AGGREGATE TESTING FOR TRANSPORTATION SYSTEMS · PDF fileAGGREGATE TESTING FOR TRANSPORTATION SYSTEMS HIGHWAY TECHNICIAN CERTIFICATION PROGRAM University of Wisconsin-Platteville 049

AGGREGATE TESTING FOR TRANSPORTATION SYSTEMS

HIGHWAY TECHNICIAN CERTIFICATION PROGRAM University of Wisconsin-Platteville 049 Ottensman Hall 1 University Plaza Platteville, WI 53818-3099 Office Phone; 608-342-1545 Fax: 608-342-1982

PREFACE

The Wisconsin Department of Transportation (WisDOT) Certified Aggregate Technician for Transportation Systems course manual was prepared and developed by the Highway Technician Certification Program (HTCP) staff at the University of Wisconsin-Platteville, the HTCP program instructors, and other contributors from WisDOT and the highway industry. The intent of this manual is to provide AASHTO-based training as it applies to aggregate testing for WisDOT construction. It is the responsibility of the WisDOT Certified ATTS Technician to follow all current specifications when conducting work assignments. The WisDOT Certified ATTS Technician course manual was developed with these resources: WisDOT Construction and Materials Manual (CMM) WisDOT Standard Specifications for Highway and Structure Construction, Highway Materials, Soils, and Concretes, by Harold N. Atkins The Aggregate Handbook Idaho State Department of Transportation American Association of State Highway and Transportation Officials (AASHTO)

ACKNOWLEDGEMENTS

The HTCP ATTS Technician Manual committee members have been instrumental contributors to the contents of this course manual. The committee members are: Robert Downing – WisDOT Bureau of Technical Services Matthew Andreini – WisDOT Bureau of Technical Services Bob Jewell - The Kraemer Company Russell Frank – WisDOT Bureau of Technical Services Jeff Merten – UW-Platteville, WisDOT SW Region

WisDOT Technical Assistance Hotline Representative Russell Frank, WisDOT Bureau of Technical Services, 608.246.7934

TABLE OF CONTENTS

TOPIC A Course Overview TOPIC B Safety Considerations TOPIC C LA Wear (AASHTO T 96); 100 & 500 Revolutions TOPIC D Sodium Sulfate Soundness (AASHTO T 104); R-4, 5 cycles TOPIC E Freeze/Thaw Soundness (AASHTO T 103); R-4, 16 cycles,

Procedure B, for applicable counties/sources TOPIC F Fracture (WisDOT CMM 8.60) TOPIC G Liquid Limit (AASHTO T 89); using AASHTO T 146,

Method A for prep of P-4 Plasticity (AASHTO T 90); using AASHTO T 146, Method A for prep of P-4 TOPIC H Coarse Aggregate Specific Gravity & Absorption (AASHTO T 85) TOPIC I Lightweight Pieces (AASHTO T 113) APPENDIX

Worksheets QMP Award Corrections Course Evaluation

Aggregate Testing for Transportation Systems Course Syllabus

8:00 - 8:15 Registration, Introductions, Course Objectives, and Course Syllabus 8:15 - 8:45 Safety Considerations 8:45 – 10:00 Los Angeles Wear (AASHTO T 96); 100 & 500 Revolutions Break 10:15 – 12:00 Sodium Sulfate Soundness (AASHTO T 104): R-4, 5 Cycles Noon – 1:00 Lunch 1:00 – 3:00 Freeze/Thaw Soundness (AASHTO T 103): R-4, 16 Cycles, Procedure B, for applicable counties/sources Break 3:15 – 5:00 Fracture (WisDOT CMM Chapter 8.60) DAY 2 8:00 – 10:00 Liquid Limit (AASHTO T 89); using AASHTO T 146, Method A for prep of P-4 Break 10:15 – 12:00 Plasticity (AASHTO T 90); using AASHTO T 146, Method A for prep of P-4 Noon – 1:00 Lunch 1:00 – 3:00 Coarse Aggregate Specific Gravity & Absorption (AASHTO T 85) Break 3:15 – 5:00 Lightweight Pieces (AASHTO T 113) DAY 3 8:00 - 10:30 Review for Written Examination 10:30 - 12:00 Written Examination, Course Evaluation

COPYRIGHT NOTICE

Individual AASHTO standards may be requested from: AASHTO 444 North Capitol Street, N.W. Suite 249 Washington, D.C. 20001 202.624.5800 FAX 202.624.5806

Copyright fees have been paid to Pearson Education, Inc. for use of materials from Highway Materials, Soils, & Concretes, Harold N. Atkins, 2002.

Material has been reprinted with permission from: State of Idaho Transportation Department 3311 W. State Street P. O. Box 7129 Boise, ID 83707-1129

Wisconsin Department of Transportation Standard Specifications o http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-

rsrces/rdwy/stndspec.aspx

Wisconsin Department of Transportation Construction and Materials Manual o http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-

rsrces/rdwy/cmm.aspx

Wisconsin Department of Transportation QMP o http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-

rsrces/qmp/default.aspx

http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-rsrces/rdwy/stndspec.aspx

http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-rsrces/rdwy/stndspec.aspx

http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-rsrces/rdwy/cmm.aspx

http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-rsrces/rdwy/cmm.aspx

http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-rsrces/qmp/default.aspx

http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnslt-rsrces/qmp/default.aspx

TOPIC A: Course Overview

TOPIC A: Course Overview Page A-1

Previous Process

Historically, aggregate quality testing was required at a minimum of every five years per source.

The samples were obtained by WisDOT personnel.

WisDOT personnel were responsible for all quality testing.

Samples had to be submitted at least 14 days prior to the intended use.

Why Has the Process Changed?

WisDOT has been progressing toward having industry control their product and schedules.

WisDOT personnel will take a “verification” role.

Staff reductions at WisDOT have contributed to a change in the process.

The Current Process

Aggregate samples will be obtained jointly by WisDOT and producer personnel. A sample will be split with half the sample going to the producer and half the sample going to WisDOT.

The producer will have their split portion tested. The producer will submit a report from the testing lab indicating the results of the required tests, including all worksheets.

Required Tests

Tests required of the producer on their split portion are:

LA Wear (AASHTO T 96); 100 & 500 revolutions

Sodium Sulfate Soundness (AASHTO T 104); R-4, 5 cycles

Freeze/Thaw Soundness (AASHTO T 103); R-4 for applicable counties/sources

Fracture (WisDOT CMM 8.60)

Liquid Limit (AASHTO T 89); using AASHTO T 146, Method A for prep of P-4

Plasticity (AASHTO T 90); using AASHTO T 146, Method A for prep of P-4

Coarse Aggregate Specific Gravity & Absorption (AASHTO T 85)

Lightweight Pieces (AASHTO T 113)

TOPIC A: Course Overview Page A-2

Testing Laboratory Requirements

The testing lab must meet any of the following requirements:

Testing must be performed by a WisDOT Qualified and an AASHTO Accredited

Laboratory with accreditation in the tests being performed

WisDOT qualified for the applicable tests above, and participating in AMRL’s Proficiency Sample Program for coarse aggregate, if performing wear and soundness testing. A copy of AMRL’s data report for the lab shall be submitted to the WisDOT Quality Management Laboratory.

Must have HTCP ATTS certified tester.

Department Testing

The Central Office Laboratory will test their portion of the split sample for the following situations:

Random testing to verify results from each lab/producer (%)

When requested by the region/department

When the source has a history of being close to specification limits for one of the tested properties

Frequency

The minimum frequency of source testing is:

Every five (5) years for pits

Every three (3) years for quarries

o Every year (1) for high performance concrete (HPC), check special provisions.

o Recycled/ reclaimed materials or industrial by-products, at least one test for

LA wear per contract. Recycled concrete for use in concrete pavement will

require a test for wear if material is supplied from a source outside the project

limits.

Any testing outside of these frequency requirements would be performed by WisDOT.

