transportation eng iii(s4) - lab manual 1'2010

Compiled By: Leon Minnies Transport Engineering III Laboratory Manual

Department of Civil Engineering

TRANSPORTATION ENGINEERING III (TRE300S)

LABORATORY MANUAL

CLASS : ___________________________ GROUP : ___________________________ SURNAME : ___________________________ NAME : ___________________________ STUDENT NUMBER : ___________________________ LECTURER : ___________________________ TECHNICIAN : ___________________________


TABLE OF CONTENTS GENERAL .......................................................................................................................... 3 HANDING IN OF PRACTICAL REPORTS ..................................................................... 4 THE REPORT FORMAT ................................................................................................... 5 LABORATORY RULES .................................................................................................... 5 ASPHALT PLANT AND LABORATORY SITEVISIT .................................................. 7 LABORATORY TIMETABLE…………………………………………….......................8 PRACTICAL BRIEF…………………………………………….......................................9 ASPHALT MIX DESIGN REPORT……………………………………………..............10 LABORATORYSESSION BRIEFS………………………….........................................11 BLENDING OF VARIOUS STONE SIZES……………………………………………...12 PREPARATION OF MARSHALL COMPACTION SPECIMENS……………………...19 THEORETICAL MAXIMUM SPECIFIC GRAVITY……………………………………24 MARSHALL STABILITY AND FLOW………………………………………………….26 ASPHALT CONTENT BY CENTRIFUGE EXTRACTION…………………………….29 ASPHALT GRADING TEST……………………………………………………………..31 REFERENCES………………………………………………………………………….....33


1. GENERAL Aims of the Laboratory Sessions Laboratory sessions in the Department of Civil Engineering have three main aims: • To reinforce or complement the theory covered in lectures through practical examples. • To familiarise students with laboratory and testing procedures • To enhance the generic skills of students including the planning and carrying out of

experiments, technical writing and critical appraisal of data. Students will discover the importance of aim 3 as they progress through their professional careers, whether or not it is related to engineering.

On entering the laboratory, ensure that the following is done:

1. Have a flow chart (Marked and signed by the lab technician) before commencement.

It is your responsibility to ensure that the flow chart it signed.

The flow chart must include: The title of the test to be performed

The aim/purpose of the test

The apparatus to be used

The procedure of the test

*The purpose of the flow chart is to ensure that the test to be carried out is known,

why that test is being performed, how it is done, and the apparatus to be used are

identified. The flow chart is used as a reference for tests procedures. Failing which

you would not be allowed to do your practical, and thus you will get zero for that

practical.

2. Place your bags on the floor, not on the workbenches

3. Sign the register, which will be available for the first 10 minutes, and will be removed

afterwards.

4. After completing the experiment, clean the work station, apparatus and store away.

The above must be strictly adhered to. If you fail to sign the register you won’t get a mark

for the laboratory session. You will be held responsible for any apparatus not stored, cleaned

or returned and the reminder of the group will lose up to 50%. You will find the laboratory

clean and neat. Help to keep it tidy, by cleaning and returning everything to the cupboard

where you have found it.

Attendance to the practical laboratory sessions is compulsory. Student who do not attend, or have made some alternative arrangements, will not be allowed to hand in any reports. In you


being 10 minutes late, you will not be allowed in the laboratory. If the students want to do their lab sessions earlier or later, the class representative must arrange with the technician in charge at least 24 hours before the practical time. This will only apply if it fit within the laboratory staff’s schedule. Failure to prior arrangements will not get any marks for that specific practical. 2. HANDING IN OF PRACTICAL REPORTS Completed lab practical must be handed in on the dates specified on the handouts. These practical must be in no later than the time specified. No late hand-ins will be marked. No extensions for handing in or the reports. Allocation of marks for laboratory practical is as follows: Report = (70%) - Cover Page 5% - Content Page 5% - Flow chart for practical (NB: The Signed flow chart by the lab technician) - 10% - Introduction 5% - Equipment 5% - Method 15% - Results and graphs 15% - Analysis 5% - Comments and Recommendation if any and Conclusion. 5% Poster (A2 size) = (30%) - Layout - 3.33% - Photographs - 3.33% - Results - 10% - Graphs - 10% - Neatness - 3.33% *NB: Report on what have been done in the laboratory. Use the forms supplied, failing which, the marks will be lost.


3. REPORT FORMAT

1. Cover page must include the name of the university, campus, department, subject,

report title, your name and student number, group (S1, S3 or S4, full time or part

time), lecturer for that subject, and due date.

2. Content page must have the subtitles/headings and page numbers

3. Flow chart as mentioned under General.

4. The body of the report as mentioned under handing of practical reports. . Use

heading 1 for the headings, and normal for the text. The font must be Times New

Roman and font size must be 12. The paragraphs must be in 1.5 line spacing. The

pages must be numbered.

4. LABORATORY RULES

1. You are reminded that the rules of the \university also apply in the laboratory.

2. Smoking, eating and drinking are not allowed in the Laboratory

3. Know the location of the first aid supply in you Laboratory

4. Report all accidents immediately. All injuries, however trivial, must be attended to as

soon as possible.

5. When working with inflammable material, have a fire extinguisher at hand.

6. Acquaint yourself with the purpose, function and dangers present BEFORE working

with a piece of equipment.

7. Do not switch on or operate equipment without authority of lecture or technician.

Wear safety clothing where necessary.

8. You should work neatly, quietly and quickly.Soil is dirty. Students must thoroughly

clean all laboratory equipment after completing an experiment and return all

equipment pieces to the appropriate cabinets. A penalty in the report grade of 25%

will be imposed if this is not done properly. The work place must also be properly

cleaned, and all soil must be discarded as instructed.

9. Use data sheets in the laboratory manual to record all data, not notebook or scrap paper. After the completion of an experiment, neatly complete as much of the computation as possible and have the instructor sign it before leaving. Before approaching the instructor check that all information has been recorded on the data sheet (group number, sample number, date. etc.). These sheets must be attached to the laboratory report.

10. Report all breakages and/or defective apparatus to the Technician or Lecture in charge immediately, otherwise you may be held responsible for their repair or replacement. If


an accident is due to carelessness the responsible party will be charged for the repair or replacement of the damaged apparatus.

