 Percent retained ) (5)-(4 0–0 0–0 11 – 33 33 – 100 ) (5 ) (A ) Step (2 Portion Passing " 3/8 100 (100/67)*45 67 (100/67)*34 51 (100/67)*22 33 (100/67)*11 16 (100/67)*6 9 ) (4 ) Step (1 Portion passing " 3/4 ) (3 Specifications ) (2 ) (% passing Natural grading ) (1 Sieve size 100 100 (100/90)*80 89 (100/90)*60 67 (100/90)*40 45 (100/90)*30 34 (100/90)*20 22 (100/90)*10 11 (100/90)*5 6 100 100 95 – 65 60 – 40 40 – 24 30 – 20 20 – 10 10 – 5 5–3 100 90 80 60 40 30 20 10 5 " 1 " 3/4 " 1/2 " 3/8 No.4 No.10 No.40 No.80 No.200 ﻼ أي ان اﻟﺮآ ﺎم ﻻ ﻳﺤ ﻮﻳﻌﻠﻰ ﻣ ﻮاد ﻧﺎﻋﻤ ﺔ ﻣ ﻦ اﻟﺒﺪاﻳ ﺔ وﻻ ﻳﻤﻜ ﻦ ﺗﺼ ﺤﻴﺤﻪ ﺑﺈﻋ ﺎدة اﻟﺘﻮزﻳ ﻊ ﺑ ﻞ إذا آﺎﻧﺖ ﻧﺴ ﺒﺔ اﻟﻤ ﺎﻟﺊ ) (1) (4.5 ﻣ ﺜ ً ﺑﺈﺿﺎﻓﺔ ) .(filler ) (5 97% C 3% D 100 100 83.5 51.5 35 22.25 18.5 10.75 4 Aggregate ) (4 ) (D Filler 100 100 100 100 100 100 100 100 100 ) (3 ) (C ) (2 Specifications ) (1 Sieve size 100 100 83 50 33 26 16 8 1 100 100 95 – 65 60 – 40 40 – 24 30 – 20 20 – 10 10 – 5 5–3 " 1 " 3/4 " 1/2 " 3/8 No.4 No.10 No.40 No.80 No.200 04-4
Nov-2009Lectures of Highway Engineering – Forth StageEx.:Sieve1"1/2"No.4No.10No.40No.80No.200Stock (A)Passing10063198532Stock (B)PassingStock (C)Passing1009255363Specification10070 – 8540 – 5530 – 4220 – 3012 – 225 – 101009788Sol.:: ﻃﺮﻳﻘﺔ اﻟﺤﻞ (No.200) وﻏﺎﻟﺒ ًﺎ ﻧﺒ ﺪأ ﺑﺎﻟﻨﺨ ﻞ ، ﺗﻜﻮن ﻃﺮﻳﻘﺔ اﻟﺤﻞ ﺑﻄﺮﻳﻘﺔ اﻟﻤﺤﺎوﻟﺔ واﻟﺨﻄﺄ ﺑﻔﺮض ﻧﺴ ﺐ ﻣ ﺰج وﻣﻘﺎرﻧﺘﻬ ﺎ ﻣ ﻊ ﻣﻨﺘﺼ ﻒ اﻟﻤﻮاﺻ ﻔﺔ (No.200) ( ﻧﺴ ﺒﺔ اﻟﻤ ﺎر ﻣ ﻦ اﻟﻤﻨﺨ ﻞ C) أي ﺑﻤ ﺎ أن ﻟﻠﻜﻮﻣ ﺔ ،(Passing) وﻧﻔﺮض ﻟﻪ ﻧﺴﺒﺔ ﺻﻐﻴﺮة ﻟﻠﻜﻮﻣ ﺔ ذا اﻟﻤﺤﺘ ﻮى اﻟﻌ ﺎﻟﻲ ﻣ ﻦ (A, B) ( ﻓﻴﺠﺐ إﻋﻄﺎءهﺎ ﻧﺴﺒﺔ ﻗﻠﻴﻠﺔ وإﻋﻄﺎء ﻧﺴﺐ أآﺒﺮ ﻟﻠﻜﻮﻣﺘﻴﻦ 5-10) ( واﻟﻤﻮاﺻﻔﺔ 88) ﻳﺴﺎوي Sieve1"1/2"No.4No.10No.40No.80No.200 ﻧﺴﺐ اﻟﻤﺰج Stock (A)Passing1006319853265%Stock (B)Passing100925536330%Stock (C)PassingSpecification10070 – 8540 – 5530 – 4220 – 3012 – 225 – 5Passing %Aggregate10076473825187