TOPIC B: SAFETY CONSIDERATIONS

TOPIC B: Safety Considerations Page B-1

SAFETY FIRST

Safety: It is important to always work safely while working in or around:

• Labs • Loud noises • Heavy machinery • Heavy lifting

Before Lab Work, Get to Know: • Hazards of materials and agents and their prescribed safety procedures • Emergency spill procedures, use of adsorbents and disinfectants • Designated escape route and alternate • Location of fire extinguisher, eye wash stations, showers, first aid, and spill kits

Evaluating Lab Hazards: Regular review of the types of hazards:

• Chemical • Physical • Biological • Ergonomic • Mechanical

While Working in the Lab: • Shoes with full coverage and good grip soles • Restrain long hair, loose clothing and jewelry • Use appropriate eye, skin, and hand protection

Weekly Lab Checks: Eye wash (purge)

Fire extinguisher

First Aid Kit

Fume Hood

Tubing, pressurized connections

Chemical storage

Eye protection: • Protects against risk of flying objects or dust particles, splashes of hazardous materials or

harmful rays

Goggles: • Work with significant risk of splash of chemicals or projectiles • Can be worn over prescription glasses

TOPIC B: Safety Considerations Page B-2

Face Shield: • Work with significant risk of splash on face or possible explosion • Face shield protects face adequately but not eyes

Hand Protection: • Protects against risk of cuts, abrasions, burns, or exposure to hazardous materials. • Requires selection of the appropriate chemical resistant gloves.

Protect Your Ears: It can be very loud while working around heavy machinery. You should always wear proper ear protection when working around noisy machinery and equipment.

• Ear plugs • Ear muffs

Protect Your Feet: While working near machinery it is important to protect your feet.

• Steel-toed shoes • Safety shoes

Before Leaving the Lab: Turn off:

• Gas • Water • Power supplies • Vacuum lines • Compression lines • Heating apparatus • Identify and package waste, dispose properly • Lock/out and tag/out defective equipment • Decontaminate work surfaces and equipment

Sampling Near Equipment Operators: • Always keep good eye contact with operators when working close to heavy equipment.

Quarry and Gravel Pit Safety Precautions: • All outside personnel must immediately check in at office before entering mine property. • All outside personnel must be accompanied by mine quarry personnel while on mine property. • Due to moving conveyors, mobile equipment, and unstable stockpiled materials, all sampling at

mining operations must be performed by qualified personnel

TOPIC C: LA Wear (AASHTO T 96)

TOPIC C: LA Wear (AASHTO T 96); 100 & 500 Revolutions Page C-1

Purpose: To measure the hardness of aggregates. Estimated Time to Complete the Test: Two hours (start to finish)

Significance: Hardness (or resistance to wear) is important in many applications. It

is important that the aggregates for pavement surfaces not become rounded or polished due to traffic, since they would become less skid resistant. Floors subjected to heavy traffic in industrial buildings also must be wear resistant. Aggregates in roadbeds are subjected to innumerable cycles of load application and removal. Particles that tend to break or powder will result in a change in gradation and other properties and reduced strength of the structure. Broken particles in concrete and asphalt pavements are also detrimental as these bits will not be cemented together as are the original particles and would have no tensile strength.

Resistance to degradation is also critical for the particles during transport, placing, and compaction operations. Soft particles may break, resulting in a material that no longer meets specifications.

Various tests are used to evaluate aggregates for this property. The most common is the test using the Los Angeles apparatus. The Los Angeles abrasion test is a commonly accepted measure of the hardness of aggregates. Aggregates are prepared and placed in a drum with a number of steel spheres. The drum is rotated a specified number of times, and the loss of aggregates or the amount ground down is measured.

Theory: To measure the hardness of aggregates, a sample is placed in a drum

with steel spheres. The drum is the rotated as a shelf picks up the sample and spheres then drops them on the opposite side of the drum creating an impact effect. The sample and spheres roll within the drum to create an abrading and grinding action. This action is repeated for a given amount of rotations. The sample and spheres are then removed as the Aggregate portion is measured for loss.

Apparatus: Los Angeles abrasion machine

sieves balance (accurate to 1g)

Sample: Approximately 5000g of aggregate including 2500 ±10g of 19mm to

12.5 mm (3/4 in. to ½ in.) size and 2500 ± 10g of 12.5 mm to 9.5 mm (1/2 in. to 3/8 in.) size.

(Note: This sample specification is for aggregates graded mainly between the 19 mm and 9.5 mm size. Sample requirements for other aggregate gradations – 38.1 mm to 9.5 mm, 9.5 mm to 4.75 mm, and 4.75 mm to 2.36 mm – are given in the AASHTO standards.)


Procedure:

1. Wash, dry, and obtain mass of the sample. 2. Add the number of standard steel spheres as required by the

specific procedure. 3. Place the sample in the abrasion machine. 4. Rotate the drum 100 revolutions at 30-33 rpm. 5. Remove sample and sieve on #12, record mass of matl. Retained 6. Place entire (including fines) sample back in drum 7. Rotate the drum for 400 revolutions (500 total) at 30-33 rpm. 8. Remove the sample. Sieve on a #12 (1.70 mm) sieve. Wash the

sample over a #12 (1.70 mm) sieve. Dry sample to a constant mass at 230o ± 9 o F (110 o ± 5 o C). Record the mass.

**Note: masses are to the nearest gram.

Results or Worksheet Example:

Mass of original sample g (A) Mass of final

sample g

Loss g (B)

Calculation:

% loss = B/A x 100 = %

Example:

Mass placed in abrasion machine 5005g Mass of intact particles left after test 3891g

% loss = 5005g – 3891g = 22.3% 5005g


Slide 1 Aggregate sample, #12 sieve with coarse sieve for a breaker and steel ball bearings.

Slide 2 Weighing sample fractions to specified mass, according to gradation of the sample.

Slide 3 Los Angeles Abrasion Machine


Slide 4 Placing ball bearings in LA wear machine before placing aggregate.

Slide 5 Securing cover on LA wear machine

to prevent loss of fines during test. Run LA wear machine containing the sample and ball bearings 100 revolutions.

Slide 6 Dumping tested aggregate and steel spheres out of LA wear machine.


Slide 7 Separating the steel sphere bearings from the test sample prior to weighing.

Slide 8 Sieve tested aggregate over #12 sieve with a coarser breaker on top.

Slide 9 Weigh and record the weight of the

sample retained on both sieves.


Slide 10 Combine both files and coarse aggregate. Place aggregate in LA wear machine for 400 revolutions, then sieve and weigh as before.

Slide 11 Wash sample over a #12 sieve

then dry and weigh sample.

TOPIC D: SODIUM SULFATE SOUNDNESS (AASHTO T104); R-4, 5 CYCLES

TOPIC D: Sodium Sulfate Soundness (AASHTO T 104) D-1

Purpose: To measure the aggregates ability to withstand weathering Key Words: Hydration: To combine with water.

Precipitate: To cause to separate from solution or suspension.

Estimated Time to Complete the Test: 5 Cycles = 5 Days

Steps of Procedure: 1. Set up 2. Cycles 3. Quantitative Examination – Two Hours

Significance:

Soundness indicates the aggregates ability to withstand weathering especially during cycles of freezing and thawing. Aggregates are porous, and, especially in pavements are exposed to water continuously. Water expands 9-10% when it freezes. Therefore, considerable pressure is exerted, and susceptible aggregates may fail. Pavement distresses that result from aggregate failures include:

Popouts- failure of a large aggregate particle near the surface, causing a lump of concrete to break away, leaving a hole in the surface.

D-cracking- formation of a series of adjacent cracks in the surface near joints in the concrete.

Map cracking-formation of a series of cracks over the whole surface of the concrete.

This traditional sodium sulfate soundness test was developed to measure the soundness of aggregates.1

Theory: The sodium sulfate soundness test determines the aggregates resistance to disintegration by repeated immersions in saturated solutions of sodium sulfate. The sample is then oven dried to dehydrate the salt precipitated in permeable pore spaces. The internal, expansive force, derived from the rehydration of the salt, upon reimmersion, simulates the expansion of water on freezing 2

1 Highway Materials, Soils, and Concretes/ Harold N. Atkins. --4th ed, p.302

2 AASHTO Designation: T 104-99 (2003)


Test Equipment:

The key to running a successful sodium sulfate soundness test is minimizing temperature variation.

Constant temperature water bath; sieves used to determine loss are the 1 ¼ “, 5/8” 5/16”, and No. 5; balances; thermometers; tank; hydrometers; drying ovens; bottom up washing apparatus.

Size of Aggregate Sieve Used to Determine Loss

63 mm to 37.5 mm (2 ½ to 1 ½ in.) 31.5 mm (1 ¼ in.)

37.5 mm to 19.0 mm (1 ½ to ¾ in.) 16.0 mm (5/8 in.)

19.0 mm to 9.5 mm (3/4 to 3/8 in.) 8.0 mm (5/16 in.)