11. Do not work on wet, greasy or oily floor. Grease and oil patches on the floor must be covered with sand and sawdust.

12. Confine yourself to your laboratory concerned, 13. Do not work alone. It is good practice to have someone around to shut off the power,

etc. 14. Remove all ring and other ornaments from your fingers, hand and neck before starting

to work. Clothing must not hang loose. Tie you hair. 15. Do not skylark in the lab. Never talk to anyone while working, as you cannot work. 16. Do not become overconfident and start to take risks. 17. Keep clear of other students. Avoid overcrowding. 18. No student is permitted to enter a storeroom. 19. No apparatus may be removed from the Laboratory. 20. After use, switch off all apparatus and leave benches in a neat order. Brooms and

brushes are available to clean laboratory. 21. Do not forget to return keys that have been issued. The university cannot be held

responsible for damage or loss of private property in the laboratory. 22. Each student is required to submit one laboratory report, worth 10% of the final

course mark. The laboratory sessions for which a report is required are marked on the group list on the laboratory schedule. The reports are to be handed in to the Laboratory Technician (Concrete Lab) within 1 week of the laboratory session. Penalties will apply for late submission, and if any report is submitted more than one week late no mark will be given.

23. You are expected to adhere to the University’s Academic Honesty policy. The laboratory report is expected to be entirely your own work. The following are considered dishonest and will be penalised: • Copying some or all of another student's assignment without

acknowledgement • Recycling reports from students from earlier years • Fabrication of data • Knowingly assisting another student in an act of academic dishonesty

24. . FAILURE TO COMPLY WITH THE ABOVE RULES WILL RESULT IN

DEDUCTION OF MARKS


TRANSPORTATION ENGINEERING III ASPHALT PLANT AND LABORATORY SITE VISIT

A site visit to the Much Asphalt Plant in Eerste River has been set up. The plant manager will take the students on a tour of the plant. The following questions regarding the visit are to be answered by way of a report: 1. Give a detailed list of all the raw materials that could be used in the production of

asphalt. 2. Name the various categories of asphalt that is being produced at the plant. 3. Explain how the following materials are stored, sampled and tested. First list the

type of materials used.

a) Aggregates b) Binders c) Filler d) Rubber Crumbs

4. What type of plant is being used at this facility? 5 Give a detailed explanation of how each of the following works.

a) The cold feed system b) The dryer c) The mixer (give the type of mixer in use) d) Dust extraction and collection e) Bitumen storage f) The weigh Hopper g) Hot asphalt storage

6. List all the tests being conducted in the laboratory. The objective of each test is to be

explained! Also give the number of tests that are conducted on a daily basis. PLEASE NOTE: A neat hand written report is to be handed in to the Laboratory

Technician into the S4 Pigeon Hole(outside CONCRETE LAB.) by the following Friday, before 08:20. A large percentage of the marks will be allocated for presentation.


ASPHALT AND BITUMEN LABORATORY TIMETABLE

Week

TIME FLOWCHART ACTIVITY

REFERENCE REPORT

3 11:00 No Site Visit

Yes

4

11:00 Yes Grading of Aggregate

TMH1 B4 Yes

5

11:00 Yes Blending of Stone Sizes

TRH8 (1987) No report only graph

6 11:00 Yes Prepare 3 Briquettes per Group to determine

optimum bitumen content. See bottom of page

TMH1

C1 & C2 Yes

7 11:00 Yes Press 2 of the above briquettes

Determine Bulk Relative Density of one Briquette

TMH1 C2 TMH1 C3

Yes Yes

8 11:00 Yes Determine Rice Relative Density of one

Briquette Keep 11 Briquette for binder Content

TMH1 C4a

Yes

9 11:00 Yes Stability and Flow

TMH1 C2 Yes

10 11:00 Yes Determine Binder Content of 1 Briquette

TMH1 C7b Yes

11 11:00 Hand in Completed Lab Flipfile & A2 Poster

NB!! For the laboratory classes of week 6, the students will have to Blend the Aggregate the previous day and place it in the oven. This will ensure

that the Aggregate blend will be at the desired temperature when you enter the laboratory.


Cape Peninsula University Of Technology Faculty of Civil Engineering

Department of Civil Engineering

ND: Civil Engineering - CTER 32 TRANSPORT ENGINEERING PRACTICAL BRIEF - HOT MIX ASPHALT

Introduction: The laboratory practicals are run weekly, during the allocated timetable sessions. The class is split into conveniently sized groups and it is the student's responsibility to check to which group he has been allocated.

Practical Brief You are to design a medium continuously graded asphalt mixture for surfacing. You will be supplied with samples of aggregate and 60/70 penetration bitumen. The recommended aggregate gradation envelope and nominal mix proportions are shown in the table below.

Sieve size (by Mass) Specification

19.0 100

13.2 100

9.5 82-100

6.7 65-86

4.75 54-75

2.36 40-57

1.18 27-42

0.600 18-32

0.300 12-23

0.150 7-16

0.075 4-10

AGGREGATE (by mass) 93.0%

Active Mineral Filler (by mass) 1.0%

Binder (by mass) variable The aggregate grading, binder type, binder grade and filler that have been provisionally selected must be evaluated using the relevant methods TMH-1. The results of the test program must be compared with the criteria given in the table below and an optimum mix composition formulated.

PROPERTY Min Max Marshall Stability (KN)4 4 10 Marshall Flow (mm)2 2 5 Stability Flow (KN/mm)2 2 - Air Voids (%)2 2 5


Asphalt Mix Design Report

Asphalt paving mix design demands attention to the details of design test procedures. Mainly, this means following written instructions. But it also means having proper training in laboratory technique and the relation of mix design testing to the specification requirements. While mix design often is treated as a subject in itself, it cannot be divorced from the other related items of the specifications. Objectives of Asphalt Paving Mix Design

The Design of asphalt paving mixes, as with other engineering materials designs, is largely a matter of selecting and proportioning materials to obtain the desired properties in the finished construction. The overall objective of the design of asphalt paving mixes is to determine an economical blend and gradation of aggregates (within the limits of the project specifications) and asphalt that yields a mix having:

1) Sufficient asphalt to ensure a durable pavement.

2) Sufficient mix stability to satisfy the demands of traffic

without distortion or displacement.

3) Sufficient voids in the total compacted mix to allow for a slight amount of additional compaction under traffic loading without flushing, bleeding, and loss of stability, yet low enough to keep out harmful air and moisture.

4) Sufficient workability to permit efficient placement of the mix without segregation.

Evaluation of Transport III Practical

Presentation 1-3 Laboratory Performance and weekly reports 1-10 Description of Materials: Aggregate and Binders 1-2 Conclusion: Final Mix Design 1-3 Tables 1 Graphs 1

Total 20

Practical Timetable Groups to report on progress every Monday

Week

Friday Practical

4 Site visit

5 Gradation of aggregates

6 Blending of aggregates

7 Compaction of briquettes

8 S.G of aggregates and specimens

9 Rice’s' Method 10

Stability and Flow 11

Binder content & Extraction of fines

Hand-in date for mix design Poster …………………………


LABORATORY PRACTICAL SESSIONS

Session 1

This session entails obtaining the grading of the materials that will be used for the asphalt mix design. You will be required to do a sieve analysis on the aggregate sand and filler. This is to be done in accordance with method B4 in the TMH1.