Nov-2009Lectures of Highway Engineering – Forth Stage05-Asphalt Paving Mixture:: ﻳﺠﺐ أن ﺗﺘﻮﻓﺮ ﻋﺪد ﻣﻦ اﻟﺨﻮاص اﻟﺘﻲ ﺗﺤﺪد آﻔﺎءة اﻷﺳﻔﻠﺖ Function:- Smooth riding quality surface. ( )ﻧﻌﻮﻣﺔ ﺳﻄﺤﻴﺔ ﻟﻀﻤﺎن ﻧﻮﻋﻴﺔ ﺳﻴﺮ ﻣﻨﺎﺳﺒﺔ - Safety. ( )اﻷﻣﺎن - Load carrying median. ( )ﻳﻤﻜﻦ ﺗﺤﻤﻞ اﻷﺣﻤﺎل اﻟﻤﺮورﻳﺔ اﻟﻤﺴﻠﻄﺔ اﻟﻤﺘﻮﻗﻌﺔ Note: Batch plant: percentage depend on weight.Continuous plant: percentage depend on volume. Hot mix: after heating aggregate & asphalt.Cold mix: mixing at normal temperature (emulsified asphalt). Dense mix: % air voids 10%.Open mix: % air voids 10%.Desirable properties:1) Stability ( )اﻟﺜﺒﺎت : resistance to permanent deformation.( )ﻣﻘﺎوﻣﺔ اﻟﺨﻠﻴﻂ ﻟﻠﺘﺸﻮﻩ اﻟﺪاﺋﻤﻲ Affected by: Frictional resistance ( )اﻟﻤﻘﺎوﻣ ﺔ اﻟﻨﺎﺗﺠ ﺔ ﻣ ﻦ اﻻﺣﺘﻜ ﺎك : rough surface texture (ofaggregate), optimum asphalt content, & dense gradation with compaction.( ﺗﺪرج آﺜﻴﻒ ﻣﻊ اﻟﺮص ، ﻧﺴﺒﺔ اﻻﺳﻔﻠﺖ اﻟﻤﺜﻠﻰ ، )ﺧﺸﻮﻧﺔ اﻟﺮآﺎم Cohesion ( )اﻟﺘﻤﺎﺳ ﻚ : reology of asphalt, adhesion with aggregate, & surface areaof aggregate (filler 3-8%).( )آﻠﻤﺎ ﻧﺰداد ﻣﺴﺎﺣﺔ اﻟﺮآﺎم ﻳﺰداد اﻟﺘﻼﺻﻖ ﺑﻴﻨﻪ وﺑﻴﻦ اﻷﺳﻔﻠﺖ ﻟﺬﻟﻚ ﻧﺴﺒﺔ اﻟﻤﺎﻟﺊ ﻣﻬﻤﺔ ﻓﻲ زﻳﺎدة اﻟﺜﺒﺎت Inertia of pavement: speed of vehicles, concentration of load, & axle load.( واﻟﺤﻤﻞ اﻟﻤﺤﻮري ، ﺗﺮآﻴﺰ اﻷﺣﻤﺎل ، )ﺳﺮع اﻟﻤﺮآﺒﺎت 2) Durability ( )اﻟﺪﻳﻤﻮﻣ ﺔ : resistance to weathering (air, water, & oil) & abrasive actionof traffic. ( وﻣﻘﺎﻣ ﺔ Stripping اﻟﻤ ﺎء واﻟﻤ ﻮاد اﻟﻨﻔﻄﻴ ﺔ ﺗﺴ ﺒﺐ ﻓﺼ ﻞ اﻟﻤ ﻮاد ،Oxidation )ﻣﻘﺎوﻣ ﺔ اﻟﺘﺠﻮﻳ ﺔ أواﻟﺘﻌﺮﻳ ﺔ )اﻟﻬ ﻮاء ﻳﺴ ﺒﺐ اﻟﺘﺄآﺴ ﺪ ( اﻟﺘﺄﺛﻴﺮ اﻻﺗﻼﻓﻲ ﻟﻠﺴﻴﺮ 05-1Asphalt Paving Mixture
