Mandal, Tinjum, and Edil 1 NON-DESTRUCTIVE TESTING OF CEMENTITIOUSLY STABILIZED MATERIALS USING ULTRASONIC PULSE VELOCITY TEST

Transcription

1 Mandal, Tinjum, and Edil NON-DESTRUCTIVE TESTING OF CEMENTITIOUSLY STABILIZED MATERIALS USING ULTRASONIC PULSE VELOCITY TEST Tirupan Mandal (Corresponding Author) Graduate Research Assistant, Civil and Environmental Engineering Department, University of Wisconsin-Madison, Engineering Hall, Engineering Drive, Madison, WI 0, PH (0) -; FAX (0) -; 0 James M. Tinjum Assistant Professor, Engineering Professional Development, University of Wisconsin Madison, N Lake St, Ste, Madison, WI 0; PH (0) -0; FAX (0) -; tinjum@epd.engr.wisc.edu Tuncer B. Edil Professor Emeritus and Research Director, Recycled Materials Resource Center and Department of Civil and Environmental Engineering, University of Wisconsin-Madison, Engineering Hall, Engineering Drive, Madison, WI 0; PH (0) -; FAX (0) -; tbedil@wisc.edu 0 0 Submission Date: August st, 0 Total words: (Figures) + 0 (Table) = TRB 0 Annual Meeting

2 Mandal, Tinjum, and Edil 0 ABSTRACT In this paper, non-destructive testing of cementitiously stabilized materials (CSM) was studied using ultrasonic pulse velocity techniques. Flexural strength and flexural modulus tests were conducted on CSMs (gravel-cement, sand-cement, clay-cement, silt-cement, gravel-class C fly ash, sand-class C fly ash, silt-class C fly ash, clay-lime, and silt-lime-class F fly ash) and their P- wave velocity and constrained modulus were recorded. The effect of compaction, curing time, and binder content is reported and analyzed. For the materials tested, P-wave velocity decreased with decrease in specimen density, whereas P-wave velocity increased with increase in curing time and binder content. A strong relationship was found between the P-wave velocity and flexural strength (R = 0.0) and flexural modulus (R = 0.0 at 0% stress level). Because the change in density does not significantly change the fit, P-wave velocity is proposed to compute flexural strength. This study indicates that the ultrasonic pulse velocity technique is a suitable method for determining the flexural properties of CSMs. Keywords: Cementitiously stabilized materials, Flexural Strength, Flexural Modulus, Constrained Modulus, P-wave velocity, Ultrasonic testing. 0 0 TRB 0 Annual Meeting

3 Mandal, Tinjum, and Edil INTRODUCTION According to the Federal Highway Administration (), U.S. road centerline miles have increased by about 0% between 0 and 00, while the number of registered vehicles and vehicle miles traveled (VMT) has increased by over 00% and 0%, respectively. To maintain functionality of the roadway transportation system, the U.S. government annually spends $ billion for maintenance and construction and expands and constructs new roads at a rate of approximately,000 miles per year. Traditionally, mined natural aggregates have been used as subbase and base materials for supporting the pavement system and distributing traffic loads into the subgrade. Due to shortages of aggregates and high cost of petroleum resources, soil stabilization of the subgrade or subbase/base gained limited acceptance beginning in the 0s and 0s. Soil stabilization is an increasingly employed and valuable alternative to natural aggregates as global demand for raw materials, fuel, and infrastructure continues to increase (, ). Soil stabilization is the practice of improving the engineering properties of soil used for pavement base course, subbase course, and subgrade through the use of additives or binders, which are mixed into the soil to achieve the desired improvement. The addition of such binders transforms unbound material layers to bound layers, which are sometimes referred to as chemically or cementitiously stabilized layers (CSL). The common improvements achieved through soil stabilization include increases in the structural properties of strength, stiffness, and durability of the pavement layer. Soil stabilization also helps in reducing the plasticity index and is particularly useful when there are limits in the availability or economics of natural aggregates. Stabilization mechanisms vary widely, from the formation of new compounds binding the finer soil particles, to the coating of particle surfaces by the additive to limit the moisture sensitivity. Therefore, a basic understanding of the stabilization mechanisms involved with each additive is required before selecting an effective stabilizer that is well suited for a specific application (). Ultrasonic pulse velocity testing is a rapid, non-destructive testing technique that sends sound waves through the specimen that range in frequency from 0 khz to GHz. By measuring the travel time through the specimen, the P-wave or shear wave velocity and related dynamic properties of the material can be determined. Many studies have been conducted using ultrasonic pulse velocity tests for quality control and defect detection in civil infrastructures. However, there are limited studies on the use of non-destructive testing for CSMs. BACKGROUND The use of seismic modulus tests to monitor the curing or maturity of CSM in a nondestructive manner has increasingly garnered interest from researchers (,, ). Since the ultrasonic pulse velocity test is a non-destructive testing method, the measurement of variation of P-wave velocity (Vp) with curing time for CSMs is possible. Traditional laboratory ultrasonic testing methods determine the constrained modulus, shear modulus, and Poisson's ratio of specimens (). The P-wave velocity is calculated using Equation : Vp = () TRB 0 Annual Meeting