Session2

You are required to blend the graded material according to the Rothfuchs method in TRH8. After you’ve done your sieve analysis, you will have the results of the grading of the 19.0mm, 13.0mm etc. These values must be used in the Rothfuch’s analysis and plotted on that graph to obtained an “estimate” of the required fractions of the different bins to make up our design.

Note* that your gradation envelope (given in prac manual) is used as your design Specification.These are just kick-off values for your design and you can still alternate between the bins to get your graph to fall within the design envelope. Once this is OK, you will be required to prepare your samples according to your design mix proportions

Session 3

Please note that for this session you will be required to have put your material in the oven the day before the practical commences During this session you will have to take your samples as prepared in session 2, and after heating it to the required temperature, add your percentage bitumen, mix it and compact it according to method C1 and C2 in TMH1. Please note, that only three of the five samples will be compacted. The remaining 2 will just be mixed and allowed to cool before testing

Session 4 The briquettes as prepared in session 3, will be used in accordance of method C3 in TMH1; to determine it’s Bulk Relative Density (SGR)

Session 5

One of the samples prepared in session 3 (not compacted), will be used to determine the Rice’s Relative Density, according to TMH1 method C4a

Session 6 The 3 briquettes used in session 4 will now be used to determine the Stability and Flow of the mix, according to TMH1 method C2.

Session 7 One of the samples prepared in session 3 (not compacted), will be used to determine the Binder Content


of the Mix, according to TMH1 method C7a


BLENDING OF VARIOUS STONE SIZES TO A GIVEN AGGREGATE GRADING The investigation of asphalt surfacing mixtures for design purposes should be based on an

aggregate grading which can be realistically produced in the hot-mix asphalt plant to be used during construction. The first step in determining the job-mix grading is to combine the various stone fractions that will be available during construction to approximate as closely as possible the design or specification grading required. The best way of doing this is to obtain samples of the hot-bin fractions (in the case of a plant with hot screening) or to use the various fractions from the stockpile material. The proportions in which the various fractions should be combined to produce the desired grading can be investigated by various graphical or mathematical methods. The method described by Rothfuchs has been found most useful, as it is reasonably quick and simple and can be applied to blends of any number of components. It consists essentially of the following stages. (I) The cumulative curve of the design aggregate�s particle-size distribution is plotted, using

the usual linear ordinates for the percentage be passing, but choosing the scale of sieve size which allows the particle-size distribution to be plotted as a straight line. This is readily done by drawing an inclined straight line and marking on it the sizes corresponding to the various percentages passing.

(ii) The particle-size distribution curves of the stone fractions (including filler) to be mixed

are plotted on this scale. It will generally be found that they are not straight lines. (iii) With the aid of a transparent straight edge, the straight lines which most nearly

approximate the particle-size distribution curves of each component are drawn. This is done by selecting for each curve a straight line such that the areas enclosed between it and the curve are minimal and are balanced about the straight line.

(iv) The opposite ends of these straight lines are joined together, and the proportions for

mixing can be read off from the points where these joining-lines cross the diagonal straight line which represents the design grading.

The procedure will be apparent from the following example:

Table VII gives the particle-size distribution of three fractions of stone and filler available to

produce the required design grading. Note that for greater accuracy a wet particle-size analysis should be made of these components. The design or specification grading is also given in the right-hand column of the table.


TABLE VII

Particle-size distribution of components on the basis of wet analysis

Sieve (mm)

A

B

C

D

Design of

spec. Grading

19.00

100

- - -

100

13.2

85

100 - -

90

6.7

30

90 - -

78

4.75

0

70 100 -

61

2.36

0

25 95 -

45

1.18

0

10 70 -

30

0.6

0

0 50 100

22

0.3

0

0 30 95

16

0.15

0

0 10 80

12

0.075

0

0 0 50

6

The required grading of the blend is represented by the diagonal straight line o-o in Figure B-1.

The vertical ordinates of the grading sheet are graduated for percentages from 0 - 100 on a linear scale. The horizontal scale for sieve aperture size is graduated by drawing for each sieve size a vertical line which cuts the diagonal at a point where the ordinate equals the percentage passing that sieve, i.e. 100% for 19.0mm, 90% for 13.2mm, 78% for 6.7mmand so on. The size distribution of the fractions to be mixed (A, B, C and D in Table VII) are plotted on

this scale of sieve size giving lines EFO (fraction A), GHI (fraction B), JKL (fraction C) and OPQ (fraction D) on Figure B-1. The nearest straight lines to these size distributions are drawn with the aid of a transparent

straight edge, by the minimum balanced areas method described above. They are the dashed lines RO, TS, VU and OW. The opposite ends of these lines are joint giving the chain lines RS,TU and VW. The points

where these lines cross the required distribution line(diagonal 00) are marked by the circles 1, 2 and 3. The proportion in which the four fractions should be mixed are obtained from the difference between the ordinates of these points, and are shown on the right-hand side of Figure B-1 (sections A, B, C and D). The theoretical particle-size distribution which will result from mixing the fractions in these

proportions is given in the right-hand column of Table VIII. Although not identical with the design grading, it is close enough for practical purposes.


Theoretical blend resulting from graphical method


TABLE VIII

Per cent of each fraction

22% of A

45% of B

25% of C

8% of D

Total

Cumula-

tive grading

Passing (mm)

Retained

(mm

19.0

13.2

3.3

3.3

100

13.2

6.7

12.1

4.5 16.6

96.7

6.7

4.75

6.6

9.0 15.6

80.1

4.75

2.36

20.25 1.25 21.5

64.5

2.36

1.18

6.75 6.25 13

43

1.18

0.600

4.5 5.0 9.5

30

0,600

0.300

5.0 0.4 5.4

20.5

0.300

0.150

5.0 1.2 6.2

15.1

0.150

0.075

2.5 2.4 4.9

8.9

0.075

4.0 4

4


Examples of Typical Continuous Gradings

SIEVE SIZE (mm)

Cumulative percentage by mass

passing sieve.