9.5 mm to 4.75 mm (3/8 in. to No. 4) 4.0 mm (No. 5)

Sample, Material Preparation, and Procedure:

The coarse aggregate sample will have all the material that passes the No. 4 sieve removed. The balance of the sample will conform to the ranges in the following table.

Sieve Size

Passing to Retained

Mass in Grams

2-1/2 in to 1-1/2 in 5000 +/- 300

Consisting of: 2-1/2 in. to 2-in. 2 in. to 1-1/2 in

3000 +/- 300 2000 +/- 200

1-1/2 in. to 3/4 in 1500 +/- 50

Consisting of: 1-1/2 in. to 1-in. 1-in to 3/4 in.

1000 +/- 50 500 +/- 30

3/4 in. to 3/8 1000 +/- 10

Consisting of: 3/4 in. to 1/2 -in. 1/2 in. to 3/8-in.

670 +/- 10 330 +/- 5

3/8 in. to No. 4

300 +/- 5


Soundness – Sodium Sulfate (T 104) 1. Gilson grade sample into appropriate sizes. (1”, ¾”, ½”, 3/8”, #4) 2. Wash separate sizes and dry to a constant mass 3. Weigh out quantities of different sizes according to Table 1 and record masses to

the nearest gram. 4. Immerse the samples in solution for 16 to 18 hours so the solution covers them at

least 12.5 mm (1/2 in.) 5. Cover containers. 6. Remove samples from solution. 7. Drain samples for 15 ± 5 minutes. 8. Place in drying oven – dry to constant mass. 9. Repeat steps 4 – 8 five times. 10. Proceed to quantitative examination.

Solution

Sodium sulfate solution may be used. The solution shall be at least five times the solid volume of the test samples. Add and dissolve salt in water at 77o F (25 o C) minimum to saturation so that salt crystals are present when the solution is ready for use. Keep container covered when access is not needed. Let solution cool to 68.5 to 71.5 o F (20.3 to 21.9 o C). Stir again and let stand for 48 hours prior to use. Before each use, break up the salt cake in the container and stir. The specific gravity should be between 1.154 and 1.171. AASHTO recommends the use of not less than 225g/liter of sodium sulfate.

Sample Preparation

Coarse aggregate will have the material that passes the 4.75 mm (No. 4) sieve removed. Sieve and separate the test sample to sizes corresponding to Table 1. Wash and dry samples to a constant mass at 230 o ± 9 o F (110 o ± 5 o C). Weigh out quantities as specified in Table 1 and place in sample containers. If the sample contains less than five percent of any size specified in Table 1, that size will not be tested.

Quantitative Examination

1. After final cycle, wash samples in their containers by introducing 110 o ± 10 o F

(43 o ± 6 o C) water through the bottom of the samples, allowing the hot water to pass through the sample and overflow.

2. Check the sample cleanliness by adding a few drops of 0.2 molar barium chloride

to a beaker of rinse water. The barium chloride turns cloudy when salt is present, while the barium chloride remains clear when sample is clean.

3. Dry the samples to a constant mass at 230 o ± 9 o F (110 o ± 5 o C).


1” 7 7/70 = 10%

¾”

12

12/70 =

17%

½ “

20

70%

29%

3/8”

15

21%

#4

16

23%

P4

30

100%

4. Sieve, by hand, the sample over the designated sieve with effort only for undersized material to pass and not break up the particles to cause them to pass the sieves.

5. Subtract the amount retained from the initial mass and express the loss as a

percentage of the initial mass.

Soundness Report

1. Calculate the weighted average for each fraction based on the sample grade by using T 27.

Example:

As received Grade % Retained on #4 Weighted Average

27%

50%

23%

Start Mass

Ending Mass

Loss

% Loss

Weighted %

Weight ed % Loss

37.5 mm – 25.0 mm

1000g

1500g

25.0 mm – 19.0 mm

500g

1468

32

2.1

27 (35)

0.6

19.0 mm – 12.5 mm

670g

1000g

12.5 mm – 9.5 mm

330g

970

30

3

50 (45) (65)

1.5

9.5 mm – 4.75 mm

300

300g

278

22

7

23 (20) (35)

1.6

Soundness =

3.7 = 4

Parenthetical values are DOT weighted percentages.


Slide 1

Slide 2

Slide 3

Slide 4

Containers for sample. Section 3.2.

Washing samples during sample prep Section 6.2. Samples will then be dried at 230o ± 9o F (110o ± 5o C) to a constant mass.

Weigh sample to the nearest gram.

Five-gallon buckets filled with soundness solution.


Slide 5

Slide 6

Slide 7

Slide 8

Taking the specific gravity of a solution with a hydrometer, which must be 1.154 to 1.171. Section 4.1.1.

Carefully immerse the sample in solution.

Let sample dry for 15 minutes in air.

Oven dry sample to a constant weight.

TOPIC D: Sodium Sulfate Soundness (AASHTO T 104) D-7 Slide 9 Slide 10 Slide 11 Slide 12 Slide 13

Washing apparatus introduces water near the bottom and allows water to pass through the samples and overflow. Section 8.1.1. Wash water is checked with 0.2 molar barium chloride. Section 8.1.1. Cloudiness indicates presence of salt. Checking was water for salt with 0.2 molar barium chloride. A milky cloud in the water indicates presence of salt. Ref. par. 4.2 in AASHTO T 104 Oven dry washed sample. Samples are sieved to determine loss after five cycles. Section 8.1.2

TOPIC E: FREEZE/THAW SOUNDNESS (AASHTO T 103) R-4, 13 to 16 Cycles

TOPIC E: Freeze/Thaw Soundness (AASHTO T 103) E-1

Purpose: To measure the aggregates ability to withstand weathering Estimated Time to Complete the Test:

Steps of Procedure: 1. Set up 2. Cycles 3. Quantitative Examination – Two Hours

Significance: An aggregate particle disintegrates due to cycles of wetting and drying, heating and cooling, and especially, freezing and thawing. In concrete pavements, aggregate disintegration due to freezing and thawing is a major cause of distress. Aggregate particles have pores, which often become saturated. On freezing, the water expands as it turns to ice, opening the pore to a certain degree. On thawing, more water can seep in, further widening the crack.

Repeated cycles can cause the particles to break apart or flakes may

come off of it. This is especially problematic with particles from sedimentary rocks, which usually have planes of weakness between layers. Cycles of wetting and drying or heating and cooling may also cause disintegration, although the forces are less than those caused by freezing.1

This test is required in the State of Wisconsin for Sinnipee Group Geologic formations, pit sources in central counties, and all out of state sources.

106.3.4.2.2.2 Freeze-Thaw Soundness

(1) Perform freeze-thaw soundness testing according to AASHTO T103. Provide freeze/thaw soundness test results based on the fraction retained on the No. 4 sieve as follows:

1. Using virgin crushed stone aggregates produced from limestone/dolomitesources in one or more of the following counties or from out of state: Brown Columbia Crawford Dane Dodge Fond du Lac Grant Green Green Lake Iowa Jefferson Lafayette Marinette Oconto Outagamie Rock Shawano Walworth Winnebago

2. Using gravel aggregates produced from pit sources in one or more of the following counties or from out of state: Dodge Washington Waukesha

(2) The department may waive freeze/thaw testing for existing quarries determined to be in either the Silurian system or the Prairie du Chien group of the Ordovician system of rocks.


Theory: Certain aggregates tend to break up when subjected to cycles of freezing and thawing. Water soaks into pores in the particles; freezes, expanding about 9-10%; and opens the pores even wider. On thawing, more water can seep in, further widening the crack. After a number of cycles, the aggregate may break apart, or flakes may come off of it. This leads to disintegration of concrete and to weakening of base course layers.