4 Mandal, Tinjum, and Edil where L is length of the specimen (m), and t, t are travel times of the P-waves (s). From the P- wave velocity obtained from the ultrasonic pulse velocity test, the low-strain constrained modulus (D) can be calculated using Equation, where ρ is mass density of the specimen (kg/m ): = () Several researchers (,, 0,,,, ) have used non-destructive testing for different soils. For stabilized mixtures, ultrasonic testing has been performed on highly plastic clay stabilized with lime, cement, and fly ash and a Class F fly ash stabilized with lime and cement (). The P- wave velocity for these stabilized mixtures increased with increasing density for both soil and fly ash and was well correlated to the unconfined compressive strength (UCS) of stabilized fly ash samples. Tests to justify the potential use of the seismic modulus testing method to conduct QA/QC of base and subgrade layers was conducted by Williams and Nazarian () and an evaluation of the growth in seismic modulus of lime-stabilized soil (LSS) during curing using free-free resonance testing was performed by Toohey and Money (). Williams and Nazarian () provided a procedure for relating high strain modulus, Mr, and low strain seismic modulus. The results showed good correlation between Mr and seismic modulus both in cohesive soil and granular soil. Toohey and Money () conducted tests on stabilized soils and measured Young s modulus (E) and shear modulus (G) over a -d curing period, for which the growth in modulus ranged from 0% to 00%. The growth in seismic modulus for each soil exhibited a power law relationship with curing time. Seismic modulus was found to correlate linearly with UCS throughout curing. The proportionality of E and UCS remained constant during curing for each soil beyond day. Yesiller et al. () conducted tests to evaluate the feasibility of using ultrasonic testing in stabilized mixtures. Ultrasonic testing consisted of determining p-wave velocities of stabilized mixtures. Tests were conducted on a highly plastic clay stabilized with lime, cement, and fly ash and a Class F fly ash stabilized with lime and cement. UCS tests were used to determine compressive strength and modulus of the mixtures immediately after sample preparation and after -d and -d curing periods. Ultrasonic tests were conducted on the compaction and compression test specimens and correlations were made between the test results. Variation of velocity with water content demonstrated a similar trend as the variation of dry density with water content for the soil. Yesiller et al. () found that velocity increased with increasing density for both soil and fly ash. For compression characteristics, velocity increased with increasing modulus for both soil and fly ash. The results showed that the velocity was well correlated to the UCS of fly ash samples. Su () studied the characteristics of ultrasonic wave on cementitiously stabilized materials and found the P-wave velocity or/and constrained modulus of the CSMs increased with curing time. This paper presents an evaluation of the effect of density, binder content, and curing time for different CSMs using ultrasonic testing. Using ultrasonic testing techniques, relationships are derived between stiffness and P-wave velocity and/or constrained modulus. MATERIALS The source materials used in this study include a silty gravel (GM), poorly graded sand (SP), and low plasticity silt (ML) and clay (CL) as classified per the Unified Soil Classification TRB 0 Annual Meeting