Coarse

19.0mm

Medium 13.2mm

Fine 9.5mm

19.0 13.2 9.5 4.75 2.36 1.18 0.600 0.300 0.150 0.075

100 84-100 70-92 50-70 37-55 26-41 18-32 12-23 7-16 4-10

- 100 82-100 54-75 40-57 27-42 18-32 12-23 7-16 4-10

- - 100 64-88 48-70 35-54 24-40 16-28 10-20 4-12

GGRRAADDIINNGG OOFF FFIILLLLEERR

SIEVE APPERTURE (mm)

MASS RETAINED g

% RETAINED % PASSING

19.0

- - -

13.2

- - -

9.5

- - -

4.75

- - -

2.36

- - -

1.18

- - -

0.600

0.7 0.28 100

0.300

15.9 6.31 93.41

0.150

142.5 56.60 36.81

0.075

54.6 21.68 15.13

<0.075

36 14.30

TOTAL

251.8


A. BITUMEN CONTENT D MARSHALL CRITERIA No. of CUPS BRIQUETTE No. (a) MASS OF CUP & FINES (a) DRY MASS IN AIR (b) MASS OF CUP (b) SURFACE DRY MASS IN AIR (c )MASS OF FINES (c )MASS IN WATER (d) TOTAL MASS OF FINES (d) VOL. OF BRIQ. (b-c) (e) MASS OF AGGR. (e) S. G. OF BRIQ. (a/d) (f) MASS OF SAMPLE (g) TOTAL MASS OF AGGR. (d+e) Di AVE. BULK S. G. (h) MASS OF BITUMEN (f-g) (I) % BITUMEN (h/f x 100) STABILITY GAUGE READING STABILITY CORR. STAB. B GRADING ANALYSIS AVE. STAB. (kN ) FLOW SIEVE SIZE MASS RET % RET. % PASS SPEC AVE. FLOW (mm) 37.5mm

26.5mm % VOIDS 100(Ci-Di)/Ci 19.0mm

13.2mm % VMA 100-(%AGGR.xDi/SG AGGR.) 9.5mm 6.7mm 4.75mm

E FIELD COMPACTION 2.36mm

1.18mm 0.600mm SPECIMEN No.

0.300mm THCKNESS (mm)

0.150mm

0.075mm (a) DRY MASS IN AIR

<0.075mm (b) SURFACE DRY MASS IN AIR

S.G. AGGR. =

(c )MASS IN WATER

MASS AGGR. (d) VOL. OF WATER DISPLACED

(e) VOL. OF SAMPLE (a-d)

C RICE'S S.G. (f) DENSITY OF SAMPLE

% COMPACTION f/Di x 100

(a) MASS OF SAMPLE (b) MASS OF FLASK-WATER-SAMPLE ( c)MASS OF FLASK-WATER (d) VOL. WATER DISPLACED (b-c) (e) VOL. OF SAMPLE (a/e) (f) MAX THEOR.DENSITY Ci AVERAGE DENSITY


SAMPLE NO. : . . . . . . . . . . . . . . . . . . . . . . . . . DATE : . . . . . . . . . . . . . . . . . DRY MASS : . . . . . . . . . . . . . . . . . . . . . . . . PAN NO. : . . . . . . . . . . . . . . TESTED BY : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

SIEVE NUMBER

SIEVE SIZES (mm)

MASS RETAINED (g)

PERCENTAGE RETAINED

(%)

PERCENTAGE PASSING

(%)

3 inches 75.0 2 ½ inches 63.0 2.12 inches 53.0 1 ½ inches 37.5 1.06 inches 26.5 ¾ inches 19.0

0.530 inches 13.2 3/8 inches 9.5

0.265 inches 6.7 4 4.75

10 2.36 8 2.00

16 1.18 30 0.600 40 0.425 50 0.300

100 0.150 200 0.075

< 200 / Pan < 0.075 / Pan TOTAL =

Form A


PREPARATION OF MARSHALL COMPACTION SPECIMENS 1. SCOPE 1.1. Description of Test The method described is used to prepare standard Marshall Mix Design specimens containing asphalt cement and aggregate up to 25 mm maximum size. Nominal size of the specimens is 101.7 mm diameter by 63.5 mm in thickness. 1.2. Application of Test The test may be used to prepare Marshall Mix Design specimens for the purposes of mix design, research activities, quality control testing, quality assurance testing and product acceptance testing. 1.3. Units of Measure No units of measure are specified. All references to units of dimension, weight or volume will be metric. 2. APPARATUS AND MATERIALS 2.1. Equipment Required 2.1.1. Specimen Mold Assembly Mold cylinders with an inside diameter of 101.7 mm and a height of 76.2 mm, base plates, and extension collars shall conform to the details shown in Figure 1 of the most recently approved ASTM D1559 -Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures using Marshall Apparatus. Three mold cylinders are recommended. 2.1.2. Specimen Extractor A steel disc with a diameter not less than 100 mm and a minimum thickness of 13 mm for extracting the compacted specimen from the mold collar by applying a slow gradual force (hydraulic jack) to the face of the specimen. A frame is also required to place the mold in so that the specimen can be extracted. 2.1.3. Compaction Hammer The compaction hammer as shown in ASTM D1559, Figure 2, will have a flat circular tamping face and a 4 536 g sliding weight with a free fall of 457.2 mm. Two compaction hammers are recommended. 2.1.4. Compaction Pedestal The compaction pedestal will consist of a 203.2 by 203.2 by 457.2 mm wooden post capped with a 304.8 by 304.8 by 25.4 mm steel plate. The wooden post will be oak, pine or other wood having an average dry weight of 0.67 to 0.77 g/cm3. The wooden post will be secured by four angle brackets to a solid concrete slab. The wood post will be imbedded approximately 10-15 mm into a cylindrical concrete block with minimum dimensions of 400 mm in diameter and 200 mm in height. The steel cap will be firmly fastened to the post. The pedestal assembly will be installed so that the post is plumb and the cap is level. 2.1.5. Specimen Mold Holder The mold holder will be mounted on the compaction pedestal so as to center the compaction mold over the centre of the post. It will hold the compaction mold, collar and base plate securely in position during compaction of the specimen. 2.1.6. Ovens or Hot Plates Ovens or hot plates will be provided for heating aggregates, asphalt, specimen molds, compaction hammers and other equipment to the required mixing and compaction temperatures. Heating units will be thermostatically controlled so as to maintain the required temperature within 3o C. Suitable shields, should be used on the surfaces of the hot plates to minimize localized overheating.