Test Equipment:

Freezing equipment, sample containers, sieves, balance, drying oven, thawing tank, thermometer, vacuum chamber/pycnometer, methyl alcohol

1 Highway Materials, Soils, and Concretes/ Harold N. Atkins. --4th ed., p.137

EXPLANATION

DEVONIAN

dolomite and shale

SILURIAN

dolomite

ORDOVICIAN

Maquoketa Formation—shale and dolomite

Sinnipee Group—dolomite with some limestone and shale

St. Peter Formation—sandstone with some limestone shale and conglomerate

Prairie du Chien Group—dolomite with some sandstone and shale

CAMBRIAN

sandstone with some dolomite and shale

MIDDLE PROTEROZOIC Keweenawan rock— ss, sandstone v, basaltic to rhyolitic lava fl ows t, gabbroic, anorthositic and granitic rock

Wolf River rock— g, rapakivi granite, granite, and syenite a, anorthosite and gabbro

LOWER PROTEROZOIC

quartzite

granite, diorite, and gneiss

s, metasedimentary rock, argillite, siltstone, quartzite, greywacke, and iron formation vo, basaltic to rhyolitic metavolcanic rock with some metasedimentary rock ga, meta-gabbro and hornblende diorite

LOWER PROTEROZOIC OR UPPER ARCHEAN

mv, metavolcanic rock

gn, granite, gneiss, and amphibolite

BEDROCK GEOLOGY OF WISCONSINUNIVERSITY OF WISCONSIN–EXTENSION

Geological and Natural History Survey

APRIL 1981REVISED 2005

Wisconsin Geological and Natural History Survey3817 Mineral Point Road; Madison, Wisconsin 53705-5100; 608/263.7389; FAX 608/262.8086; www.uwex.edu/wgnhs/James M. Robertson, Director and State Geologist

INTRODUCTIONThe bedrock geologic record in Wisconsin is divided into two major divisions of time: the Pre-cambrian, older than 600 million years, and the Paleozoic, younger than 600 million years. The Precambrian rocks are at the bottom and consist predominantly of crystalline rocks. They are overlain by Paleozoic rocks which consist of relatively fl at-lying, in some cases fossil-bearing, sedimentary rocks. Precambrian rocks form the bedrock beneath the glacial deposits in northern Wisconsin and occur beneath the Paleozoic rocks in the south (see the cross section on the reverse side). Paleozoic rocks may once have covered northern Wisconsin, but if they did, they have been removed by erosion. Glacial deposits, including clay and sand and gravel, cover bedrock in the northern and eastern three-fi fths of the state. In areas covered by glacial deposits, surface outcrops are so sparse that details of the bed-rock geology are obscured. In such areas the only clues to the underlying rocks are obtained from rock cuttings and cores obtained from drill holes and from geophysical surveys which disclose magnetic and gravity variations.

Precambrian EonThe Precambrian is divided into two eras, the older Archean and the younger Proterozoic. Each is subdivided into three periods—Early, Middle, and Late. Archean Rocks older than 2,500 million years are termed Archean. The oldest Archean rocks are gneisses (gn), or banded rocks. These are more than 2,800 million years old and are in Wood County. Similar old ages have been determined for rocks south of Hurley, where recognizable volcanic rocks (mv) have been intruded by 2,700 million year old granite (gn). All of these rocks have been ex-tensively deformed, and in many areas they are so highly altered that their original nature and origin are extremely diffi cult to interpret. Because of this diffi culty, the older gneisses and some younger (Proterozoic) gneissic and crystalline rocks are combined on this geologic map. Proterozoic There are four principal groups of rocks in the Proterozoic. The oldest are around 1,800 to 1,900 million years old. These Early Proterozoic rocks consist of sedimentary (s) rocks including slates, greywacke and iron formation, and volcanic (vo) rocks. The sedimentary rocks dominate in the north, with volcanic rocks becoming more abundant in central Wisconsin. These layered rocks were intruded by gabbros (ga), diorities, and granites (gr) about the same time that they were being folded and deformed. Quartz-rich Early Proterozoic sedimentary rocks (q) occur as erosional remnants, or outliers, on the older Proterozoic rocks; they were deformed about 1,700 million years ago. The Barron Quartzite in the Blue Hills of Rusk and Barron Counties, the Baraboo Quartzite in Sauk and Columbia Counties, and Rib Mountain Quartzite in Marathon County are some of the major remaining areas of once widespread blankets of sandstone. The oldest Middle Proterozoic rocks include the granites, syenites, and anorthosites (g, a) of the Wolf River complex. This extensive body of related granitic rockswas intruded into Lower Proterozoic volcanic and sedimentary rocks around 1,500 million years ago. The youngest Proterozoic rocks in Wisconsin are about 1,100 million years old and are called Keweenawan rocks. At the time of their formation a major rift or fracture zone split the continent from Lake Superior south through Minnesota and into southern Kansas. Keweenawan rocks can be divided into two groups: an older sequence of igneous rocks including lavas (v) and gabbros (t); and a younger sequence of sandstone (ss). These rocks occur in northwestern Wisconsin. In central Wisconsin diabase dikes were also emplaced at this time. At the close of the Precambrian, most of Wisconsin had been eroded to a rather fl at plain upon which stood hills of more resistant rocks such as the quartzites in the Baraboo bluffs.

Phanerozoic EonThe Phanerozoic is divided into three eras. They are from the oldest to the youngest: the Paleo-zoic (old life), Mesozoic (middle life), and Cenozoic (most recent life). The Paleozoic is repre-

sented by a thick sequence of sandstones, shales, and dolomites (dolomite is similar to lime-stone); the Mesozoic, possibly by gravels; and the Cenozoic, only by glacier-related deposits. In the Paleozoic Era the sea advanced over and retreated from the land several times. The Paleozoic Era began with the Cambrian Period (C) during which Wisconsin was submerged at least twice beneath the sea. Sediments eroded by waves along the shoreline and by rivers draining the land were deposited in the sea to form sandstone and shale. These same pro-cesses continued into the Ordovician Period (Opc, Osp, Os, Om) during which Wisconsin was submerged at least three more times. Animals and plants living in the sea deposited layers and reefs of calcium carbonate which are now dolomite. Deposits that built up in the sea when the land was submerged were partially or completely eroded during the times when the land was elevated above sea level. At the close of the Ordovician Period, and in the succeeding Silurian (Sd) and Devonian (D), Wisconsin is believed to have remained submerged. There are no rocks of the Paleozoic Era younger than Devonian in Wisconsin. Whether material was deposited and subsequently removed by erosion, or was never deposited, is open to speculation. Absence of younger Paleozoic rocks makes interpretation of post-Devonian history in Wisconsin a matter of conjecture. If dinosaurs roamed Wisconsin, as they might well have in the Mesozoic Era some 200 million years ago, no trace of their presence remains. Available evidence from neighboring areas indicates that toward the close of the Paleozoic Era the area was gently uplifted and it has remained so to the present. The uplifted land surface has been carved by millions of years of rain, wind, running water, and glacial action. With the possible exception of some pebbles about 100 million years old, no Mesozoic age bedrock has been identifi ed in Wisconsin. In the last million years during a time called the Pleistocene, glaciers invaded Wisconsin from the north and modifi ed the land surface by carving and gouging out soft bedrock, and depositing hills and ridges of sand and gravel as well as fl at lake beds of sand, silt, and clay. In this manner, the glaciers smoothed the hill tops, fi lled the valleys, and left a deposit of debris over all except the southwestern part of the state. The numerous lakes and wetlands which dot northern Wisconsin occupy low spots in this Pleistocene land surface. Glacial deposits are not shown on the map of bedrock geology. A separate glacial deposits map is available.

Cross SectionTo assist in understanding the bedrock geology of Wisconsin, a cross section has been pre-pared (see reverse side). A cross section represents a vertical slice of the Earth’s crust showing the subsurface rock layers in much the same way as a vertical slice of cake shows the layers of cake and frosting. The Wisconsin cross section shows the subsurface geology along a line from Stoddard in Vernon County, through Devils Lake near Baraboo in Sauk County, to Whitefi sh Bay in Milwaukee County. The horizontal scale is the same as that of the geologic map, but the vertical scale is exaggerated to that vertical thicknesses are expanded 50 times compared to horizontal distances. The Paleozoic rocks are show as layers, the younger units lying above the older units. They are also shown dipping to the west in the western part of the state and dipping east in the eastern part of the state, thus forming an arch. The center and oldest parts of this arch are found in the Baraboo bluffs, where the Baraboo Quartzite is exposed at the surface. As shown in the cross section by fi nes lines in the quartzite, the Baraboo area was folded into a U-shaped structure, or syncline, before the Paleozoic rocks were deposited. Quartzite and granite underlie the Paleozoic rocks along this section. The gray unit shown at the top of the rock sequence in the eastern part of the cross section represents glacial materials which do not occur to the west.

