00822720

Component

https://doi.org/10.3141/1772-07

http://scholar.google.com...+LUO&publication_year=2001

Under American Association of State Highway and Transportation Officials (AASHTO) T224, AASHTO-1 and AASHTO-2 are adapted to AASHTO T180 Method A or B to obtain the adjusted maximum dry density of soil and soil aggregates. If AASHTO T180 Method C or D is followed, the adjusted density is obtained from the graphical method. However, if the amount of field test data is very large, the graphical method is not pragmatic. Within a study, compaction tests followed AASHTO T180-D and an equation, called the scalp-and-replace equation, was derived. This equation method is proposed to replace the graphical method, especially for the cases of large amounts of field-test data. In addition, the applicability of AASHTO-1, AASHTO-2, and American Society for Testing and Materials (ASTM)-1 to AASHTO T180-D is examined. The study result reveals a positive effect because the difference between the graphical method and the scalp-and-replace equation method is about +/- 0.3%. Results of the study also indicate that AASHTO-1 is more applicable than AASHTO-2 and ASTM-1 to obtaining the adjusted densities for coarse particles retained on the 19-mm sieve. Percentage differences among AASHTO-1, AASHTO-2, ASTM-1, and the scalp-and-replace equation method are high for coarse particles retained on the 4.75-mm sieve. This shows that AASHTO-1, AASHTO-2, and ASTM-1 are not applicable to AASHTO T180-D for calculating the adjusted densities. Finally, changing coefficient and correction factors propose two revised equations of AASHTO-1 and AASHTO-2. The study results show that smaller percentage differences are obtained. The proposed revised AASHTO equations are applicable to AASHTO T180-D for computing the adjusted densities for particles retained on the 4.75-mm sieve.

This paper appears in Transportation Research Record No. 1772, Soil Mechanics 2001.

English

p. 55-61

2001

Transportation Research Record

0309072360

Figures (7) ; References (3) ; Tables (4)

Compaction; Dry density; Equations; Foundation soils; Gravelly soils; Specifications

AASHTO T 180; AASHTO T 224; American Association of State Highway and Transportation Officials; ASTM International

Geotechnology; Highways; I42: Soil Mechanics

TRIS, TRB, ATRI

Jan 24 2002 12:00AM

• CLASS-A PREDICTION OF CONSTRUCTION DEFECTS IN DRILLED SHAFTS
• EFFECTS OF MINOR ANOMALIES ON AXIAL CAPACITY OF DRILLED SHAFTS
• ENGINEERING ANALYSIS OF DYNAMIC BEHAVIOR OF MICROPILE SYSTEMS
• ESTIMATING HIGHWAY EARTHWORK CROSS SECTIONS BY USING VECTOR AND PARAMETRIC REPRESENTATION
• EXAMINING THE EFFECTS OF REINFORCEMENT IN U.S. FOREST SERVICE DEEP-PATCH LANDSLIDE REPAIR TECHNIQUE: FULL-SCALE MODEL TESTS
• FAILURE OF GEOTEXTILE-REINFORCED VERTICAL SOIL WALLS WITH MARGINAL BACKFILL
• FIELD INSTALLATION OF AN EARTH PRESSURE CELL
• GEOCOMPOSITE CAPILLARY BARRIER DRAIN SYSTEM WITH FIBERGLASS TRANSPORT LAYER
• IN SITU MEASUREMENT AND EMPIRICAL MODELING OF BASE INFILTRATION IN HIGHWAY PAVEMENT SYSTEMS
• INSTALLATION SURVIVABILITY OF FLEXIBLE GEOGRIDS IN VARIOUS PAVEMENT SUBGRADE MATERIALS
• INSTRUMENTATION AND CONSTRUCTION PERFORMANCE MONITORING FOR I-15 RECONSTRUCTION PROJECT IN SALT LAKE CITY, UTAH
• LATERALLY LOADED DRILLED SHAFTS EMBEDDED IN SOFT ROCK
• LIMIT STATES AND FACTOR OF SAFETY IN DESIGN OF AN ANCHORED SHEET PILE WALL
• LIZZI'S STRUCTURAL SYSTEM RETROFIT WITH RETICULATED INTERNAL REINFORCEMENT METHOD
• MODELING PAVEMENT SUBDRAINAGE SYSTEMS
• MONITORING THE EFFECTS OF A DEEP EXCAVATION ON TWO ADJACENT OFFICE BUILDINGS
• PERFORMANCE OF GEOCOMPOSITE MEMBRANE AS PAVEMENT MOISTURE BARRIER
• QUALITY ASSURANCE PROCEDURE TO ASSESS MAINTENANCE ADEQUACY OF DRAINAGE ASSETS
• RATIONAL BASIS FOR EVALUATION AND DESIGN OF PAVEMENT DRAINAGE LAYERS
• REAL-TIME MONITORING OF SUBSIDENCE ALONG I-70 IN WASHINGTON, PENNSYLVANIA
• REPEATABILITY AND RELIABILITY OF THE TUBE SUCTION TEST
• SEISMIC BEHAVIOR OF MICROPILES USED AS FOUNDATION SUPPORT ELEMENTS: THREE-DIMENSIONAL FINITE ELEMENT ANALYSIS
• STRAIN WEDGE MODEL HYBRID ANALYSIS OF LATERALLY LOADED PILE GROUP
• USE OF DISCRETE EVENT SIMULATION TO DESIGN GEOCOMPOSITE MEMBRANE INSTALLATIONS