2.1.7. Scale A scale is required to weigh materials up to 3 000g. The scale will be capable of weighing to 0.1 g. 2.1.8. Miscellaneous Equipment Pans, pails, mixing bowls, scoop, spatula, trowels and thermometers. Electric thermometers with digital read out are recommended. Gloves for handling hot materials and equipment. Marking crayons for identifying specimens. 2.2. Materials Required 2.2.1. Marshall Mix Designs The preparation of specimens for Marshall Mix Designs requires representative samples of the aggregates to be used. The samples will be approximately 1200 g in size and shall be combined to the desired gradation. Samples of the asphalt cement which is the specified grade to be used in the field and from the asphalt manufacturer who will supply the asphalt. 2.2.2. Field Mix Specimens Select approximately 3600 g of a representative sample of asphalt mix as described in STP 103 - SAMPLING ASPHALT MIXES. Split the sample into three 1200 g portions for the preparation of three Marshall specimens. Samples will be split using a method which will ensure that all three samples are representative of the original 3600 g sample. If the correlation between the denisty of three briquettes meets acceptable requirements for precision, the Engineer may approve the use of an average of two briquettes instead of three. 3. PROCEDURE 3.1. Equipment Preparation Thoroughly clean the specimen mold assembly and the face of the compaction hammer and heat them to a temperature between 90o C and 145o C. Assemble the mold, mold base and collar on the compaction base. Place two filter papers on the bottom of the mold in preparation for placing the asphalt mix in the assembled mold. It is desireable to heat the mold assembly and the face of the compaction hammer to the same temperature for all specimens. In a field testing situation, the equipment may have to be heated to the upper end of the specified range if ambient temperatures are cool. The compaction pedestal shall be set on a solid foundation. In field situations, the compaction base will be firmly seated on a 150 mm thick base of compacted bituminous mix placed in an excavation constructed for this purpose. Care must be taken to ensure that the plate that the mold assembly sits on is level and that the compaction pedestal does not bounce or wobble during the compaction process. 3.2. Sample Preparation 3.2.1. Marshall Mix Design Prepare representative samples of the field aggregates by following the procedure below: (a) Dry the aggregate in an oven for approximately eighteen hours a 105o C to 110o C. Separate the aggregate into the individual specified sieve sizes by dry sieving. The sieve sizes will be established by the specified aggregate type. (b) Recombine individual aggregate fractions in correct proportions to obtain the average stockpile gradation which is determined during the crushing of the aggregate. Proportioning will be for approximately 1200 g specimens. (c) Combine trial percentages of each size, then run a wet sieve and compare the result to the stockpile average. Adjust the proportions of each size and repeat the procedure until the desired gradation is achieved. Use the final


percentages of each size to produce Marshall specimens. If fillers or blenders are to be used in the mix, actual samples of field fillers/blenders must be used. Place the asphalt cement in an oven for approximately two hours for pre-heating. The temperature of the asphalt cement should not exceed 110 °C during the preheating. 3.3. Test Procedure 3.3.1. Marshall Mix Design Weigh into separate pans for each test specimen the amount of each aggregate size fraction required to produce a batch that will result in a compacted specimen 63.5 + 1.3 mm in height. Usually 1200 g of aggregate is required. Place the pans on the hot plate or in the oven and heat to a temperature not exceeding the mixing temperatures specified in Table 1 by more than approximately 28 °C. Remove one pan at a time from the oven and place on a hot plate. Form a crater in the dry blended aggregate and weigh the pre-heated required amount of asphalt cement into the mixture. Mix the aggregate and asphalt thoroughly, maintaining the required mixing temperature. Continue mixing until all particles are well coated. Remove pan and mix from the hot plate and continue mixing until the mix cools to the required compaction temperature. This is the temperature which results in an asphalt viscosity of 280 cst. The required temperatures are shown in Table 1. TABLE 1 - MIXING AND COMPACTION TEMPERATURES Asphalt Cement Mixing Temp. Compaction Temp. (Grade) (o C) (o C) 150-200A 143 + 2 133 + 2 200-300A 138 + 2 126 + 2 300-400A 128 + 2 122 + 2 400-500A 120 + 2 116 + 2 200-300B 134 + 2 126 + 2 300-400B 128 + 2 122 + 2 Proceed with specimen preparation as described in 3.3.3 Compaction Procedure. 3.3.2. Field Mix Specimens Collect samples as described in 2.2.2. Adjust the temperature of the mix for each specimen to the required compaction temperature as specified in Table 1. 3.3.3. Compaction Procedure Place the entire batch in a previously prepared mold assembly, spade the mixture vigorously with a heated spatula or trowel 15 times around the perimeter and 10 times over the interior. Remove the collar and smooth the surface of the mix with a trowel to a slightly rounded shape. Temperatures of the mix immediately prior to compaction shall be within the limits of the specified compaction temperature. Place two filter papers on the surface of the mix and replace the mold collar. Place the mold assembly on the compaction pedestal in the mold holder and unless otherwise specified, apply 50 blows with the compaction hammer. During compaction the operator will hold the axis of the compaction hammer by hand as nearly perpendicular to the base of the mold assembly as possible. Remove the base plate and collar and reverse and reassemble the mold. Apply the same number of compaction blows to the face of the reversed specimen. When compaction is completed, extrude the sample from the compaction mold. Carefully transfer the specimen to a smooth, flat surface and allow it to cool to ambient temperature before testing.


The specimen should be extruded using a hydraulic jacking device to provide a gentle and constant pressure. Using hammers or other methods of impact loading to remove specimens from the mold is not acceptable. Mixtures that lack sufficient cohesion to retain the required cylindrical shape on removal from the mold immediately after compaction should be cooled in the mold in air until sufficient cohesion has developed to result in the proper cylindrical shape. Marshall briquettes which will be tested for stability and flow characteristics will be allowed to stand at room temperature overnight before any testing is conducted on them. The compacted specimen should be between 62.2 and 64.8 mm high. If the specimens are outside this range, adjust the amount of asphalt mix in subsequent tests. 4. RESULTS AND CALCULATIONS 4.1. Collection of Test Results Marshall specimens will be appropriately marked using a wax crayon as soon as they are removed from the compaction mold. Specimen height will also be measured and recorded for future reference. 5. CALIBRATIONS, CORRECTIONS, REPEATABILITY 5.1. Equipment Calibration The method described in this Standard Test Procedure does not include mechanical mixing and compaction apparatus. If a laboratory wishes to use equipment or methods other than those described herein must ensure that specimens prepared using different methods are equal in every respect to those manufactured by this specification. For Quality Assurance samples which have been allowed to cool, a correlation must be established in the field lab for specimens prepared using fresh hot asphalt mix to those prepared from asphalt mix which has been allowed to cool to ambient temperature and then reheated to the specified compaction temperature. Quality assurance check samples prepared in a checking lab should then correlate with the reheated field samples. 5.2. Sources of Error Compaction pedestal sitting on a soft, spongy or flexible foundation. Compaction pedestal not set so compaction surface is level. Hammer face and mold assembly not properly heated before compaction. Asphalt mix at wrong compaction temperature. This may be a particular problem in cool weather when mold assembly and mix cools very quickly outdoors. Incorrectly calibrated thermometers. Marshall compaction hammers with incorrect free fall, or hammer weight. Segregation of the mix during mixing or placement in the mold assembly. Operator not giving the hammer the full required drop on each stroke or bouncing the hammer by hitting the top of the hammer handle on the upstroke or catching the hammer before it impacts all of its energy at the bottom of the stroke. Not holding the hammer perpendicular to the compaction pedestal. 5.3. Precision The allowable difference of the density of Marshall specimens prepared using the method will be: Marshall Mix Designs: The results from two labs will not differ by more than 15 kg/m3. Field Mix Specimens: The results from two labs will not differ by more than 20 kg/m3.


