Evaluating Structural Performance of Base/Subbase Materials at the Louisiana Accelerated Pavement Research Facility
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1 Evaluating Structural Performance of Base/Subbase Materials at the Louisiana Accelerated Pavement Research Facility Zhong Wu, Ph.D., P.E. Zhongjie Zhang, Bill King Louay Mohammad Outline Background Objectives Project Layout and Instrumentation Discussion of Results Conclusions 1
2 Background Blended Calcium Sulfate (BCS) material is by-product from hydrogen fluoride production used as base materials in Louisiana low-volume roads. When raw BCS materials is used, the major engineering concern water susceptibility A previous laboratory study at LTRC indicates that The water susceptibility of BCS materials can be improved by mixing with granulated ground furnace slag, flyash, cement and etc. In fact, 10% slag (by weight) stabilized minus 4 BCS materials showed significant improvement on both water susceptibility and strength However, field performance of stabilized BCS base materials is unknown Background (contd..) In-place cement- or lime- treated soil subgrade normally 12 thick used in wet conditions of pavement construction in Louisiana The treated subgrade contains 4 to 10% cement or lime by volume considered as a working table in pavement design no structure value assigned However, Laboratory results indicated cement treated soils showed significantly higher modulus and strength than lime-treated soils Can cement-treated soil be considered as a subbase layer and provide certain structure value in a pavement design? 2
3 Objective To evaluate the structural performance of thin flexible pavements containing different chemically stabilized base and subbase materials under accelerated loading. Louisiana Accelerated Loading Facility (ALF) Approximately 100-ft long and 55-ton One half of a single axle Load adjustable from 9,750 lbs ~ 18,950 lbs Simulate traffic wander Speed mile per hour Operated by Pavement Research Facility (PRF) in Port Allen, LA Total Load = 9,750 lbs Tire Pressure = 105 psi 3
4 Pavement Structures 2 in. 19 mm Superpave Mixture 19 mm Superpave Mixture 19 mm Superpave Mixture 2 in. 8.5 in. BCS/Slag Base BCS/Flyash Base Foamed Asphalt Base I 8.5 in. 12 in. Lime-treated Soil Subbase Lime-treated Soil Subbase Cement-treated Soil Subbase 12 in. Section 1 Section 2 Section 3 2 in. 19 mm Superpave Mixture 19 mm Superpave Mixture 19 mm Superpave Mixture 2 in. 8.5 in. Crushed Stone Base Crushed Stone Base Foamed Asphalt Base II 8.5 in. 12 in. Lime-treated Soil Subbase Cement-treated Soil Subbase Cement-treated Soil Subbase 12 in. Section 4 Section 5 Section 6 Pavement Materials Hot Mix Asphalt (HMA) mixture Stabilized BCS materials Foamed asphalt stabilized materials Lime or cement treated soil materials Subgrade soils 4
5 HMA Mixture 19-mm Superpave Level II mixture Polymer-modified PG Supplied by Marathon Optimum binder content: 4.4% Aggregate blend 45.4% #67 coarse granite aggregate, 17.1% #11 crushed siliceous limestone, 10.3% coarse sand, 12.9% crushed gravel, and 14.3% reclaimed asphalt pavement (RAP). Stabilized BCS Base Materials Section 1 BCS stabilized with the grade 120 ground granulated blast furnace slag (GGBFS) 10% by volume Section 2 BCS stabilized with Class C flyash (15% by volume) Percent Finer (% Raw BCS BCS-Fly ash BCS-GGBFS Particle Diameter (mm) BCS/GGBFS Section 1 BCS/flyash Section 2 5
6 Foamed Asphalt Base Foamed asphalt (FA) process When cold water injected into the hot asphalt, it turns to steam: contains thousands of tiny asphalt bubbles causes the asphalt expands many times in volume decreases the binder viscosity. Section 3 is a FA stabilized base Design Standard Wirtgen Cold Recycling Manual Components 2.8% PG asphalt binder 3% water 48.6% RAP, and 48.6% recycled soil cement Subbase and Subgrade Subbase Materials: in-place lime treated soils (10 % by volume) Sections 1 & 2 in-place cement treated soils (8 % by volume) Section 3 Soil Properties Passing # 200 (%) Clay (%) Silt (%) LL(%) PI W opt (%) γ d (kn/m 3 ) USCS Classification AASHTO CL-ML A-6 6
7 Resilient Modulus Test AASHTO T Constitutive soil model (new M-E design guide) Material k 1 k 2 k 3 Mr (Mpa) Subgrade soil Lime-treated soil Cement-treated soil BCS-Slag BCS-Flyash Foam asphalt Instrumentation & Field Data Collection 7
8 Instrumentation Control Data Acquisition Hardware MEGADAC 3415AC Up to 25,000 samples per second Data Acquisition Software TCS Windows 1,000 samples per second Field Instrumentation Layout ft Plan View 2 HMA 8.5 Base 12 Subbase D6 D5 D4 Vertical View Base Pressure Cell Subbase Pressure Cell D3 D2 D1 Multi Depth Deflectometer 8