GEOLOGIC HISTORY OF WISCONSIN’S BEDROCK

Prr r ee e cc c aa a mm m

bb brr r ii i aa a

n

Pale

ozoic

Cam

bri

an

Ord

ovic

ian

Siluri

an

Devonia

n

Kew

eenaw

an

Superg

roup

Oro

nto

Bayfi

eld

Cit

y

H

opkin

ton

nonchert

y

zone

Tunnel

Trem

peale

au

Pra

irie

du C

hie

n

Sin

nip

ee

Elk

Mound

Bedrock stratigraphic units in Wisconsin

Outcrop nomenclature

Geologic time Time-stratigraphic Rock-stratigraphic

Dominant lithology

AGE* 354

ERA PERIOD EPOCH SYSTEM SERIES GROUP FORMATION MEMBER

370 Late

Middle

Devonian

Upper

Middle

Antrim

MMiillwwaauukkeee

Thiensville

417

423

Late

Cayugan

Western

Eastern

Waubakee

Racine

Manistique

Cordell

Waukesha

limestone

dolomitic

sandy

443

458

Early

?

?

Late

Silurian

? ?

Niagaran

Alexandrian

Cincinnatian

Hendricks

Byron

Kankakee Mayville

Edgewood

Neda

Maquoketa

Schoolcraft

Brainerd

Fort Atkinson

Scales

Dubuque

Wise Stewartville

shaly

dolomite

calcitic

sandy

shaly

massive

sandstone: coarse

medium

fine

coarse, medium and fine

conglomerate

Galena Lake Sinsinawa

cherty

zone

siltstone

shale

Dunleith Ion

submember

Middle

Ordovician

Champlainian

Decorah

Platteville

Guttenberg

Sprechts Ferry

Quimbys Mill

McGregor

Pecatonica

feldspar

phosphate

pellets

Pentamerus

Receptaculites

Prasopora

algae

470

490

Early

Canadian

Ancell

Glenwood

St. Peter

Shakopee

Oneota

Jordan

St. Lawrence

Lone Rock

Tonti

Readstown

Willow River

New Richmond

Hager City

Stockton Hill

Van Oser

Norwalk

Lodi

Black Earth

Reno

burrows

conglomerat

e

questionable relationship

chert

oolitic

chert

oolites

openings (vugs, etc.)

dolomitic

silty

bentonite

glauconit

e pyrite

mica

Late Cambrian St. Croixian Mazomanie Tomah

Birkmose

523

1,050

Wonewoc

Eau Claire

Mount Simon

Chequamegon

Devils Island

Orienta

Freda Sandstone

Ironton

Galesville

1,110

2,800

III gggnnn eeeooouuu s aaannn d mmm eeettt aaammm ooo rrr ppphhh iii c rrr oooccc kkk , uuu nnn ddd iii vvv iii ddd eeed

* Absolute age dates in million years are based on the Geological Society of America Geologic Time Scale, 1998.

Nonesuch

Copper Harbor

Conglomerate

Midcontinent Rift

volcanics

bbbaaa sss eeemmm eeennn t rrr oooccc kkk s

Modified from Ostrom, M.E., 1968, Paleozoic Stratigraphic Nomenclature for Wisconsin: Wisconsin Geological and Natural History Survey Information Circular 8.

Wisconsin Geological and Natural History Survey Open-File Report 2006-06

This material represents work performed by staff of the Wisconsin Geological and Natural History Survey or colleagues and is

released to the open files in the interest of making the information readily available. This material has not been edited or

reviewed for conformity with Wisconsin Geological and Natural History Survey standards and nomenclature.


Size of Aggregate Sieve Used to Determine Loss

63 mm to 37.5 mm (2 ½ to 1 ½ in.) 31.5 mm (1 ¼ in.)

37.5 mm to 19.0 mm (1 ½ to ¾ in.) 16.0 mm (5/8 in.)

19.0 mm to 9.5 mm (3/4 to 3/8 in.) 8.0 mm (5/16 in.)

9.5 mm to 4.75 mm (3/8 in. to No. 4) 4.0 mm (No. 5)

Sample, Material and Preparation:

The coarse aggregate sample will have all the material that passes the No. 4 sieve removed. The balance of the sample will conform to the ranges in the following table. If the sample contains less than 5% on any size specified in the following Table, that size will not be tested.

Sieve Size

Passing to Retained

Mass in Grams

2-1/2 in to 1-1/2 in 5000 +/- 300

Consisting of:

2-1/2 in. to 2-in. 3000 +/- 300 2 in. to 1-1/2 in 2000 +/- 200

1-1/2 in. to 3/4 in 1500 +/- 50

Consisting of:

1-1/2 in. to 1-in. 1000 +/- 50 1-in to 3/4 in. 500 +/- 30

3/4 in. to 3/8 1000 +/- 10

Consisting of:

3/4 in. to 1/2 -in. 670 +/- 10 1/2 in. to 3/8-in. 330 +/- 5

3/8 in. to No. 4

300 +/- 5


Freeze Thaw Procedures

Procedure A = Total Immersion-50 Cycles 1. Place sample in freeze/thaw container. 2. Add a sufficient amount of either 0.3 per cent NaCl and water solution or

0.5 per cent Methyl Alcohol and water solution to completely immerse the sample.

3. Soak the immersed sample for 24 ± 4 hrs. at a temperature of 23° ± 3°C (73° ± 5° F)

4. Freeze each sample until a temperature of -23° ± 3°C (-9° ± 5° F) is reached at the center of each sample. This temperature shall be held for a minimum of two hours

5. Thaw by raising the center of the sample to a temperature of 21° ± 3° C (70° ± 5° F). The temperature shall be held for a minimum of 30 minutes. Continue for 50 freeze/thaw cycles.

Procedure B = Partial Immersion-16 Cycles 1. Place sample in vacuum chamber and vacuum sample to a pressure not

over 34 kPa (25.4 mm of Mercury). 2. Break vacuum with a sufficient amount of a 0.5 percent (by mass) solution

of ethyl alcohol and water to completely cover the sample. 3. Continue vacuuming for 15 minutes.

4. Remove sample from vacuum chamber and place sample one layer deep in freeze/thaw container with 6.4mm (1/4”) alcohol solution.

5. Freeze and thaw samples as in Procedure A. Continue for 16 freeze/thaw cycles.

Procedure C = Partial Immersion-25 Cycles 1. Vacuum sample as in Procedure B except that water is used instead of

the alcohol water solution. 2. Freeze, then thaw samples as in Procedure A. Continue for 25 cycles.


Slide 1

Slide 2

Slide 3

Slide 4

Slide 5

1. Weigh sample to the nearest gram.

2. Place aggregate in vacuum chamber/pycnometer. #2. Apply vacuum.

3. The vacuum is broken by adding water (Procedure C) or a 0.5% water/alcohol solution. It is left in solution, totally covered for 15 minutes.

4. Set timer.

5. Move sample to flexible containers. Samples are placed in freezer with ¼” of solution after being evacuated.


Slide 6

Slide 7

Slide 8

6. Additional alcohol solution may be required to be added to maintain ¼” immersion.

7. Dry Samples in oven safe containers.

8. Samples are sieved to determine loss after required number of cycles.

TOPIC F: FRACTURE __________________________

TOPIC F: Fracture Page F-1

Purpose: The intent of specifying a fractured face criterion is to provide a degree of stability and shear resistance due to mechanical interlock of aggregate particles.1

Key Words: Fractured face: At least one-fourth of the maximum cross sectional areas

of the rock particle with a fragmented exposure when directly viewed. Fractured particle: A rock particle with one or more fragmented faces. Estimated Time to Complete Test: Two hours. This time estimate includes preparation in conjunction with

the Gilson screening and the AASHTO wash requirements. Significance: Many specifications require a minimum percentage of aggregate particles

to be crushed. This percentage is expressed either by weight or by count. Crushed is usually defined as having one or two mechanically induced fractured faces. Some specifications require that the coarse aggregate be produced by crushing a feed material processed over a screen whose openings are larger than a specified size. More often compliance is based on subjectively separating particles into crushed, uncrushed, and perhaps uncertain categories by visual inspection. Personal judgment plays a big part in determining crushed faces.2

Theory: Flat faces having sharp edges will be most effective in providing

mechanical interlock of aggregate particles. This test method determines the percentage of a coarse aggregate sample that consists of fractured particles meeting the specified requirements. The percent of fractured particles is to be based on the count of fractured particles related to the total count of particles in the sample.

Test Equipment: Splitting equipment, quartering equipment

1 Construction and Materials Manual, 4-15-32, 4-25-50

2 The Aggregate Handbook, November 2001, p. 3-49


Sample, Material and Preparation: Sample the aggregate in accordance with CMM Chapter 8. The sample

size table follows. Reduce the sample to the lab sample size in accordance with CMM Chapter 8. The reduction procedure follows.

