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Rapid Shear Strength Evaluation of in Situ Granular Materials

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Rapid Shear Strength Evaluation of in Situ Granular Materials 134 TRANSPORTATION RESEARCH RECORD 1227 Rapid Shear Strength Evaluation of In Situ Granular Materials MICHAEL E. AYERS, MARSHALL R. THOMPSON, AND DONALD R. UzARSKI Dynamic Cone Penetrometer (DCP) and rapid-loading (1.5 in./ The DCP does not have these limitations. It can be used sec) triaxial shear strength tests were conducted on six granular for a wide range of particle sizes and material strengths and materials compacted at three density levels. The granular mate­ can characterize strength with depth. rials were sand, dense-graded sandy gravel, AREA No. 4 crushed The DCP, as used in this study, consists of a 17 .6-lb sliding dolomitic ballast, and material No. 3 with 7 .5, 15, and 22.5 percent weight, a fixed-travel (22.6 in.) weight shaft, a calibrated F A-20 material. (F A-20 is a nonplastic crushed-dolomitic fines stainless steel penetration shaft, and replaceable drive cone material-96 percent minus No. 4 sieve : 2 percent minus No. 200 sieve.) DCP and triaxial shear strength data (including stress­ tips (Figure 1). Test results are expressed in terms of the strain plots) are presented and analyzed. The major factors affect­ penetration rate (PR), which is defined as the vertical move- ing DCP and shear strength are considered. DCP-shear strength correlations are established and algorithms for estimating in situ shear strength from DCP data are presented. To the authors' knowledge, this is the first study in which the shear strength of Handle granular materials has been related to DCP test data. Such rela­ tions have significant potential applications in evaluating existing Hammer (8 kg) ( 17.6 lb) transportation support systems (railroad track structures, airfield and highway pavements, and similar types of horizontal construc­ tion) in a rapid manner. A DCP test can be conducted to a depth of 2 to 3 ft in a matter of minutes. Several tests can be conducted to establish the variability of the in situ material. E c E ·- Characterization of in situ shear strength of granular materials '°t- NU! and fine-grained soils in transportation support systems eval­ IO N uation is an expensive and time-consuming endeavor. Test excavations, laboratory analysis of bulk field samples, and in situ tests [i.e., plate bearing and California bearing ratio (CBR)], have all been used. Because of the expense involved, how­ ever, testing is generally quite limited. The high variability associated with most soil types and the number of soil types typically encountered in a project neces­ sitate a test method that is inexpensive and rapid. The trade­ off has been either a cursory survey with limited results or an 16 mm¢ Steel Rod in-depth characterization of a limited number of sites. Several rapid test methods are available for evaluating in situ strength. The dynamic cone penetrometer (DCP)(l), the Clegg hammer, the U .S. Army Waterways Experiment Sta­ tion penetrometer (commonly referred to as the "WES cone Cone penetrometer"), the dynamic portable penetrometer (DPP)(2), and the vane shear apparatus are examples of devices cur­ rently in use. Device limitations include the inability to dif­ ferentiate layers or detect zones of weakness (Clegg hammer), THE CONE incompatibility with large particle sizes (vane shear appara­ tus), the inability to penetrate high-strength materials (WES cone), and the lack of strength correlations for granular mate­ rials with large-sized aggregate (OPP). ~Cone Angle 60° M. E. Ayers and M. R. Thompson, Department of Civil Engineering, University of Illinois at Urbana-Champaign, Urbana-Champaign, Ill . mm (0.79 in.) 61801-2397. D. Uza1ski, U.S. Army ConsLruc.:Lion Engineering ~20 Research Laboratory, P.O. Box 4005, Champaign, 111. 61820. FIGURE 1 Dynamic cone penetrometer. Ayers et al. 135 FIGURE 2 DCP utilization. ment of the DCP cone produced by one drop of the sliding weight (inches/blow). Strong Material The DCP has many advantages. It is adaptable to a wide range of material types, can be conducted rapidly (approxi­ mately 5 to 10 min per test site), is portable, and is relatively Vl inexpensive to construct and maintain. .s::. u"' .!: The DCP is particularly well suited for in situ strength 24 evaluation of railroad track beds, highway and airfield pave­ .s::. ii ments, and unpaved areas. Figures 2 and 3 show the DCP 0"' evaluation of a railroad system and a typical depth-blow count 36 relation. The differentiation in layer strengths is evident in Total Blow Count ; 76 Figure 3. Note, the total blow count to a given depth is indic­ ative of overall strength. 