5 Mandal, Tinjum, and Edil Systems (USCS) (ASTM D) and shown in Figure (a). Index properties, compaction responses, and classifications of the soils are summarized in Table (a). According to Atterberg limit testing, the gravel, sand, and silt were non-plastic (NP). The particle size distribution curves, determined using ASTM D, are shown in Figure (b). FIGURE (a) Host soils and binders. FIGURE (b) Particle size distributions for gravel, sand, silt, and clay. 0 TRB 0 Annual Meeting

6 Mandal, Tinjum, and Edil TABLE (a) Index Properties for Host Soils Sample D0 (mm) Cu Cc Gs ωopt ɣd(max) (kn/m ) LL PL Gravel Content Sand Content Fines Content USCS Symbol AASHTO Symbol Gravel NP NP. 0.. GM A--a Sand NP NP.. 0. SP A--b Silt NP ML A- Clay CL A- D0 = median particle size, Cu = coefficient of uniformity, Cc = coefficient of curvature, Gs = specific gravity, ωopt = optimum water content, ɣd(max) = maximum dry unit weight, LL = liquid limit, PL = plastic limit, NP = non-plastic. Note: Particle size analysis conducted following ASTM D, Gs by ASTM D, ɣdmax and ωopt by ASTM D except for gravel by ASTM D, USCS classification by ASTM D, AASHTO classification by ASTM D, and Atterberg limits by ASTM D TABLE (b) Final Mix Design, Maximum Dry Density, and Optimum Moisture Content of the Stabilized Mixtures BC Clay Silt Sand Gravel OMC MDUW (kn/m ) BC OMC MDUW (kn/m ) BC OMC MDUW (kn/m ) BC OMC MDUW (kn/m ) No additive N/A.. N/A 0.. N/A.. N/A.. Cement Lime (Lime- Class F fly ash * ).. / *.. x x Fly ash x BC = Additive content, OMC = Optimum Moisture Content, MDUW = Maximum Dry Unit Weight; *Lime+Class F Fly Ash (Wen et al. 0) TRB 0 Annual Meeting

7 Mandal, Tinjum, and Edil Four different binders were used in this study: cement, Class C fly ash, Class F fly ash, and lime. The mix water was local tap water. The minimum binder contents were selected from mix designs based on UCS after -d curing. For the cement-stabilized specimens, the UCS was greater than. MPa based on ASTM D (). Lime-stabilized specimens had a UCS of at least 0. MPa after -d curing at 0 C based on ASTM D0 (). For the fly ash-stabilized soils, the Federal Highway Administration (FHWA) recommends at least. MPa for the -d UCS based on ASTM D (). The final mix designs, the maximum dry density, and optimum moisture content for all stabilized mixtures are presented in Table (b). 0 0 SPECIMEN PREPARATION Steel molds ( mm) and PVC molds (0-mm diameter with a height of mm, and -mm diameter with a height of 0 mm) were used for preparing beam and cylindrical specimens, respectively. Particles larger than mm were removed prior to compaction. The gravel-stabilized specimens were compacted with modified compaction effort according to AASHTO T0, Standard Method of Test for Moisture-Density Relations of Soils Using a. kg Rammer and a mm drop. The sand, silt and clay stabilized specimens were compacted with standard compaction effort according to AASHTO T, Standard Method of Test for Moisture-Density Relations of Soils Using a. kg Rammer and a 0 mm drop (). Different curing procedures were applied to the mixtures depending on the binder used. Cement-stabilized mixtures (gravel, sand, silt, and clay) were cured in a moist room (00% relative humidity, C) for d (ASTM D). Fly ash-stabilized mixtures (sand, silt, and gravel), clay-lime, and silt-lime-class F fly ash were sealed with plastic wrap and cured in an oven set to 0 C (ASTM C) for d. 0 EXPERIMENTAL METHODS Flexural strength and flexural modulus test The schematic of the setup for the flexural beam test is shown in Figure. Third-point loading tests for flexural strength and flexural modulus were in accordance with Midgley and Yeo (). The load was applied on four points with a span-depth ratio of :. The beam specimens were tested on a -kn MTS Systems Model. servo-hydraulic machine. A constant loading was applied at a rate of 0 kpa/min ± kpa/min for the flexural beam tests until the specimen failed. Flexural strength is expressed in the terms of the modulus of rupture as shown in Equation. R = PL/bd () where R = modulus of rupture (kpa), P = maximum applied load (N), L = span length (mm), and b, d = average width and depth of specimen (mm). TRB 0 Annual Meeting