Procedure: 1. Remove the material passing the No. 4 (4.75 mm) sieve. Aggregate particles

retained on the No. 4 (4.75 mm) sieve from a washed sieve analysis can be used.

2. Further reduce the No. 4 (4.75) retained material sample until 400 or more individual aggregate particles remain.

3. Spread the dried test sample on a clean flat surface large enough to permit careful inspection of each particle. To verify that a particle meets the fracture criteria, hold the aggregate particle so that the face is viewed directly. If the face constitutes at least one quarter of the maximum cross-sectional area of the rock particle, consider it a fractured face.

4. Separate the sampled particles into categories based on whether a particle: a) has the required number of fractured faces, b) does not meet the specified fracture criteria, c) has a questionable or borderline face.

5. Following the division of all sampled particles into the categories, determine the count of particles in the fractured category, the count of particles in the questionable category, and the count of particles not meeting the specified fracture criteria.

6. Calculate and report the percentage of particles, by count, with the specified numbers of fractured faces to the nearest 1% in accordance with the following:

100 x N Q F

2

Q F

P

Where: P = percentage of particles with the specified number of fractured faces, F = count of particles with at least the specified number of fractured faces, Q = count of particles in the questionable or borderline category, N = count of particles in the uncrushed category not meeting the fracture particle

criteria If more than one number of fractured faces is specified (for example, 70% with

one or more fractured faces and 40% with two or more fractured faces), repeat the calculation for each requirement.

7. Report the specified fracture criteria against which the sample was evaluated. 8. Report the total count of the coarse aggregate sample tested.


Slide 1

Split the representative sample according to T-248. Obtain a representative sample above the #4 sieve . The gravity sample may be used.

Slide 2

Sample should be dried and separated on the #4 sieve.

Slide 3

Separate aggregate into fracture, non-fractured, and questionable pieces.


Slide 4

Questionable aggregate. Aggregate is fractured, however, may be questionable to meet requirements.

Slide 5

Questionable fractured face.

Slide 6

No fractured face.


Slide 7

One fractured face.

TOPIC G: Liquid Limit and Plasticity

TOPIC G: Liquid Limit and Plasticity Page G-1

Atterberg Limits

A. Introduction

The Atterberg limits are the liquid limit, LL; the plastic limit, PL; and the shrinkage limit, SL. These limits are water contents which represent the dividing line between the liquid, plastic, semi-solid, and solid states of cohesive soils. The Atterberg limits are useful for classifying soils; identifying normally loaded vs. over consolidated soils; and generally comparing one soil to another.

The numerical difference between the liquid limit and the plastic limit is called the plasticity index. The plasticity index represents the range of water content over which a soil possesses plasticity. See Figure P-1 for a schematic representation of the Atterberg limits. As mentioned earlier, the Atterberg limits are water contents.

Shrinkage Limit

Plastic Limit

Liquid Limit

Solid Semi-Solid Plastic Liquid

Plasticity Index

Figure P-1. Soil States

B. Liquid Limit Test

AASHTO Designation: T89-02 (The following notes are an adaptation of the AASHTO procedure)

1. Apparatus

a. Porcelain mixing dish b. Four or five water content cans c. Spatula d. Water bottle filled with distilled water e. Liquid limit device as illustrated in Figure P-2 f. Grooving tool with gage as illustrated in Figure P-2 g. Balance sensitive to 0.01 g h. Drying oven set at 110o C ± 5 o

i. Mortar and rubber tipped pestle j. Number 40 sieve


Table of Measurements

Liquid Limit Device Grooving Tool

Cup Assembly Base Curved End Gage

Dimension A B C N K L M a b c d e

Description

Radius of Cup

Thick- Nessof Cup

Depth

of Cup

Cupat Cam Follow -ER-to base

Thick- Ness

Length

Width

Thick- ness

Cutting Edge

Width

Depth

Width

Metric, mm 54 2.0 27 47 50 150 125 10.0 2.0 13.5 10.0 10.0

Tolerance, mm

2

0.1

1

1.5

5

5

5

0.1

0.1

0.1

.02

.02

English, in. 2.13 .079 1.063 1.850 1.97 5.90 4.92 .394 .079 .531 .3937 .3937

Tolerance, in

.08

.004

.04

.06

.2

.2

.2

.004

.004

.004

.001

.001

Note: Plate “H” may be designed for using 1 securing screw (I) An additional wear tolerance of +0.1 mm shall be allowed for dimension “b” for used grooving

tools Feet for base shall be of resilient material. The metric units are the required dimension. The English units are approximate conversions

2. Adjustment of liquid limit device

a. Inspect the device to see if the cup drops freely when the crank is turned.

b. Measure drop of the cup when the crank is turned. The drop should be 10 ± 0.2 mm. The square end of the grooving tool is 10 ± 0.1 mm between parallel surfaces. This can be used as a gage when the liquid limit device is being calibrated.


3. Test Procedures a. Grind up 100 to 200 grams of air dry soil with the mortal and pestle. b. Sieve the soil through a No. 40 screen into the porcelain mixing dish. c. Mix in a small amount of distilled water with a spatula until the soil is

reasonably uniform and free of lumps. The soil should have the consistency of stiff peanut butter.

d. Place the soil in the liquid limit device using a spatula. The soil should be approximately level and 10 millimeter thick when the bottom of the cup rests on the black hard rubber base of the liquid limit device.

e. Make a groove in the soil as illustrated in Figure P-3. f. Turn the crank allowing the cup to fall at a rate of 2 drops per second.

Count the number of drops that caused the soil to flow together in the bottom of the groove for a continuous distance of ½ inch (13 mm).

g. Record the number of drops. Cut a sample of soil from the center of the liquid limit cup and place in a water content can. Weigh immediately and place in the drying oven.

h. Scrape soil from the cup back into the porcelain dish and change the water content by adding water if the sample is too dry. Wash and thoroughly dry the cup and grooving tool in preparation for the next trial.

i. Repeat steps d – g until enough data is obtained such that there is at least one test with the number of drops being between 15 and 25; another between 20 and 30; and a third between 25 and 35. A minimum of three trials should be conducted.

j. Remove water content samples from the drying oven and calculate the moisture content for each trial.

4. Flow Curve

The flow curve is a plot of the logarithm of the number of drops on the liquid limit device placed on the y axis and the water content placed on the x axis. The flow curve plots as a straight line on the above mentioned semi-log axes. Graphically select the point on the flow curve where the number of drops is 25. The corresponding water content is the liquid limit.


Log o

f n

um

ber

of

dro

ps

LL Water Content

Figure P-4. Flow Curve

C. Plastic Limit Test AASHTO Designation: T90-00 (The following notes are an adaptation of the AASHTO procedure)

1. Apparatus

a. Hard flat surface such as a glass plate or laboratory bench top b. Three water content cans c. Spatula d. Porcelain mixing dish e. Water bottle filled with distilled water f. Balance sensitive to 0.01 g g. Drying oven set at 110o C ± 5 o C h. Mortar and rubber tipped pestle i. Number 40 sieve j. Short length of 1/8 inch welding rod

2. Test Procedure

a. Grind up 30 to 50 grams b. Sieve the soil through the number 40 sieve into the porcelain mixing

dish c. Mix in a small amount of distilled water with a spatula until the soil is

reasonably uniform and free of lumps. The soil should be very stiff and easily shaped into a ball with fingers without sticking too much.


d. Take an 8g portion from the mixing bowl and set it aside to allow it to season in air until the liquid limit test is completed.

e. Select a 1.5-2.0g portion of the 8g mass. f. Roll the 1.5-2.0g soil mass into a 3mm thread at the rate of 80 to 90

strokes per minute. g. Break the thread into six to eight pieces the squeeze the pieces

together into an ellipsoidal shape and reroll to a 3mm thread. h. Continue this rolling and gathering until the soil crumbles and can no

longer be rolled into a 3mm thread. i. Gather the crumbled soil together and place in a weighted container.

Immediately cover the container. j. Repeat steps e through I until the sample is completely tested. k. Dry the sample in accordance with T-265.

3. Calculate the Plastic Limit

a. Plastic Limit = Mass of moisture x 100

Mass of oven dry soil

b. Report result to the nearest whole #

D. Plasticity Index

1. The plasticity index is obtained from the equation below:

Plasticity Index = Liquid Limit – Plastic Limit

or

PI = LL – PL

2. When the liquid limit or plastic limit tests cannot be performed, the soil should be reported as NP (non-plastic).

Also, when the plasticity index is negative, the soil should be reported as non-plastic.


