Cooperative Organization Sponsored Jointly by the Virginia. Virginia. Virginia. Highway & Transportation Research Council. University of Virginia)

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From this document you will learn the answers to the following questions:

  • What percentage of Gravel is in the aggregates?

  • What was used to determine the polish resistant properties of bituminous mixes?

  • What is the county where Route 19 is located?

Transcription

1 C. Mahone D. Research Scientists Senior INSTALLATION REPORT BLENDED AGGREGATE BITUMINOUS MIXES by C. S. Hughes III and Highway & Transportation Research Council Virginia Cooperative Organization Sponsored Jointly by the Virginia (A of Highways & Transportation and Department University of Virginia) the Charlottesville, Virginia 1975 March VHTRC 75-R39

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3 has provided skid resistant pavements in the Virginia area of the state by placing thin overlays of sand limestone incorporating local materials, by sprinkling highly skid mixes aggregates on limestone bituminous mixes prior to resistant and by blending polish resistant aggregate with lime- rolling, All of these methods have met with success, but the stone. mixes have proven to be the most reliable and durable. blended date the blended mixes have employed at least 45% of imported, To quantity of polish resistant aggregate can be reduced, which the reduce the cost of the blended mixes. would report describes t e installation of five experimental This of bituminous mixes incorporating relatively small amounts sections nonpolishing aggregates with limestone screenings. se of are located in the Staunton and Bristol Districts as sections described in the report. is hoped that these mix types will retain an adequate It value so as to provide an economical alternative to 100% skid SUMMARY resistant aggregate, which, of course, is the expensive polish of the mix. It is the feeling of the investigators that portion nonpolishing and sprinkle mixes. iii

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5 C. Mahone D. Research Scientists Senior Research Council is. continously trying to. develop economical resistant bituminous surface courses. This endeavor is partic- skid important in the state's western construction districts where ularly aggregates are scarce and costly to import. nonpolishing the past, the Council has worked with field personnel in In such skid resistant mixes as the S-I, which is a fine developing mix similar to natural Kentucky rock-asphalt; sprinkle mixes, sand consist of a plant mix fabricated from 100% polish susceptible which and blend mixes, which are blends of coarse polish re- materials; aggregate and fine polish susceptible materials. All of sistant majority of the blended mixes have incorporated about 40% more of imported polish resistant aggregate. For reasons of or it is highly desirable to reduce the quantity of the economy, materials. For this reason, the Bituminous and Mainte- imported Sections of the Council have joined with the Materials nance of the Staunton and Bristol Districts to ascertain if personnel quantity of polish-resistant aggregates in the blended mixes the be reduced without a sacrifice in skid resistance. can report deals with an attempt to blend small amounts of This nonpolishing aggregates with limestone fines to produce coarse, durable skid resistant mix. experimental mixes, which were a Staunton and Bristol materials personnel, are described designed by INSTALLATI ON REPORT BLENDED AGGREGATE BITUMINOUS MIXES by C. S. Hughes III and INTRODUCTION and sprinkled with a light application of precoated polish aggregate aggregate prior to rolling; mixes fabricated from local resistant mixes have performed satisfactorily; however, the ones that these proven to be the most reliable from the combined consideration have lasting skid resistance and physical durability have been the of mixes. blended the report and the test sections are located. Initial skid in are also reported. values

6 performance of the mixes will be evaluated primarily by of skid values although surface distress will also be monitored. use of the experimental sites are in the Staunton District Two three are in the Bristol District. In the Staunton District, and is on Route 55 east of Front Royal (Warren County) and the one on Route 50 west of Winchester (Frederick County). other A-58 east of St. Paul, also in Russell County. Details of Route site follow and schematic drawings are shown in Figures i each Route 55 Warren County i shows the' layout of the experimental sections on Figure 55 in Warren County. paving was done by the Virginia Route limits of Front Royal, beginning at about milepoint 1.3 corporate metres) and extending eastward average daily ( design called for two nonpolishing aggregates #8 greenstone and #8 Leakesville gravel each in amounts of Paris 20, and 30% blended with 90, 80, and 70% Riverton limestone i0, (#I0 stone), respectively, for a total of six mixes. screenings mix data are given in Table i. values shown are Marshall to but not exactly what the Marshall design predicted. close discrepancies resulted from the fact that the design per- of nonpolishing aggregates deviated from the actual centages appreciably. Table 2 shows the comparison between the blends and actual blends. Tests on the actual blends (.plant design the rounded averages from the data from the two laboratories are are assumed to be the actual quantities of polish resistant and EXPERIMENTAL SITES sites.in the Bristol District are on Route A-58 of Dryden three County), Route 19 east of Lebanon in Russell County, and (Lee through 5 appended. Company. As indicated, the site is on a two-lane portion Asphalt Route 55 approximately 4 miles (6436 metres) east of the east of count was 5,355. Since this is a two-lane roadway, the traffic is 2,678 per lane. surface will be exposed to approxi- AVD mately one million vehicle passes per year. were performed by both the Research Council and the samples) District. values in the rounded average column Staunton material in the mixes. 2