8 Mandal, Tinjum, and Edil 0 0 FIGURE Diagrammatic view of setup for flexural strength test. The flexural modulus test was conducted at a frequency of Hz. A contact load ( N to N) was applied to the specimen. The loading for the flexural modulus test used was between 0% and 0% of the estimated ultimate breaking load of the specimen. Cyclic haversine loading was applied for 00 load pulses. The maximum force applied to the specimen and the peak displacement for the haversine load pulses applied for each pulse cycle was recorded using a LABVIEW program. The first 0 cycles were considered as pre-conditioning. The data from the second 0 consecutive cycles were used to calculate the flexural modulus of the specimen using Equation. An average of the second 0 cycles was considered as the flexural modulus of the specimen. Smax = x 000 () where Smax is flexural modulus (MPa) and δh is peak mid-span displacement (mm) Ultrasonic pulse velocity test Non-destructive testing of the CSMs were conducted using the CNS FARNELL PUNDIT (Portable Ultrasonic Nondestructive Digital Indicating Tester)-Plus Ultrasonic Velocity Test System. This equipment was used to measure the propagation speed of a pulse of ultrasonic longitudinal stress waves (Figure ). The device consists of a transducer and a receiver, which is connected to an electronic timing device for measuring the time interval between the initiation of a pulse generated at the transmitting transducer and its arrival at the receiver. The travel time through the specimen can be read from the PUNDIT-Plus digital display screen (). TRB 0 Annual Meeting

9 Mandal, Tinjum, and Edil Transducer and 0 Receiver FIGURE Ultrasonic pulse velocity test equipment (PUNDIT-PLUS). The beam and cylindrical specimens were tested by the direct transmission of the pulse of ultrasonic longitudinal stress waves at khz. ASTM C standard was followed for this study. The transducer and the receiver were contacted to the ends of the specimen. A waterbased jelly (K-Y by Target) was used as the coupling agent to ensure full contact of the transducers and the surfaces. Travel time and the exact length of the specimens along the direction of testing were recorded for the calculation of Vp. The P-wave velocity measurements were taken after curing. These specimens were then used for flexural strength and flexural modulus testing. PUNDIT-Plus equipment was used to record the time required for the ultrasonic P-wave to travel through the beam specimen, which was then used to calculate the P-wave velocity and the constrained modulus of the specimen. As the ultrasonic pulse velocity test is a non-destructive type of testing, these tests were conducted before the specimens were tested for the flexural strength and flexural modulus tests. 0 RESULTS Effect of density on P-wave velocity and constrained modulus A subset of CSM mixtures was compacted at various moisture contents to study the effect of density/compaction. Figure shows the comparison of constrained modulus and p-wave velocity for the specimens with reduced dry density as compared to those specimens compacted to target dry density. The average of three replicate specimens for a specific mixture is used. With decrease in density, constrained modulus and P-wave velocity decreased. The cementstabilized soils had a decrease in modulus (and P-wave velocity) in the range of % and %; whereas, for the lime- and fly ash-stabilized soils, the decrease ranged from % to %. Based on these results, proper compaction of CSMs is required to achieve optimum strength properties. TRB 0 Annual Meeting