Nov-2009Lectures of Highway Engineering – Forth StageAffected by: % of asphalt ( )ﻧﺴﺒﺔ اﻻﺳﻔﻠﺖ Gradation (dense or open) ( )اﻟﺘﺪرج Degree of compaction ( )درﺟﺔ اﻟﺤﺪل 3) Flexibility ( )اﻟﻤﺮوﻧﺔ : (fatigue resistance) ability to bend repeatedly without fracture.( ﻗﺎﺑﻠﻴﺔ اﻟﺘﻤﺪد ﻟﻤﺮات ﻣﺘﻌﺪدة ﺑﺪون ﺣﺪوث ﺗﻜﺴﺮ ، )ﻣﻘﺎوﻣﺔ اﻟﻜﻠﻞ 4) Skid resistance ( )ﻣﻘﺎوﻣﺔ اﻟﺘﺰﺣﻠﻖ : ability to provide safe coefficient of friction.( )أﻣﻜﺎﻧﻴﺔ ﺗﻮﻓﻴﺮ ﻣﻌﺎﻣﻞ اﺣﺘﻜﺎك ﺁﻣﻦ Affected by: % of asphalt. ( )ﻧﺴﺒﺔ اﻻﺳﻔﻠﺖ Gradation. ( )اﻟﺘﺪرج 5) Imperviousness ( )ﻋﺪم اﻟﻨﻔﺎذﻳﺔ : ( )اﻻﻧﻐﻼﻗﻴﺔ أو ﻋﺪم وﺟﻮد ﻣﺴﺎﻣﺎت 6) Workability ( )ﻗﺎﺑﻠﻴ ﺔ اﻟﺘﺸ ﻐﻴﻞ : ability to provide smooth shaping of the finishedpavement.Affected by: Balanced portion of materials ( )أﺟﺰاء ﻣﺘﻨﺎﺳﺒﺔ ﻣﻦ اﻟﻤﻮاد Efficient equipments.Job Mix formula:1. Selection of aggregate quality & gradation with in specification limits.( )اﺧﺘﻴﺎر اﻟﺮآﺎم ﻣﻦ اﻟﻨﺎﺣﻴﺔ اﻟﻨﻮﻋﻴﺔ واﻟﺘﺪرج ﺿﻤﻦ اﻟﻤﻮاﺻﻔﺎت اﻟﻘﻴﺎﺳﻴﺔ 2. Selection of asphalt cement grade.(( وﻳﻜﻮن ﻟﻴﻦ ﻟﻀﻤﺎن ﻗﺎﺑﻠﻴﺔ اﻟﺘﺸﻐﻴﻞ واﻟﻤﻄﺎوﻋﺔ وﺻﻠﺐ ﻟﻤﻨﻊ اﻟﺘﺸﻮﻩ اﻟﺪاﺋﻤﻲ )اﻟﺜﺒﻮﺗﻴﺔ ، )اﺧﺘﻴﺎر ﻧﻮﻋﻴﺔ اﻻﺳﻔﻠﺖ 3. Selection of optimum asphalt cement.( ﺗﻜﻮن آﻤﻴﺔ آﺎﻓﻴﺔ ﻟﻀﻤﺎن اﻟﺪﻳﻤﻮﻣﺔ واﻟﻤﻄﺎوﻋﺔ وﻻ ﺗﺆﺛﺮ ﻋﻠﻰ اﻟﺜﺒﻮﺗﻴﺔ واﻻﺣﺘﻜﺎك اﻟﺪاﺧﻠﻲ ، )اﺧﺘﻴﺎر ﻧﺴﺒﺔ اﻻﺳﻔﻠﺖ اﻟﻤﺜﻠﻰ 05-2Asphalt Paving Mixture
Nov-2009Lectures of Highway Engineering – Forth StageMix Design Methods:1. Marshall method2. Hveem method3. Immersion – compression4. Indirect tensile strength5. Creep methodMarshall Method:(Max. size of aggregate 1")Stability: maximum load resistance of standard specimen (4" dia. & 2.5" height)when tested in the direction of diameter, at 60oC at the rate of 2"/min.