DATA SHEET Name

ATTERBERG LIMITS Date

Description of Sample

Plastic Limit No. 1 No. 2 No. 3

1 Moisture Tin No.

2 Weight of Tin

3 Wet Wt. of Soil + Tin

4 Dry Wt. of Soil + Tin

5 Water Content (3-4)

6 Dry Soil (4-2) 7 Plastic Limit (5/6) x100

(% moisture)

Ave =

Liquid Limit No. 1 No. 2 No. 3 No. 4 No. 5

1 Moisture Tin No.

2 Weight of Tin

3 Wet Wt. of Soil +

4 Dry Wt. of Soil + Tin

5 Water Content (3-4)

6 Dry Soil (4-2)

7 % Moisture (5/6) x100

8 No. of Blows

Liquid Limit from Flow Curve

Plasticity Index

PI = LL – PL =


TOPIC H: COARSE AGGREGATE SPECIFIC GRAVITY & ABSORPTION (AASHTO T 85)

TOPIC H: Coarse Aggregate Specific Gravity H-1

oisture Conditions

SPECIFIC GRAVITY AND ABSORPTION OF COARSE AGGREGATE FOR AASHTO T 85

Significance

Bulk specific gravity is a characteristic used for calculating the volume occupied by the aggregate or various mixtures containing aggregate, including portland cement concrete, bituminous mixes, and other materials that are proportioned or analyzed on an absolute volume basis. Specific gravity is the ratio of the mass of a material to the mass of an equal volume of water. Several categories of specific gravity are used relative to aggregate.

Volume Mass

Va AIR

Vv

V

w WATER

M =0 a

Mw

Vt

V SOIL

s SOLIDS

Phase Diagram Mt

Ms

Bulk specific gravity (oven-dry), Gsb, is used for computations when the aggregate is dry. Bulk specific gravity (saturated surface dry, or SSD), Gsb SSD, is used if the aggregate is wet. Apparent specific gravity, Gsa, is based solely on the solid material making up the constituent particles and does not include the pore space within the particles that is accessible to water.


G =

Specific Gravity, G

• Ratio of the mass to volume

of an object to that of water

at the same temperature

Mass

Solid

Volume

Mass

Water

Volume

NCAT 1

Densities

• Density is the unit weight of a

material

– lb/ft3 or kg/m3

– Unit weight = g w G

gw = 1.000 g/cm3

gw = 62.4 lb/ft3

gw = 1000 kg/m3

Bulk density means sample

contains more than one

mass and/or volume NCAT 2

Bulk Specific Gravity, Dry

Surface Voids

Mass, oven dry

sb Vol

of agg, + surface voids

Vol. of water-perm. voids

NCAT 3


Bulk Specific Gravity,

SSD

Gs, ssd =

Mass, oven dry agg + mass water

Vol of agg, + surface voids

Vol. of water-perm. voids

Surface Voids

NCAT 4

Bulk Specific Gravity,

Apparent

Mass, oven dry agg

Gsa =

Vol of agg

NCAT 5

Coarse Aggregate Specific Gravity

Coarse aggregate (retained on

the 4.75 mm sieve)

• AASHTO – Dry aggregate

– Soak in water for 15-19 hours

– Decant water

– Use pre-dampened towel to get SSD condition

– Determine mass of SSD aggregate Determine mass under water (73.4+/- 3* F)

– Dry to constant mass

– Determine oven dry mass

NCAT 6


Weight in Air – Weight in water = Volume

Buoyant force = Volume

So….. 10Kg – 6Kg = 4 Kg

The object will displace its volume when submerged in water

Weight in air = Specific Gravity Volume


Absorption values are used to calculate the change in the mass of an aggregate due to water absorbed in the pore spaces within the constituent particles, compared to the dry condition, when it is deemed that the aggregate has been in contact with water long enough to satisfy most of the absorption potential. The laboratory standard for absorption is that obtained after submerging dry aggregate for approximately 15 hours in water. Aggregates mined from below the water table may have a higher absorption, when used, if not allowed to dry. Conversely, some aggregates, when used, may contain an amount of absorbed moisture less than the 15 hours soaked condition. For an aggregate that has been in contact with water and that has free moisture on the particle surfaces, the percentage of free moisture can be determined by deducting the absorption from the total moisture content.

The pores in lightweight aggregates may or may not become filled with water after immersion for 15 hours. In fact, many such aggregates can remain immersed in water for several days without satisfying most of the aggregates’ absorption potential. Therefore, this method is not intended for use with lightweight aggregate.

Scope This procedure covers the determination of specific gravity and absorption of coarse aggregate in accordance with AASHTO T 85. Specific gravity may be expressed as bulk specific gravity (Gsb), bulk specific gravity, saturated surface dry (Gsb SSD), or apparent specific gravity (Gsa). Gsb and absorption are based on aggregate after 15 to 19 hours soaking in water. This procedure is not intended to be used with lightweight aggregates.

Terminology

Absorption – the increase in the mass of aggregate due to water being absorbed into the pores of the material, but not including water adhering to the outside surface of the particles, expressed as a percentage of the dry mass. The aggregate is considered “dry” when it has been maintained at a temperature of 110 ±5°C (230 ±9°F) for sufficient time to remove all water. (Dry to constant weight.)

Specific Gravity – the ratio of the mass, in air, of a volume of a material to the mass of the same volume of gas-free distilled water at a stated temperature.

Apparent Specific Gravity – the ratio of the mass, in air, of a volume of the impermeable portion of aggregate to the mass of an equal volume of gas-free distilled water at a stated temperature.

Bulk Specific Gravity – the ratio of the mass, in air, of a volume of aggregate (including the permeable and impermeable voids in the particles, but not including the voids between particles) to the mass of an equal volume of gas-free distilled water at a stated temperature.

Bulk Specific Gravity (SSD) – the ratio of the mass, in air, of a volume of aggregate, including the mass of water within the voids filled to the extent achieved by submerging in water for approximately 15 hours (but not including the voids between particles), to the mass of an equal volume of gas-free distilled water at a stated temperature.


12.5 (1/2) or less 2 (4.4) 19.0 (3/4) 3 (6.6) 25.0 (1) 4 (8.8) 37.5 (1 1/2) 5 (11)

50 (2) 8 (18) 63 (2 1/2) 12 (26)

Apparatus

• Balance or scale

• Sample container, wire basket of 3.35 mm (No. 6) or smaller mesh, with a capacity of 4 to 7 L (1 to 2 gal) to contain aggregate with a nominal maximum size of 37.5 mm (1 1/2 in.) or smaller; larger basket for larger aggregates.

• Water tank, watertight and large enough to completely immerse aggregate and basket, equipped with an overflow valve to keep water level constant.

• Suspension apparatus: wire used to suspend apparatus shall be of smallest practical diameter.

• Sieves, 4.75 mm (No. 4), or other sizes as needed Sample Preparation

1. Obtain the sample in accordance with AASHTO T 2.

2. Mix the sample thoroughly and reduce it in accordance with AASHTO T 248.

3. Reject all material passing the appropriate sieve by dry sieving and thoroughly washing to

remove dust or other coatings from the surface. The minimum mass is given in Table 1.

Table 1

Nominal Maximum Minimum Mass of Size*, mm (in.) Test Sample, kg (lb)

75 (3) 18 (40)

* One sieve larger than the first sieve to retain more than 10 percent of the material using an agency specified

set of sieves based on cumulative percent retained. Where large gaps in specification sieves exist,

intermediate sieve(s) may be inserted to determine nominal maximum size.


Procedure

1. Dry the test sample to constant mass at a temperature of 230 ±9°F (110 ±5°C) and cool in air at room temperature for 1 to 3 hours.

2. Immerse the aggregate in water at room temperature for a period of 15 to 19 hours.

Note: When testing coarse aggregate of large nominal maximum size requiring large test samples, it may be

more convenient to perform the test on two or more sub samples, and then combine values obtained.

3. Place the basket into the water bath and attach to the balance. Inspect the immersion tank to insure the water level is at the overflow outlet height. Tare the balance with the basket attached in the water bath.

4. Remove the test sample from the water and roll it in a large absorbent cloth until all visible films of water are removed. Wipe the larger particles individually.

Note: A moving stream of air may be used to assist in the drying operation, but take care to avoid evaporation

of water from aggregate pores.

5. Determine the SSD mass of the sample, and record this and all subsequent masses to the nearest 1.0 g or 0.1 percent of the sample mass, whichever is greater. Designate this mass as “B”.