43 0 to 20 30 40 50 60 70 80 90 100 There are existing DCP-CBR correlations (3,4), as illus­ trated in Figure 4. DCP use has been limited in part because Blow Count of a lack of correlations relating DCP penetration values with fundamental material properties such as shear strength (cohe­ sion, c, and the angle of internal friction, <I>). These properties Weak Material are essential inputs to many mechanistic-empirical analysis and design procedures including ILLI-P A VE (5), ILLI-TRA CK 12 (6, 7), and similar procedures using Mohr-Coulomb failure Vl criteria. This paper establishes DCP-shear strength correla­ .s::. u"' tions for a range of granular materials. c 24 .s::. 0. CV OBJECTIVE AND SCOPE 0 Total Blow Count ; 35 36 The primary objective of this study is to evaluate the efficacy of the DCP for estimating the shear strength of granular mate­ 431-.___t~-L.~L-\.-L~...L-~.l----L~-L.~-'---J rials. A simple, quick, and economical field procedure is desired o ~ w 30 ~ 50 w ro oo ~ ~ to evaluate the structural adequacy of ballast through the use Blow Counl of RAILER, the railroad track maintenance management sys­ FIGURE 3 Typical DCP blow count-depth tem under development at the U.S. Army Construction Engi- relationships. 136 TRANSPORTA TION RESEA RCH RECORD 1227 TECHNION -ISRAEL 1. The material was separated into size fractions and 100 2.0 recombined to the proper gradation. 80 · ~ 2. The moisture content was determined (where appli­ 60 · 1.8 cable) and adjusted as necessary. 50 - 3. The materials were compacted in three increments (lifts) 40 · 1.6 ~ to predetermined maximum, minimum, and intermediate 30 · densities. Compaction was accomplished by use of a vibratory 1.4 ~ 20 - hammer with a full-face compaction head. 4. The DCP specimens were compacted in a 12-in. diam­ ~ 15 1.2 ~ a: eter by 18-in. deep steel mold with attached bottom plate. A "' CD "' 10 2 1.0 study of mold size effects (J) indicated that a mold diameter a '\ > 8 . "'0 is less than approximately 8 times the maximum aggregate (}:'. __J CD 0.8 ""' size was significant. Mold size effects are attributed to sample u 6 5 ""' confinement and wall friction and are further documented by 4 0.6 Green and Knight (8). 15 3 Log CBR; 2.20-0.71 (Log OCPJ · .\ 5. Standard practices were followed for preparing the 0.4 - 2 "" triaxial specimens (6-in. diameter by 12-in. depth). The spec­ R > 0.95 ' 2 I\ imens were compacted on the base plate of the triaxial cell 1.5 Q2 (Figure 5). Two membranes were used (31-mil neoprene com­ \ paction membrane, plus a second 25-mil latex membrane). 0 0.5 0.7 0.9 I.I 1.3 1.5 1.7 1.9 2.1 Log (OCP) DCP TESTING 4 5 6 7 8 10 15 20 30 40 60 80 100 DCP Values (mm/Blow) A recent study (1) indicated that operator error was minimal and did not significantly affect DCP results. Examples of oper­ FIGURE 4 CBR-DCP algorithm (J). ator error include vertical misalignment of the device (sig­ nificant only in extreme cases), incorrect reading of the pen­ etration rod, and incorrect recording of the data (generally evident during data review). In this study, a test platform was neering Research Laboratory (USA-CERL). To the authors' used to maintain vertical alignment of the DCP apparatus and knowledge, no currently available correlations establish a maximize reproducibility. The test apparatus is shown in Fig­ relationship belween the DCP-PR and granular material shear ure 6. Test data (blow count and penetration depth) were strength. manually recorded. Therefore, a two-phased study was conducted to establish Material density, gradation, and fines content (in the case the desired correlations. In Phase 1, typical track section of ballast materials) were the primary factors evaluated in the materials including sand, sandy gravel, crushed dolomitic bal­ DCP series. Other material paramete.rs (such as void ratio, last, and ballast with varying amounts of non plastic fines were effective grain size, coefficient of curvature, coefficient of evaluated with the DCP to obtain a general understanding of uniformity, and maximum aggregate size) were calculated or the factors involved in the test procedure. Phase 2 focused measured for subsequent use. on determining the shear strength and associated parameters for each of the materials previously tested with the DCP appa­ ratus. Phase 2 test results were statistically analyzed to estab­ TRIAXIAL TESTING lish regression equations relating PR and shear strength. The commonly used shear strength parameters of deviator stress at failure, stress ratio at failure, cohesion, and angle of MATERIALS internal friction can be established from triaxial test data. A computer-interfaced MTS hydraulic load apparatus was used The mater.ials evaluated were sand, dense-graded sandy gravel in all Phase 2 testing (Figure 7). Air was used as the confining (Rokey), crushed dolomitic ballast (AREA No.4), and ballast prf.ssnre, ;rncl thf. tf.sts were conducted with the sample vented with varying amounts of nonplastic crushed dolomitic fines to the atmosphere (open or drained condition).
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