10 Mandal, Tinjum, and Edil 0 P-Wave Velocity (m/s),00,000,00,000,00,000 Specimens Compacted to Target Dry Density Specimens Compacted to Reduced Dry Density 00 0 Silt-Cement Clay-Cement Gravel-Cement Specimens Silt-Lime-Fly ash (/%) Silt-Fly ash FIGURE Effect of density/compaction on CSMs. Clay-Lime TRB 0 Annual Meeting

11 Mandal, Tinjum, and Edil Effect of curing time and binder content on p-wave velocity and constrained modulus Since the ultrasonic pulse velocity test is a non-destructive testing method, the measurement of variation of Vp with curing time for CSMs is possible. Figures and show the comparison of constrained modulus and Vp for specimens with different binder contents and curing time, respectively. The average of at least two replicate specimens for a specific mixture was used. With increase in binder content and curing time of the specimens, constrained modulus and Vp increased. The clay-cement specimen had the most gain in strength after 0 d of curing. The sand-cement specimen had the most increase in strength when the binder content was increased. 0 FIGURE Effect of binder content on CSMs. TRB 0 Annual Meeting

12 Mandal, Tinjum, and Edil,000 0,000,000 Constrained Modulus (MPa) 0,000,000 0,000,000 0,000,000 0,00 Sand-Cement Gravel-Cement Clay-Cement Days,000,00 P-Wave Velocity (m/s),000,00,000,00, Days FIGURE Effect of curing period on CSMs. Sand-Cement Gravel-Cement Clay-Cement TRB 0 Annual Meeting

13 Mandal, Tinjum, and Edil Relationship between constrained modulus and p-wave velocity with flexural strength The relationship between constrained modulus and Vp with flexural strength of the CSMs is presented in Figures and. For each mixture, two or more replicate tests were conducted for comparison of constrained modulus and flexural strength. The flexural strength of CSMs increased with increasing constrained modulus. A strong relationship between the flexural strength and constrained modulus was obtained, presented in Equation : FS = 0.0 (CM) 0. [R = 0.] () 0 where FS is flexural strength (kpa) and CM is constrained modulus (MPa). Similarly, Equation may be appropriate to estimate the flexural strength of CSMs from P-wave velocity: FS = E-0 (Vp). [R = 0.0] () 0 where FS is flexural strength (kpa) and Vp is P-wave velocity (m/s). Figures and show the relationship between constrained modulus and flexural strength, and P-wave velocity and flexural strength, respectively, for all stabilized soil. The results include all specimens that were tested for flexural strength, including specimens with varying density, curing time, and binder content. The relationship between constrained modulus (or P-wave velocity) and flexural modulus with respect to soil type (i.e., sand, gravel, silt, and clay) and binder (i.e., cement, class C fly ash, class F fly ash, and lime) are shown in Figure. Table summarizes the relationships developed between constrained modulus and p-wave velocity with flexural strength from the ultrasonic wave testing on the CSMs. The best-fit curve was chosen to develop the equations. TABLE Summary of Relationships between Constrained Modulus and Flexural Strength Relationship for Soil Type Relationship R Relationship R All Stabilized Soils FS = 0.0 CM FS = E-0 V p. 0.0 Fine-grained CSMs FS = E-0 CM CM FS = V p - 0. V p +. Coarse-grained CSMs FS = 0. CM FS = V p. 0. Silt stabilized with binders FS = E-0 CM CM FS =.0 e 0.00 Vp 0. Clay stabilized with binders FS = 0.0 CM FS = E-0 V p. 0. Sand stabilized with binders FS = 0. CM FS = 0.00 V p. 0. Gravel stabilized with binders FS = 0.0 CM FS = 0. e 0.000Vp 0. Cement-stabilized soils FS = 0. CM FS = 0.00 V p. 0. Class C fly ash-stabilized soils FS =. e 0.000CM 0. FS =. e 0.00Vp 0. Lime/class F fly ash-stabilized soils FS = 0. CM FS = V p 0. FS = Flexural strength (in kpa); CM = Constrained modulus (in MPa); V p = P-wave Velocity (in m/s) TRB 0 Annual Meeting