7 Greenstone 7.0 2, i0 Greenstone 6.8 1, % Greenstone , % Gravel 7.4 1, i0 Gravel 6.8 1, % Gravel 6.6 1, % 'Table 2 Design % Actual % Rounded Aggregate TRC Staunton D strict Average VH& Virginia Highway & Transportation Research Council values obtained by gradation separation; those from Staunton by the were residue method. use of different methods plus the insoluble testing error account for the small differences shown expected discrepancies between the design and actual values are probably to the limestone screenings spilling over from the Number i due Table i Data, Marshall Route 55 Warren County A.C., Stability, Newtons Density Design % lb. Marshall Field Section VFA VMA S I vs. Actual Percentages of Nonpolishing Aggregates, Design 55 Warren County Route Greenstone i ii Greenstone Greenstone Gravel I i0 Gravel Gravel 30 i0.i

8 the Number 2 bin and thus being weighed as nonpolishing into However, these sections will be of great value in aggregate. control section consists of the 1,500 feet (457.2 m) of immediately east of the blended sections and is paved with 135 roadway ($932 kg/m2) of MI-2 consisting of the following proportions- 9sy #68 greenstone, 10% #8 greenstone, 20% #i0 granite, and 35% % limestone. #i0 initial skid values shown in Table 3 do not give an of future skid values; however, they are included for indication Initial Skid Values for Average 55 Warren County Test Sections Route Test SN40 PSDN40 Field Section Greenstone % Greenstone % Greenstone % Gravel % Gravel % Gravel % SN40 values are skid numbers obtained with the Research * trailer, used according to ASTM E Each value Council the mean of five repeat tests. PSDN40 is the predicted is distance number for 40 mph ( 7.88 m/s) tests as stopping from a correlation curve developed by Runkle. (I) It derived this value that the engineers in Virginia should consider is the Department has fom years judged skid resistance on since distance numbers. stopping a measure of the effect of small amounts of nonpolishing providing on pavement skid resistance. aggregate completeness. Table 3 4

9 Route 50 Frederick County 2 shows the layout of the experimental sections Figure by the Perry Paving-Company in the eastbound traffic placed of Route 50 approximately 6 miles (9 654 m) west of the west lane limits of Winchester beginning at about milepoint corporate traffic lane, 5,120 is first halved and then multiplyed bound 80% as prescribed by traffic manuals. result is 1,024 by AVD, in or about 375,000 vehicles per year. material indicates that it is not as polish susceptible this most of Virginia's limestones.) remaining sections in- as blends that employ #8 or #78 Paris greenstone as the non- elude aggregate, in percentages of i0, 20, and 30%. polishing aggregate of each of the mixes is Perry limestone remaining screenings. Marshall Mix Data, Route 50 Frederick County Limestone 100% #8 Greenstone 10% #8 Greenstone 20% #8 Greenstone 0% #78 Greenstone 10% #78 Greenstone 20% C. Stability, Newtons Marshall VFA A. lb. Density % bin analyses were performed frequently in order.to more Hot control the design blend percentages. results are accurately (2 009 m) and extending eastward AVD count ,120. To ascertain the volume of traffic in the east- was site includes a section of 100% Perry limestone This ( relatively high insoluble residue, 14.5%, of screenings. Marshall mix design data are given in Table 4. Tab le 4 VMA Design Section , , ,320 I ,250 i ,340 i , % #78 Greenstone , shown in Table 5. 5

10 Design Actual Percentage Rounded Aggregate VH&TRC Staunton Average Percentage Greenstone #":8 8 Greenstone # 8 Greenstone # Greenstone #78 Greenstone #78 Greenstone # i probably due, as on Route 55, to the methods of aggregate are and expected testing error. Again the Virginia High- separation and Transportation Research Council results are based on way whereas the Staunton results are based on insolubility, gradation, any rate, the actual percentages more closely approximate the At percentages than was the case with Route 55 results. design mixfrom Riverton, made from 100% #8 greenstone. Limestone 100% #8 Greenstone 12% #8 Greenstone 19% #8 Greenstone 2 % #78 Greenstone 6% #78 Greenstone 18% Initial Skid Values for Route 50 Average County Test Sections Frederick Table 5 vs. Actual Percentages of Nonpolishing Aggregate Design 50 Frederick County Route i discrepancies between the actual percentages by the Highway & Transportation Research Council and Staunton Virginia the Perry limestone, having a higher insolubility than many and is the primary source of the variability in the results. limestones, control section consists of 70 2 (3076 kg/m ) of MS-II psy initial skid values are shown in Table 6. Table 6 Field Test Section SN PSDN % #78 Greenstone