6. ADDITIONAL INFORMATION 6.1. References ASTM D1559 - Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus. 6.2. Safety Use extreme caution when lifting and dropping the Marshall hammer. Avoid injury by being careful not to trap fingers under the falling compaction hammer. This most often occurs when the hand is brought down too quickly after releasing the weight at the top of the stroke.


THEORETICAL MAXIMUM SPECIFIC GRAVITY 1. SCOPE 1.1. Description of Test The method described is used to determine the theoretical maximum specific gravity of uncompacted asphalt-aggregate mixes using a vacuum saturation technique. 1.2. Application of Test The value of theoretical maximum specific gravity is used to determine the air void content of Marshall compaction specimens. 1.3. Units of Measure Specific gravity as determined by this method, is the ratio of the mass of a given volume of material at 25o C to the mass of an equal volume of water at the same temperature. Specific gravity is unitless. 2. APPARATUS AND MATERIALS 2.1. Equipment Required Glass, plastic or metal container having a minimum capacity of 1 000 ml and capable of withstanding a full vacuum. Cover for the container with suitable vacuum connection assembly fitted with a rubber gasket and release valve assembly for use with the previously mentioned container. Oven capable of 50o C to 150o C Scale with .01 g accuracy and equipped with a suitable suspension apparatus and holder to permit weighing the sample and container in a temperature controlled water bath. Vacuum pump or water aspirator, capable of evacuating air from the container to a residual pressure of 4.0 kPa or less. Manometer or vacuum gauge suitable for measuring the specified vacuum. A container filled with distilled water at 25oC suitable for immersion of the suspended glass, plastic or metal container and deaired sample. A temperature controlled water bath is recommended. A suitable trap installed in the vacuum line is recommended to prevent water from entering the vacuum pump. Use of a plastic twistcock valve in the line adjacent to the flask will minimize loss of water during shaking and provide quick disconnection in case of foaming or malfunction. For use with glass containers, a rubber or resilient plastic mat is required as a safety precaution to avoid impact on a hard surface while under vacuum. 2.2. Materials Required - Laboratory Samples: asphalt cement of the same grade and from the manufacturer as used for the field work shall be mixed in known proportions with the aggregates combined to meet the stockpile average gradation. An asphalt mix sample size of 600 to 1000 g is appropriate for the test. - Distilled water 3. PROCEDURE 3.1. Test Procedure Weigh the glass, plastic or metal container in air and in water to determine the tare weight for each case. Cool the asphalt mix to room temperature, place in the container and weigh. Add sufficient distilled water at 25o C to cover the asphalt mix sample. Place the cover on the container and apply a partial vacuum, 4 kPa or less absolute


pressure for 5 to 15 minutes. Lean mixes require less and rich mixes may require more time or agitation, or both. In general, the minimum time to dispel all of the free air is best. Additional time may induce error due to water getting under the bituminous coating. Agitate the container and contents either continuously by mechanical device or manually by vigorous shaking at intervals of about two minutes. Vacuum should be applied and released gradually by means of the release valve assembly. Immediately after removal of entrapped air, remove cover and suspend the bowl and contents in the water bath and determine the weight after ten minutes of immersion. 4. RESULTS AND CALCULATIONS 4.1. Calculations Calculate the specific gravity of the sample as follows: Theoretical Maximum Specific Gravity = A

A-C Where: A = Weight of the dry sample in air (g)

C = Weight of the sample in water (g) 4.2. Reporting Results Theoretical maximum specific gravities for asphalt mixes shall be reported on the appropriate Marshall Mix Design form for a range of asphalt contents including the optimum design asphalt content and at least two asphalt contents lower than the optimum design asphalt content and two asphalt contents higher. Specific gravity of the asphalt mix shall be reported to three decimal places at 25/25o C. 5. CALIBRATIONS, CORRECTIONS, REPEATABILITY 5.1. Sources of Error Not enough vacuum - sample not completely deaired To much vacuum - asphalt cement stripped from the aggregate Water temperature in bath other than 25o C - not using distilled water as specified 5.2. Precision For the purpose of Marshall Mix Designs, the Theoretical Maximum Specific Gravity shall check within +- 0.003 between two laboratories.


MARSHALL STABILITY AND FLOW 1. SCOPE 1.1. Description of Test This method covers the measurement of resistance to plastic flow of cylindrical specimens of asphalt mixtures loaded on the lateral surface by means of the Marshall apparatus. This method is for use with mixtures containing asphalt cement, asphalt cutback, and aggregate up to 25.4 mm maximum size. 1.2. Application of Test The testing section of this method can also be used to obtain maximum load and flow for asphalt concrete specimens cored from pavements or prepared by STP 204-8, Preparation of Marshall Compaction Specimens. 1.3. Units of Measure Stability is measured in Newtons. Flow is measured in mm. 2. APPARATUS AND MATERIALS 2.1. Equipment Required Breaking Head - the breaking head shall consist of upper and lower cylindrical segments or test heads having an inside radius of curvature of 50.8 mm accurately machined. The lower segment shall be mounted on a base having two perpendicular guide rods or posts extending upward. Guide sleeves in the upper segment shall be in such a position as to direct the two segments together without appreciable binding or lose motion on the guide rods. Loading Jack - the loading jack shall consist of a screw jack mounted in a testing frame and shall produce a uniform vertical movement of 50.8 mm/minute. An electric motor may be attached to the jacking mechanism. Ring Dynamometer Assembly or Electronic Equivalent - one ring dynamometer of 2267 kg capacity and sensitivity of 4.536 kg up to 453.6 kg and 11.34 kg between 453.6 and 2267 kg shall be equipped with a micrometer dial. The micrometer dial shall be graduated in 0.0025 mm. Upper and lower ring dynamometer attachments are required for fastening the ring dynamometer to the testing frame and transmitting the load to the breaking head. Flowmeter - the flowmeter shall consist of a guide sleeve and a gauge. The activating pin of the gauge shall slide inside the guide sleeve with a slight amount of frictional resistance. The guide sleeve shall slide freely over the guide rod of the breaking head. The flowmeter gauge shall be adjusted to zero when placed in position on the breaking head when each individual test specimen is inserted between the breaking head segments. Water Bath - the water bath shall be at least 152 mm deep and shall be thermostatically controlled so as to maintain the bath at 60 ± 1o C. The tank shall have a perforated false bottom or be equipped with a shelf for supporting specimens 51 mm above the bottom of the bath. Air Bath - the air bath for asphalt cutback mixtures shall be thermostatically controlled and shall maintain the air temperature at 25 ± 1o C. 2.2. Materials Required Samples may include cored specimens, field or lab prepared specimens. 2.3. Sample to be Tested Density of the specimen is required to obtain the volume for a correlation ratio. Density