(Stability 800 kg)(60oC) ( ﻋﻨ ﺪ ﺗﺴ ﻠﻴﻄﻪ ﺑﺎﺗﺠ ﺎﻩ اﻟﻘﻄ ﺮ وﺑﺪرﺟ ﺔ ﺣ ﺮارة 4"x2.5") وهﻲ ﻣﻘﺎوﻣﺔ أآﺒﺮ ﺣﻤﻞ ﻣﺴﻠﻂ ﻋﻠﻰ ﻧﻤﻮذج ﻗﻴﺎﺳﻲ : ﺛﺒﺎﺗﻴﺔ ﻣﺎرﺷﺎل (2"/min.) وﺑﻤﻌﺪل ﺗﺤﻤﻴﻞ ﻣﻠ ﺊ اﻟﻘﺎﻟ ﺐ ﺑ ﺎﻟﻤﺰﻳﺞ اﻟﺴ ﺎﺧﻦ ﺑﺪرﺟ ﺔ ﺣ ﺮارة اﻟﻤ ﺰج : ﻣﻠﺨ ﺺ ﻃﺮﻳﻘ ﺔ اﻟﻌﻤ ﻞ ﻟﻠﺘﺠﺮﺑ ﺔ ( ﺛﻢ ﺗﺘﻢ ﻋﻤﻠﻴﺔ اﻟﺮص وذﻟﻚ ﺑﻤﻄﺮﻗﺔ 100-105oC) ( ﺛﻢ ﺗﺮآﻬﺎ ﻟﺘﺒﺮد ﻟﺪرﺟﺔ 160oC)Dial gage (1)StabilityDial gage (2)Flexibility4": ﻗﻴﺎﺳﻴﺔ ﺑﻤﻌﺪل 75 blow/end (tire pressure 200psi)or 50 blow/end (tire pressure 100psi) ﺛ ﻢ ﺗﻔﺤ ﺺ ، ( ﻟﻀ ﻤﺎن زوال اﻟﺘﺸ ﻮهﺎت اﻟﻮﻗﺘﻴ ﺔ ﺑﺴ ﺒﺐ اﻟ ﺮص 24hr) ﺛ ﻢ ﺗﺘ ﺮك ﻟﻤ ﺪة . ﺑﺠﻬﺎز ﻣﺎرﺷﺎل ﺑﺪرﺟﺔ ﺣﺮارة اﻟﻔﺤﺺ Flexibility (Flow): the deformation (strain) corresponding to the max. load resistanceof the standard specimen. (2 – 4 mm)Durability: density – voids analysis.% of air voids (3 – 5)% or (3 - 7)% in total mix.05-3Asphalt Paving Mixture
Nov-2009Lectures of Highway Engineering – Forth StageDensity(gm/m3) ﺛﺒﻮﺗﻴ ﺔ ، ﺗﺮﺳﻢ اﻟﻌﻼﻗﺔ ﺑﻴﻦ ﻧﺴﺒﺔ اﻻﺳﻔﻠﺖ ﻓﻲ اﻟﻤﺰﻳﺞ ﻣﻊ اﻟﻌﻮاﻣﻞ )اﻟﻜﺜﺎﻓﺔ .( وﻧﺴﺒﺔ اﻟﻔﺠﻮات اﻟﻤﻤﻠﻮءة ﺑﺎﻻﺳﻔﻠﺖ ، ﻧﺴﺒﺔ اﻟﻔﺠﻮات ، اﻟﻤﺮوﻧﺔ ، ﻣﺎرﺷﺎل 2 ﺛﻢ ﻳﺘﻢ اﺧﺘﻴﺎر اﻟﻨﺴﺒﺔ اﻟﻤﺜﻠﻰ ﻣﻦ اﻻﺳ ﻔﻠﺖ ﺑﺤﻴ ﺚ ﺗﺤﻘ ﻖ ﻗ ﻴﻢ ﻟﻬ ﺬﻩ اﻟﻌﻮاﻣ ﻞ Stability(kg) وذﻟ ﻚ ﺑﺈﻳﺠ ﺎد ﻧﺴ ﺒﺔ . ﺿﻤﻦ اﻟﻤﻮاﺻﻔﺎت اﻟﻘﻴﺎﺳ ﻴﺔ ﻟﻄﺒﻘ ﺔ اﻟﺘﺒﻠ ﻴﻂ اﻟﻤﻄﻠﻮﺑ ﺔ : اﻻﺳﻔﻠﺖ اﻟﻤﻘﺎﺑﻠﺔ ﻟﻤﺎ ﻳﺄﺗﻲ Flow(mm)(Max. Stability) أآﺒﺮ ﻗﻴﻤﺔ ﻟﻠﺜﺒﺎت .2( ( )ﻣﻌﺪل اﻟﻘﻴﻤﺔ 5%) ﻋﻨﺪ ﻧﺴﺒﺔ ﻓﺠﻮات .351( ( )ﻣﻌﺪل اﻟﻘﻴﻤﺔ 75%) ﻧﺴﺒﺔ اﻟﻔﺠﻮات ﻣﻤﻠﻮءة ﺑﺎﻻﺳﻔﻠﺖ .4Voids in mix(%)8Voids filled with asphalt(%)85 ﻳﺴ ﻘﻂ اﻟﻤﻌ ﺪل ﻋﻠ ﻰ اﻟﻤﻨﺤﻨﻴ ﺎت ، وﺑﺄﻳﺠ ﺎد ﻣﻌ ﺪل ﻟﻨﺴ ﺒﺔ اﻻﺳ ﻔﻠﺖ أﻋ ﻼﻩ . وﻳﺪﻗﻖ ﻣﻊ اﻟﻤﻮاﺻﻔﺔ ، ﻻﻳﺠﺎد ﻗﻴﻤﺔ آﻞ ﻋﺎﻣﻞ ﻣﻦ اﻟﻌﻮاﻣﻞ . وﺧﻮاص اﻟﺮآﺎم