11 Route A-58 Lee County 3 shows the layout of the experimental section in Figure County, which was paved by the Adams Construction Company. Lee site is on a two-lane section of Route A-58 approximately miles ( 413 m) east of Dryden, starting at about milepoint i. (ii 263 m) and extending eastward. AVD count in 1973 was? This being a two-lane roadway, the traffic count in one,540. direction is 1,770 AVD, or about 650,000 vehicles per year. Marshall mix data come from the design procedure, and at recommended asphalt content of 6.4% provides a stability of the actual percentage of the #8 nonpolishing aggregate used determined from sample separation by the Research Council was as rounded to 15%. Samples taken from the cold feed belt cross 14.5% were used to control the percentage at the plant. sec tion initial skid values on this section are shown in Table 7. control section, consisting of 135 psy (5932 kg/m 2) of MI-2, the following proportions" 35% #68 granite, 15% #8 sand, and had #i0 limestone. 50% Initial Skid Values for Route A-58 Lee County EBL WBL EBL WBL percent of #8 Tri-City gravel, the nonpolishing Twenty was blended with Marty Quarry limestone screenings. aggregate, ib.( Newtons), a density of 98.2%, a VMA of 16.9%, 2,785 a VFA of 89.7%. and Table 7 SN PSDN Section % #8 Tri-City Gravel Control?

12 Route 19-- Russell County 4 shows the layout of the experimental section in Figure County paved by the Adams Construction Company. As Russell the site is on a two-lane section of Route 19 about 2.5 shown, ( m) north of Lebanon, beginning at about mile- miles 13.0 ( m) and extending eastward AVD point was 7,170. Again, since this is a two-lane road, the count in each lane is 3,585 AVD, or about 1.3 million vehicles traffic year. per design called for 30% #78 nonpolishing aggregate from Quarry blended with 70% Pounding Mill limestone screenings. Jack actual percentage of the #78 nonpolishing aggregate obtained by separatio.n by the Research Council, was. 22.0%. used, control sections consist of 135 psy (.5932 kg./m 2) of made from 100% #8 gravel (sprinkle treatment). MI-2 #78 Jack Quarry 22% NBL Route A-58 Russell County 5 shows the layout of each experimentai section Figure by the Pope Paving Company as part of construction project paved C501 in Russell County. As indicated, the site is the eastb.ound, lanes just west of Dickensonville, beginning in Marshall design at a recommended asphalt content of 5.0% a stability of 2,820 lb. ( N), a density of provided 96.3%, a VMA of 15.4%, and avfa of 76.0%. Table 8 Skid Values for Route 19 Russell County Initial SN PSDN Section SBL Control NBL SBL

13 milepoint 8.51 ( m) and extending westward. control at is located in the westbound lanes. AVD count before section relocations was 4,320. breakdown is about 630,000 several 160,000 vehicles per year for the traffic and passing lanes, and 20, 30, and 40% blended with Vulcan Materials limestone screen- of 30% #8 section was repeated to make a total of seven ings. sections. Marshall mix data taken at the plant experimental given in Table 7. are # 8 Gravel 20% # 8 Gravel 30% # 8 Gravel 40% #78 Gravel 20% #78 Gravel 30% #78 Gravel 40% Marshall Field Data, Route A-58 Russell County Stability, Newtons Marshall VFA VMA A.C. lb. Density % design vs. actual percentages of nonpolishing aggregates shown in Table 8. actual percentages were obtained by are 8.Gravel # 8 Gravel # Gravel #78 Gravel #78 design called for two nonpolishing aggregates respectively. and #78 gravel from the Tri-City Sand Company each in amounts #8 Table 7 Design Section 6.0 2, ,250 i , ,260 i ,430 i , separation from cores provided by the district. Table 8 vs. Actual Percentages of Nonpolishing Aggregate, Design A-58 Russell County Route Design % Actual % Rounded Average.Aggr...egate 8 Gravel # #78 Gravel

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15 Runkle, Stephen N., "Evaluation of the New Virginia Depart- i. Virginia ment of Highways & Transportation Skid Trailer, " REFERENCE Highway & Transportation Research Council, February

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