can be determined as outlined in STP 204-21, DENSITY AND VOID CHARACTERISTICS. 3. PROCEDURE 3.1. Equipment Preparation Thoroughly clean the guide rods and the inside surfaces of the test heads prior to making the test, and lubricate the guide rods so that the upper test head slides freely over them. 3.2. Sample Preparation Samples will be prepared in accordance with STP 204-8, Preparation of Marshall Compaction Specimens or collected in accordance with STP 204-5, Asphalt Concrete Samples Obtained by Coring. 3.3. Test Procedure Bring the specimens prepared with asphalt cement to the specified temperature by immersing in a water bath 30 minutes. Maintain the bath or oven temperature at 60 ± 1o

C for asphalt cement specimens. Bring the specimens prepared with asphalt cutback to the specified temperature by placing them in the air bath for a minimum of 2 hours. Maintain the air bath temperature at 25 ± 1o C. The testing head temperature shall be maintained between 20 to 38o C. Remove the specimen from the water bath, oven or air bath and place in the lower segment at the breaking head. Place the upper segment of the breaking head on the specimen and place the complete assembly in position on the testing machine. Place the flowmeter, where used, in position over one of the guide rods and adjust the flowmeter to zero while holding the sleeve firmly against the upper segment of the breaking head. Hold the flowmeter sleeve firmly against the upper segment of the breaking head while the test load is being applied. Apply the load to the specimen by means of the constant rate of movement of the load jack or testing machine head of 50.8 mm/minute until the maximum load is reached and the load decreases as indicated by the dial. Record the maximum load noted on the testing machine or converted from the maximum micrometer dial reading. Release the flowmeter sleeve or note the micrometer dial reading, where used, the instant the maximum load begins to decrease. Note and record the indicated flow value or equivalent units in mm if a micrometer dial is used to measure the flow. The elapsed time for the test from removal of the test specimen from the water bath to the maximum load determinations shall not exceed 30 seconds. 4. RESULTS & CALCULATIONS 4.1. Collection of Test Results For specimens other than 63.5 mm in thickness correct the load by using the proper multiplying factor from Table 1. The reports shall include the following information: a) Type of sample tested (lab sample or pavement core specimen). For core specimens the height of each test specimen in mm shall be reported. b) Average maximum load in newtons, corrected when required. c) Average flow value in millimetres. d) Test temperature


TABLE 1 - Stability Correlation Ratios* Volume of Specimen Thickness of Specimen Correlation Ratio (cm3) (mm) 200 to 213 25.4 5.56 214 to 225 27.0 5.00 225 to 237 28.6 4.55 238 to 250 30.2 4.17 251 to 264 31.8 3.85 265 to 276 33.3 3.57 277 to 289 34.9 3.33 290 to 301 36.5 3.03 302 to 316 38.1 2.78 317 to 328 39.7 2.50 329 to 340 41.3 2.27 341 to 353 42.9 2.08 354 to 367 44.4 1.92 368 to 379 46.0 1.79 380 to 392 47.6 1.67 393 to 405 49.2 1.56 406 to 420 50.8 1.47 421 to 431 52.4 1.39 432 to 443 54.0 1.32 444 to 456 55.6 1.25 457 to 470 57.2 1.19 471 to 482 58.7 1.14 483 to 495 60.3 1.09 496 to 508 61.9 1.04 509 to 522 63.5 1.00 523 to 535 64.0 0.96 536 to 546 65.1 0.93 547 to 559 66.7 0.89 560 to 573 68.3 0.86 574 to 585 71.4 0.83 586 to 598 73.0 0.81 599 to 610 74.6 0.78 611 to 625 76.2 0.76 * The measured stability of a specimen multiplied by the ratio for the thickness of the specimen equals the corrected stability for a 63.5 mm specimen. 5. REPEATABILITY At least 3 test specimens should be used and the individual results averaged. Repeatability shall be as outlined in ASTM D1559, Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus.


ASPHALT CONTENT BY CENTRIFUGE EXTRACTION 1. SCOPE 1.1. Description of Test The method described is a procedure used to determine the asphalt content of asphalt aggregate mixtures. 1.2. Application of Test The asphalt content of asphalt-aggregate mixtures as determined by the described test method is used for product acceptance, quality assurance, process quality control and research activities. 1.3. Units of Measure The asphalt content is expressed as a percent by dry weight of extracted aggregate corrected for asphalt mix moisture content and extractor error. 2. APPARATUS AND MATERIALS 2.1. Equipment Centrifuge extractor with a bowl approximating that shown in Figure 1 of ASTM D 2172 - Standard Test Methods for Quantitative Extraction of Bitumen Paving Mixtures. The extractor will be capable of accepting between 500 g and 2000 g of asphalt mix. The extractor must be capable of rotating the bowl at controlled variable speeds up to 3600 rpm. The apparatus should be equipped with explosion proof features and installed in a fume hood or an effective surface exhaust system to provide ventilation. Tachometer to check rpm of extractor bowl. Paper or felt filter rings to be placed on the rim of the bowl and beneath the bowl lid. Scale capable of weighing to 2500 g at a 0.1 g accuracy. Heating equipment such as electric stove. Thermometer capable of measuring temperature between 50o C and 150 °C. 250 ml cup or beaker. Torque wrench capable of producing 35 N.m of torque. Hand Tools - spatula, small brush, scoop, large pan for collection of a representative asphalt mix sample, pan for test sample. Container for collection of asphalt laden solvent thrown from the bowl during extraction. 2.2. Materials Solvents - suggested materials are chlorothene or trichloroethylene or Toluene. 2.3. Sample To Be Tested Obtain representative samples of the asphalt-aggregate mixture. Asphalt mix samples will be collected in accordance with STP 103 - SAMPLING ASPHALT MIXES. Asphalt concrete samples will be collected in accordance with STP 204-5 ASPHALT CONCRETE SAMPLES OBTAINED BY CORING. 2.4. Data Required Sample information including date, time, sample number, sampling location, sampled by, tested by, contract number, control section, contractor, asphalt type, aggregate type, extractor make, model and serial number.