أو اﻻﺳﻔﻠﺖ 1000600(Max. Density) أآﺒﺮ ﻗﻴﻤﺔ ﻟﻠﻜﺜﺎﻓﺔ .1 إذا ﻟ ﻢ ﺗﻨﻄﺒ ﻖ أﺣ ﺪ اﻟﻤﻮاﺻ ﻔﺎت ﻓﻬﻨ ﺎك ﺧﻠ ﻞ ﻓ ﻲ ﻣﻮاﺻ ﻔﺎت وﺗﺤﻠﻴ ﻞ 2.4265456Asphalt content by wt. of totalmix (%)For surface course (wearing): % of asphalt (usually effective asphalt) 4.5 – 6.5 % by wt. of total mix Stability at 60oC & 75 blows/end 800 kg Flow 2 – 4 mm % air voids in total mix 3 – 5 % % voids filled with asphalt 70 – 85 % % voids in mineral aggregate V. M. A.% (min. 15%) Filler / Asphalt (max. 1.4) Index of retained strength Relative compaction comp. st. (Im mersion)*100% 70%comp. st. (Dry)Field density*100% 96%Lab. densityCompaction of Pavement:a) Rolling edges & joints: immediately after spreading (Tandem steel roller).b) Break down rolling: as soon as the mix can bear roller (3-wheel roller).c) Intermediate roller: while the mix is still plastic (kinematics roller).d) Finish rolling: mix still warm to eliminate tire marks (steel roller).Note: Smoothness: (Irregularities) 3mm/3m3m05-4Asphalt Paving Mixture
Nov-2009Lectures of Highway Engineering – Forth StageAnalysis of Mixture (Mass-Volume Relationship): ﻓﺮاﻏﺎت هﻮاﺋﻴﺔ اﻻﺳﻔﻠﺖ اﻟﻔﻌﺎل ( )اﻟﻤﺤﻴﻂ ﺑﺎﻟﺮآﺎم Aggregate particle coatedwith asphalt, showingabsorbed asphalt, permeableand impermeable porousZeroAir voids (air space)VaWS1Binder(Asphalt)Effective asphaltGbVS1WS2Absorbed AsphaltVS2WS اﻻﺳﻔﻠﺖ اﻟﻤﻤﺘﺺ داﺧﻞ اﻟﻤﺴﺎﻣﺎت اﻟﻨﻔﺎذة ﻟﻠﺮآﺎم اﻟﻔﺠﻮات اﻟﻤﺤﺼﻮرة ﺑﻴﻦ اﻟﺮآﺎم واﻻﺳﻔﻠﺖ اﻟﺠﺰء اﻟﺼﻠﺐ ﻣﻦ اﻟﺮآﺎم اﻟﻔﺠﻮات اﻟﺪاﺧﻠﻴﺔ اﻟﺼﻤﺎء WVvVPermeable PorousWagg.Solid Aggregate Impermeable PorousV3V2V1Aggregate coated withasphalt, showing air voidsVa volume of air voids in total