14 Mandal, Tinjum, and Edil FIGURE Relationship between constrained modulus and flexural strength for CSMs. TRB 0 Annual Meeting

15 Mandal, Tinjum, and Edil FIGURE Relationship between P-wave velocity and flexural strength for CSMs. TRB 0 Annual Meeting

16 Mandal, Tinjum, and Edil (a) (b) (c) (d) (e) (f) FIGURE Relationship between constrained modulus and P-wave velocity with flexural strength for CSMs. TRB 0 Annual Meeting

17 Mandal, Tinjum, and Edil 0 0 The constrained modulus was calculated using the dry density for each specimen. The R for constrained modulus/p-wave velocity and flexural strength (Table ) is essentially the same (difference of 0.0 and 0.0) and slightly higher for the class C fly ash-stabilized specimens (0.0). Because the change in density does not significantly change the fit, P-wave velocity is proposed to compute flexural strength. For comparison, Yesiller et al. () studied the use of ultrasonic pulse velocity testing method on stabilized soils and found the strength to increase over time. Yesiller et al. () found good co-relation between velocity and strength for fly ashstabilized soil. Su () studied the characteristics of ultrasonic wave on cementitiously stabilized materials and found the P-wave velocity or/and constrained modulus of the CSMs increased with curing time. Toohey and Mooney () found the growth in seismic modulus for lime-stabilized soil exhibited a power law relationship with curing time. These studies correlate well to the findings in this paper. Relationship between constrained modulus and p-wave velocity with flexural modulus Ultrasonic wave testing was conducted before testing for flexural modulus for each mixture. The constrained modulus for each beam specimen was thus the same, but the flexural modulus at 0%, 0%, and 0% stress level was different. For each mixture, three replicates were tested. Figure 0 shows the relationship between constrained modulus and P-wave velocity with flexural modulus for 0%, 0%, and 0% stress level. There was a better co-relation between the constrained modulus and flexural modulus at the 0% and 0% stress levels (R = 0.0 and 0., respectively). The R values for 0% stress levels are quite low (0.). The low R values for 0% stress levels may be due to the insufficiency of the applied loads. Equations,, and summarizes those relationships, which can be used to estimate the flexural modulus of CSMs by using the ultrasonic pulse velocity test. At 0% stress level, FM = 0.0 CM +. [R = 0.] At 0% stress level, FM = 0. ln(cm) -,. [R = 0.0] At 0% stress level, FM =. ln(cm) -,. [R = 0.] () () () 0 where CM = Constrained Modulus (in MPa) and FM = Flexural modulus (in MPa). For comparison, in the study by Yesiller et al. (), the P-wave velocity increased with increasing modulus of the mixture. P-wave velocity was directly correlated to the stiffness of the stabilized mixtures by Yesiller et al. (), which correlates to the findings in this paper. TRB 0 Annual Meeting

18 Mandal, Tinjum, and Edil (a) 0% Stress Level (b) 0% Stress Level (c) 0% Stress Level FIGURE 0 Relationship between constrained modulus and P-wave velocity with flexural modulus for CSMs at different stress levels. TRB 0 Annual Meeting