9 Earth Pressure Cell Geokon model 3500 Hydraulic type 9 in. diameter 5 lbs designed to measure total pressure in earth fills up to 100psi Typical Pressure Cell Readings Under Wheel Loading Lane 4-1A Base Lane 4-2A Subbase Subbase Base Pressure cell response signals are slightly different due to different base and subbase materials Generally subbase cell picks up load earlier than base cell Lane 4-3A Base Subbase 9
10 Multi-Depth Deflectometer (MDD) SnapMDD Construction Technology Laboratories, Inc. Illinois Measure compressively elastic & plastic deformations up to seven depths Installation bore hole 5-in in diameter 10-ft deep Typical MDD Potentiometer Readings 10
11 NDT Tests Dynatest 8002 model FWD 9 sensors (0, 8, 12, 18, 24, 36, 48, 60, 72 ) Every 25,000 repetitions Dynaflect 1,000-lb dynamic load 5 geophones at 1 ft interval Every 25,000 repetitions ALF Loading & Condition 9,750-lbs for 175,000 passes Equivalent to 241,039 ESALs 12,050-lbs from 175,000 to 225,000 passes Equivalent to 401,713 ESALs Un-controlled in situ environment Testing period from Oct. Aug. Air temperature from 30 to 93 o F Total rainfalls only 16.8 inches 11
12 Field Test Results Average Measured Rut Depths Rut Depth (mm) section 1 section 2 section Load (ESALs) 12
13 Instrumentation Results Measured Vertical Stresses 9,750 lb 9,750 lb 9,750 lb S1 S2 S3 HMA BCS/ Slag σ v1 =0.8psi HMA BCS/ Flyash σ v1 =5.0psi HMA Foam Asphalt σ v1 =10.2psi Lime Soil σ v2 =0.5psi Lime Soil σ v2 =1.7psi Cement Soil σ v2 =0.4psi Subgrade Subgrade Subgrade 9,750 lb 12,050 lb 13
14 Measured Vertical Stresses (Contd..) 12,050 lb 12,050 lb 12,050 lb S1 S2 S3 HMA BCS/ Slag σ v1 =0.9psi HMA BCS/ Flyash σ v1 =? psi HMA Foam Asphalt σ v1 =12.4psi Lime Soil σ v2 =0.6psi Lime Soil σ v2 =2.5psi Cement Soil σ v2 =0.8psi Subgrade Subgrade Subgrade MDD Results (Elastic Deformation) MDD Displacements, mm Time, seconds MDD1 0.3 MDD2 MDD MDD4 MDD5 MDD Deflection (mm) Depth (mm) Section 1 Section 2 Section
15 MDD Results (Plastic Deformation) Permanent Deformation (mm) BCS/flyash lime-treated Subgrade MDD on Section Load (ESALs) Permanent Deformation (mm) Foam Asphalt Cement-treated Subgrade MDD on Section Load (ESALs) Kinchen 6.0 and Temple in 1980 developed Dynaflect-deflection based approach for structural evaluation of flexible pavements Structure Number (SN) Dynaflect Results (SN) ESALs Section 1 Section 2 Section 3 15
16 FWD Load FWD Results d0 d1 d2 d3 d4 d5 d6 d7 d8 Spreadability, d0 + d2 + d4 + d5 + d6 Sp = 100percent D 5 0 D0 at 25C (mm) 1.0 d0 (mm) 80 Spreadability (%) ESALs ESALs Section 1 Section 2 Section 3 Section 1 Section 2 Section 3 Spreadability (%) M-E PDG Predicted Rut Depths Rut Depth (mm) section 1(measured) section 2 (measured) section 3(measured) section 1(M-E PDG predicted) section 2(M-E PDG predicted) section 3(M-E PDG predicted) ESALs 16
17 Model Predicted Rut Depths Rut Depths (mm) section 1(measured) section 2 (measured) section 3(measured) section 1(Eq.4 predicted) section 2(Eq.4 predicted) section 3(Eq.4 predicted) ESALs Damage = A MN Rutting Prediction Model α resp resp β γ E resf E i Rut Depth( mm) = 5.08mm MN D0 0.3mm S p 80% (n=212, R 2 =0.89) MN = 1 million load applications, resp = pavement response (e.g. stress or strain), resp ref = reference response. E = modulus, E i = initial modulus, and A,α, β, χ = model constants
18 Forensic Investigation (Section 3) Trenching Forensic Investigation (contd..) Three auger holes were drilled on each test section. The average moisture content for the foam-asphalt base materials was 8.7 % As-built moisture content was 10.1% DCP results showed that the average mm per blow was 0.3, 1.1, and 3.0 for BCS/slag, BCS/flyash, and FA bases, respectively. Design specification requires only 300 kpa (43 psi) of ITS-Dry and 150 kpa (22 psi) of ITS-Wet for the FA base mixture design Seems too low to sustain the shear force under ALF loading 18
19 Conclusions The BCS/Slag base material performed significantly better than its counterpart material - BCS/Flyash, whereas BCS/flyash better than foam-asphalt base. The cement-treated subbase possessed higher load-induced structural capacity than the lime-treated subbase, in terms of higher resilient modulus, greater load carrying capability, and smaller permanent deformation. A heavier load would cause higher percent increase of vertical stresses on top of the subgrade than upper pavement layers. The M-E PDG software generally overestimated the rut depths developed in the three test sections of this study The proposed model, which relates flexible pavement rutting development to the in-situ surface deflection characteristics, has a potential to be directly utilized in a mechanisticempirical pavement design and analysis. Acknowledgment Financial Support is provided by Louisiana Transportation and Development (LaDOTD) Louisiana Transportation Research Center (LTRC) Questions? 19
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