mixVs1 volume of effective asphaltVs2 volume of absorbed asphaltV1 apparent volume of aggregateV2 effective volume of aggregateV3 bulk volume of aggregateV total volume of mixtureVv voids of aggregate (Voids in mineral aggregate)- Bulk GA bulk specific gravity of combined aggregate WAgg.V3100%course%fine%filler Gs(course) Gs(file) Gs(filler)Ex.:50% (1"-No.4) Gs 2.6, 45%,45% (No.4-No.200) Gs 2.65,5% (No.200) Gs 3.15Bulk GAgg. 10050455 2.6 2.65 3.1505-5Asphalt Paving Mixture
Nov-2009Lectures of Highway Engineering – Forth Stage- PS total % of asphalt (by wt. of total mix)- PA % of aggregate (by wt. of total mix)PS PA 100% Æ PA 100 - PS- In void less mix Æ max. theoretical sp. gr. of mix(max. Gm by testing in the lab (ASTM-2041)max . Gm - Effective GA WV VaWAV2100 PS(as sp. gr. of asphalt), where V2 V-(Va Vs1 Vs2),100 PS Gm GsEffective GA constant property (independent of asphalt content) وﻻﻳﺠ ﺎد ، ( ﻟﻨﺴ ﺒﺔ ﻣ ﻦ اﻻﺳ ﻔﻠﺖ ﻟﻨﻮﻋﻴ ﺔ رآ ﺎم واﺳ ﻔﻠﺖ Theoretical) (max. Gm) ﻣ ﻦ ﺗﺠﺮﺑ ﺔ ﻣﺨﺘﺒﺮﻳ ﺔ ﻳﻤﻜ ﻦ أﻳﺠ ﺎد (max. Gm) ( وﻧﻄﺒ ﻖ اﻟﻘ ﻮاﻧﻴﻦ اﻵﺗﻴ ﺔ ﻻﺳ ﺘﺨﺮاج ﻗ ﻴﻢ effective GA) ( ﻟﻨﺴ ﺐ أﺧ ﺮى ﻣ ﻦ اﻻﺳ ﻔﻠﺖ ﻳﻤﻜ ﻦ أﻳﺠ ﺎد max. Gm). ( دون إﺟﺮاء ﺗﺠﺎرب أﺧﺮى Calculated)- Actual Gm WWair Wair WwaterVFound by: Core from pavement, or compacted sp. gr. in lab- Calculated max. Gm 100W P100 PSV VaS Gs effective G A- % air voids (in total mix) Vamax . Gm actual Gm*100% *100%Vmax . Gm- % v
Lectures of Highway Engineering – Forth Stage Nov-2009 Cross-Section Elements 01-1 01- Cross-Section Elements 1. Surface Type: - Asphalt concrete (flexible pavement). - Plan, simply reinforced & continuously reinforc