19 Mandal, Tinjum, and Edil CONCLUSIONS Results from ultrasonic pulse velocity tests showed that with decrease in density of the specimens, constrained modulus and P-wave velocity decreases, whereas, with increase in binder content and curing time of the specimens, the constrained modulus and P-wave velocity increases. A relationship was found between the flexural strength and P-wave velocity (R = 0.0) and also between flexural modulus and P-wave velocity (R = 0.0 at 0% stress level). The ultrasonic pulse velocity tests showed a clear trend of increasing stiffness (constrained modulus) with time for all mixtures; thus, the method allows for a convenient study of modulus growth with time ACKNOWLEDGMENT This study was funded through NCHRP Project -, Characterization of Cementitiously Stabilized Layers for Use in Pavement Design and Analysis. The contents solely reflect the views of the authors who are responsible for the accuracy of the experimental data and analysis. The contents do not necessarily reflect the official views of the Transportation Research Board, the National Research Council, the Federal Highway Administration, the American Association of State Highway and Transportation Officials, or of the individual states participating in the National Cooperative Highway Research Program. REFERENCES. Ch. Fly Ash in Stabilized Base Course. Fly Ash Facts for Highway Engineers, Federal Highway Administration Web Site, Accessed, 00.. Hilbrich S. L. and Scullion T. Rapid Alternative for Laboratory Determination of Resilient Modulus Input Values on Stabilized Materials for AASHTO Mechanistic- Empirical Design Guide. Journal of the Transportation Research Board, No. 0, 00, pp. -.. Little, D. N. and Nair, S. Recommended Practice for Stabilization of Subgrade Soils and Base Materials, NCHRP Web-Only Document, Contractor s Final Task Report for NCHRP Project 0-0, Transportation Research Board, National Research Council, Washington, DC, 00.. Mandal, T. Fatigue Behavior and Modulus Growth of Cementitiously Stabilized Pavement Layers, MS Thesis, University of Wisconsin-Madison, Madison, WI, 0.. Midgley, L. and Yeo, R. The Development and Evaluation of Protocols for the Laboratory Characterisation of Cemented Materials, Austroads Technical Report AP- T0/0, Austroads Inc, 00.. Technical Brief: Mixture Design and Testing Procedures for Lime Stabilized Soil. National Lime Association. Accessed, 00.. Nazarian, S., D. Yuan, V. Tandon, and M. Arellano. Quality Management of Flexible Pavement Layers with Seismic Methods. Research Report -. Center for Transportation Infrastructure Systems, The University of Texas at El Paso, 00.. Soil-Cement Laboratory Handbook, Portland Cement Association,. TRB 0 Annual Meeting

20 Mandal, Tinjum, and Edil Pucci, M., J. Development of a Multi-Measurement Confined Free-Free Resonant Column Device and Initial Studies, MS Thesis, University of Texas at Austin, Austin, TX, Sawangsuriya A., Edil T. B. and Bosscher P. J. Modulus-Suction-Moisture Relationship for Compacted Soils in Post-Compaction State, Journal of Geotechnical and Geoenvironmental Engineering, American Society of Civil Engineers, Vol., No. 0, 00, pp Sawangsuriya A., Edil T. B., and Bosscher, P. J. Relationship of Soil Stiffness Gauge Modulus to Other Test Moduli, Journal of Transportation Research Board, No., Paper No. 0-0, National Research Council, Washington D. C., 00, pp Schuettpelz, C. C., Fratta, D., and Edil, T. B. Mechanistic corrections for determining the resilient modulus of base course materials based on elastic wave measurements. Journal of Geotechnical and Geoenvironmental Engineering. Vol., No., 00, pp Su, Z. Durability performance Of Cementitiously Stabilized Layers, MS Thesis, University of Wisconsin-Madison, Madison, WI, 0.. Su, Z., Fratta, D., Tinjum, J.M., Edil, T.B. Cementitiously Stabilized Materials using Ultrasonic Testing. TRB 0 Annual Meeting, 0.. Toohey, N.M., and Mooney, M.A. Seismic modulus growth of lime-stabilised soil during curing, Ge otechnique Vol., No., 0, pp. 0.. Williams, R. R. and Nazarian, S. Correlation of Resilient and seismic modulus test results, Journal of Materials in Civil Engineering, Vol. No., 00, pp Yesiller N., Hanson J.L., Rener A.T. and Usmen M.A. Ultrasonic testing for evaluation of stabilized mixtures, Transport Research Record, Vol., 00, pp... Wen, H., Balasingam, M., Edil, T., Tinjum, J., Gokce, A., Wang, J., Casmer, J., Su, Z. Characterization of Cementitiously Stabilized Layers for Use in Pavement Design and Analysis, Project 0- Test Procedure Evaluation Report, prepared for National Cooperative Highway Research Program, Washington D.C, 0. TRB 0 Annual Meeting