6. Re-inspect the immersion tank to insure the water level is at the overflow outlet height.

Immediately place the SSD test sample in the sample container and weigh it in water maintained at 73.4 ±3°F (23.0 ±1.7°C). Shake the container to release entrapped air before recording the weight. Designate this submerged weight as “C”.

Note: The container should be immersed to a depth sufficient to cover it and the test sample during mass

determination. Wire suspending the container should be of the smallest practical size to minimize any possible

effects of a variable immersed length.

7. Dry the test sample to constant mass at a temperature of 230 ±9°F (110 ±5°C) and cool in air at room temperature for 1 to 3 hours. Designate this mass as “A”.


sb = = 2.742

sa = = 2.795

2030.9gm

Calculations Perform calculations and determine values using the appropriate formula below. In these formulas:

A = oven dry mass B = SSD mass C = weight in water.

Bulk specific gravity (Gsb)

Gsb = A / (B-C)

A = 2030.9 gm B = 2044.9 gm C = 1304.3 gm

G 2030.9 gm 2044.9gm −1304.3gm

Bulk specific gravity, SSD (Gsb SSD)

Gsb SSD = B / (B - C)

G SSD = 2044.9 gm

= 2.761 sb

2044.9 gm -1304.3 gm

Apparent specific gravity (Gsa)

Gsa = A / (A - C) Absorption

G 2030.9gm 2030.9gm −1304.3gm

Absorption = [(B - A) / A] x 100

Abs = 2044.9 gm −2030.9 gm

x 100 = 0.689%


Sample Calculations

Sample A B C B - C A - C B - A

1 2030.9 2044.9 1304.3 740.6 726.6 14.0

2 1820.0 1832.5 1168.1 664.4 651.9 12.5

3 2035.2 2049.4 1303.9 745.5 731.3 14.2

Sample Gsb Gsb SSD Gsa Absorption

1 2.742 2.761 2.795 0.689

2 2.739 2.758 2.792 0.687

3 2.730 2.749 2.783 0.698

Average

2.737

2.756

2.790

0.691

These calculations demonstrate the relationship between Gsb, Gsb SSD, and Gsa. Gsb is always lowest, since the volume includes voids permeable to water. Gsb SSD is always intermediate. Gsa is always highest, since the volume does not include voids permeable to water. When running this test, check to make sure the values calculated make sense in relation to one another.

TOPIC I: LIGHTWEIGHT PIECES (AASHTO T 113)

TOPIC I: Lightweight Pieces Page I-1

Purpose: Determine the percentage of light weight pieces in aggregate Key Words: Chert: A fine-grained, hard rock composed of silica. Cherts range from hard, dense particles to light weight, porous particles that are white and chalky in appearance. Significance:

The chert we find in Wisconsin is predominantly a white, chalky mineral. Deleterious substances are those substances present in an aggregate that are harmful to the desired properties of the aggregate. Particles such as chert exhibit disruptive expansion. Deleterious substances should be minimized in aggregate used in construction. Cherts are the most frequent cause of popouts in Portland Cement Concrete. Chert is widely distributed in certain areas of the Midwest and South, and is associated only with carbonate rocks. See map.1

Theory:

This method is used to determine the amount of lightweight material in aggregates. These lightweight particles are porous A heavy liquid is used to separate the aggregate particles.

Test Equipment: Balance, containers for drying the material, skimmer, oven, sieves, hydrometer, heavy liquid with specific gravity (SP.GR.) Sample, Material and preparation Use a liquid with a SP.GR. of 2.45 as the heavy liquid. Sample the aggregate in accordance with the CMM. The sample size table follows. Reduce the sample to the lab sample size in accordance with the CMM. Dry the sample. Use a minimum test sample size that conforms to the quantities in the table.

1 The Aggregate Handbook


Nominal Maximum Size of Aggregate

(Square-Opening Sieves)

Minimum Mass of Sample, g

4.75 mm (No. 4) 200

19.0 mm (3/4 in.) 3000

37.5 mm (1 ½ in.) 5000

75 mm (3 in.) 10000

Procedure:

Coarse Aggregate – Allow the dried test specimen of coarse aggregate to cool to room temperature and sieve over a 4.75-mm sieve. Determine the mass of the material coarser than the No. 4 sieve to the nearest 1 g. and bring to a saturated surface-dry condition (Note 2) by means of the procedure specified in T 85; then introduce it into the heavy liquid in a suitable container. The volume of liquid shall be at least three times the absolute volume of the aggregate. Using the skimmer, remove the pieces that float to the surface, and save them. Repeatedly agitate the remaining pieces, and remove the floating pieces until no additional pieces rise to the surface. Wash the pieces that are skimmed off in an appropriate solvent to remove the heavy liquid. After the heavy liquid has been removed, allow the pieces to dry (Section 7.1.2). Dry the particles to constant mass at 110 ± 5oC to determine the value of W1 used for the calculation in Section 8.2 (See Section 7.1.3).Error! Bookmark not defined. Determine the mass of the decanted pieces to the nearest 1 g.

Calculations, formulas: Calculate the percentage of lightweight pieces (pieces floating on the heavy liquid) as follows: W1 = 21 gm W2 = 3015 gm

100 x 2

1

W

WL

100 x 3015

21

gm

gmL

%697.0L (0.7%, record to nearest 0.1%) where; L = percentage of lightweight pieces W1 = dry mass of pieces that float, W2 = dry mass of portion of specimen coarser than the 4.75-mm (No. 4) sieve.



Slide 1

Sample is washed and oven-dried and weighed. (=W2)

Slide 2

Cover the sample with water for 15 to 19 hours.

Slide 3

Pour off water after 15 to 19 hours.


Slide 4

Place aggregate on a cloth and bring it to a SSD condition.

Slide 5

Sample and equipment used for test; heavy liquid, flask, hydrometer, screen smaller than #4.

Slide 6

Measure the specific gravity of the heavy liquid. Adjust specific gravity to 2.45.


Slide 7

Introduce SSD aggregate into heavy liquid. Remove pieces that float to the surface with a skimmer.

Slide 8

Example of pieces that float in the heavy liquid. W1 = Dry Mass or pieces that float.

Slide 9

Removing pieces that float with a skimmer. All pieces will be washed to remove the heavy liquid, then oven-dried.


Slide 10

W1 = Dry Mass or pieces that float.

APPENDIX: Worksheets

10 30 35 4015 20 25

BLOWS

LIQUID LIMIT TESTM

OIS

TUR

E, %

BY

WEI

GH

T

http://customgraph.com

http://customgraph.com

APPENDIX: QMP Award Nomination Form

The Quality Management Program Award recognizes outstanding certified highway materials technicians who have displayed exceptional leadership roles in developing quality materials used in highway construction projects.

These winners are chosen from contractors, consultants, and the Wisconsin Department of Transportation. It is this industry support and joint partnering that makes this program a success.

Some of the qualities attributed to the award winners include HTCP certification, HTCP promotion, development of cost savings, development of time savings, quality improvement, being a team player and possessing a positive attitude.

APPENDIX: Corrections APPENDIX: Course Evaluation

Quality Management Program Award Nomination

Application

*Application submitted by: Date:

Do you wish to remain anonymous?

(* Required for nomination)

Yes No

Please fax (608) 342-1982 or send completed application before November 1 of each year to Highway Technician Certification Program, University of Wisconsin-Platteville, 049 Ottensman Hall, 1 University Plaza, Platteville, WI 53818-3099.

*Application submitted by: Date:

Do you wish to remain anonymous?

(* Required for nomination)

Yes No

Please fax (608) 342-1982 or send completed application before November 1 of each year to Highway Technician Certification Program, University of Wisconsin-Platteville, 049 Ottensman Hall, 1 University Plaza, Platteville, WI 53818-3099.

This Outstanding Individual or Team is Nominated to Receive this Year’s “Quality Management Program Award”

Individual/Team: Employer:

Address: Work Address:

City/State/Zip: City/State/Zip:

Telephone: Telephone:

Fax :

List individual or team nominated:

Identify outstanding individual or team achievement(s) that exemplify this nomination for the “Quality Management Program Award

OOPS! Found an error?

Course Title:

Please describe the error and the page or topic where you found it:

We might have questions. How can we reach you?

Name:

Date: _______________________________

E-Mail:

Phone:

Note to Development Team: Send updates to [email protected], or call 608.342.1545, or mail to HTCP, 1 University Plaza, University of Wisconsin-Platteville, Platteville, WI 53818.

THANK YOU!

mailto:[email protected]

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