3. PROCEDURE 3.1. Equipment Preparation Ensure extractor bowl, hand tools and sample containers are cleaned of all residual asphalt and aggregate materials and dry before commencing the test. Check extractor rpm to ensure that a maximum of 3600 rpm is being achieved. 3.2. Sample Preparation Collect representative samples as described in section 2.3 above. Sample size will depend on the extractor bowl size. Larger samples will give more accurate results. Weigh the asphalt mix and record as "weight of asphalt mix". A sample of asphalt mix is required to determine the moisture content of the asphalt mix. Sample size and preparation are described in STP 204-1, MOISTURE CONTENT BY OVEN DRYING. 3.3. Test Procedure Turn ventilation equipment on and adjust for maximum suction from the extractor and enclosure. Spread the asphalt mix sample evenly in the bowl. Cover the sample with the specified solvent. Rotate the bowl back and forth gently by hand to distribute solvent and asphalt mix evenly in the bowl. Place two filter rings on the bowl rim and secure the bowl cover plate on top of the filter papers. Tighten the cover using a torque wrench up to a maximum torque of 17 N*m. Ensure that for all subsequent extractions the bowl cover plate is tightened with the same torque. Allow the material to soak for 5 minutes before the first centrifuge is begun. Begin centrifuging slowly, increasing bowl speed slowly to a maximum of 3600 rpm. When the asphalt-solvent effluent stops flowing from the extractor, turn off the motor, slow and stop the bowl using the braking mechanism. Add approximately 250 ml of solvent to the bowl and repeat the above described procedure. The procedure should be repeated until the extracted effluent has a light yellow straw colour. This is usually accomplished in 4 to 6 washings. After the final wash, remove the filler screw and cover plate. Remove the filters carefully, clean the extracted aggregate from the filter papers and bowl and place in a clean pan. The recommended drying procedure is to place the extracted aggregate in an oven at a controlled temperature of 120o C and dry to a constant weight. Establish the required drying time by weighing after repeated heating and cooling until the weight is constant. To prevent burning of the mineral particles, do not heat the aggregate above 120o C. In a field quality control setting, the extracted aggregate may be dried on a hot plate or stove burner element. The method is more subject to burning of the mineral particles and is a less desirable method. After cooling, weigh the dried aggregate to the nearest 0.1 g. Dry aggregate may absorb moisture from the air. Determine the mass of the extracted aggregate immediately upon cooling to ambient temperature. Record the weight of the dry extracted aggregate to the nearest 0.1g.


4. RESULTS AND CALCULATIONS 4.1. Collection of Test Results The following data is required: - Weight of asphalt mix before extraction to the nearest 0.1 g - Weight of dried aggregate after extraction to the nearest 0.1 g - Moisture content of the asphalt mix as determined by STP 204-1, MOISTURE CONTENT BY OVEN DRYING - Extractor correction as determined by STP 204-23, EXTRACTION AND MOISTURE CORRECTIONS 4.2. Calculations Uncorrected Asphalt Content = (wt. of asphalt mix - wt. of dry agg.) x 100 (Calculated to the nearest .01%) wt. of dry aggregate Corrected Asphalt Content = Uncorrected Asphalt Content (%) - Moisture Content (%) +- Extractor Error (%) NOTE: 1) The corrected asphalt content should be rounded to the nearest 0.1%. 2) Refer to STP 204-23 "Extraction and Moisture Corrections" to determine the proper type of extractor correction to be used.BORATORY CORE DENSITY Asphalt grading Test 1. SCOPE 1.1. Description of Test This method describes the procedure for determining the particle size from recovered aggregate after the extraction test. 2. APPARATUS 2.1. Equipment Required Balance - sensitive to 0.1 g Sieves - Canadian metric standard square mesh sieves of size as required for the type of material being tested. Mechanical sieve shaker. Containers - pans suitable for handling and washing the samples. Gas or electric stove. Chemicals - wetting agent such as household detergent. 3. PROCEDURE 3.1. Test Procedure Dry the aggregate recovered from the extraction test to a constant weight and record weight to nearest 1.0 g as dry weight of sample. Add 30 ml of wetting agent to the dry aggregate and add water to just cover the sample and boil for a few minutes. Cool the contents of the container by adding more water and agitate vigorously. Agitation should be sufficiently vigorous to separate all particles finer than the 71 mm sieve from the coarse particles and to bring all fine material into suspension in the wash water. Slowly pour the wash water over the 71 mm sieve taking care to avoid spilling coarse particles on the wash sieve. Repeat until the wash water is clear. Return material retained on the 71 mm sieve to the washed sample. Dry washed sample to constant weight at temperature not exceeding 110o C and record as dry weight after washing.


Nest the sieves with the finest sieve above the bottom pan and the coarsest sieve at the top. Place the dried sample on the top sieve, put sieves in mechanical sieve shaker, and shake for five minutes. Weigh material in the pan below the 71 mm sieve and record as the weight passing this sieve. Add the material resting on the 71 mm sieve to the material on the balance pan and record the total as the weight passing the next larger sieve. Repeat the procedure until all the material from each larger sieve has been weighed. 4. RESULTS AND CALCULATIONS 4.1. Collection of Test Results The collection of test results should be recorded on the required department form. 4.2. Calculations Calculate the sieve analysis as shown in the following example: 4.2.1. Wash Sieving

Dry Weight of Sample 1000.0 g Dry Weight After Washing 950.0 g Weight of Material Washed Through 71 mm Sieve 50.0 g

4.2.2. Dry Sieving

Weight Passing 18.0 mm 950.0 g 12.5 mm 800.0 g 5.0 mm 550.0 g 2.0 mm 350.0 g 900 um 200.0 g 400 um 150.0 g 160 um 50.0 g 71 um 5.0 g

4.2.3. Adjusted Weight & Percent Passing Add weight of material washed through the 71 mm sieve to the weight passing each sieve before calculating percentages.

Sieve 18.0 mm 950.0 + 50.0 = 1000.0 g = 100% 12.5 mm 800.0 + 50.0 = 850.0 g = 85% 5.0 mm 550.0 + 50.0 = 600.0 g = 60% 2.0 mm 350.0 + 50.0 = 400.0 g = 40% 900 um 200.0 + 50.0 = 250.0 g = 25% 400 um 150.0 + 50.0 = 200.0 g = 20% 160 um 50.0 + 50.0 = 100.0 g = 10% 71 um 5.0 + 50.0 = 55.0 g = 5.5%

4.3. Report of Results Report the percent passing each sieve on the required department form.


REFERENCES: 1. TMH1 – Second Edition 1986 2. TRH8 (1987) 3. Sabita DVD – Standard Tests For Bituminous Products - CPUT Library


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