(CPC) Material and Testing Laboratory MANUAL
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Transcript of (CPC) Material and Testing Laboratory MANUAL
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T BLE OF CONTENTS
General Laboratory Instructions i
General Instruction for Laboratory Report ii
Experiment No. 1 Inspection of Laboratory Testing 2
Experiment No. 2 Reducing Field Sample of Aggregates 3
Experiment No. 3 Sieve Analysis of Coarse and Fine Aggregates 5
Experiment No. 4 Specific Gravity and Absorption 10
Experiment No. 5 Determination of Unit Weight (Bulk Density) of Coarse Aggregate 15
Experiment No. 6 Surface Moisture of Fine and Coarse Aggregate 19
Experiment No. 7 Fineness of Cement 22
Experiment No. 8 Normal Consistency of Portland Cement 24
Experiment No. 9 Slump Test of Portland Cement Concrete 26
Experiment No. 10 Time of Setting of Hydraulic Cement by Vicat Needle 28
Experiment No. 11 Making and Curing Concrete Test Specimen in the Laboratory 31
Experiment No. 12 Compressive Strength of Cylindrical Concrete Specimen 34
Experiment No. 13 Splitting Tensile Strength of Cylindrical Concrete Specimen 36
Experiment No. 14 Flexural Strength of Concrete 38
Experiment No. 15 Nondestructive Test of Concrete 40
Experiment No. 16 Determination of Compressive Strength of Concrete Hollow Blocks 42
Experiment No. 17 Moisture Content of Wood 44
Experiment No. 18 Compression Test of Wood Parallel to the Grain 46
Experiment No. 19 Static bending of Wood 47
Experiment No. 20 Tensile Test Parallel to the Grain of Wood 49
Experiment No. 21 Shear Test Parallel to the Grain of Wood 50
Experiment No. 22 Tensile Strength of Steel Bar 52
Experiment No. 23 Penetration of Bituminous Materials 55
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GENERAL LABORATORY INSTRUCTIONS
LABORATORY MANUALS
This manual has been prepared to present the standardized test procedures for checking
materials in conformance with the American Society for Testing Materials. This manual describes thetest procedures that are currently in use in the Construction Materials and Testing Laboratory. Please
read the appropriate materials in the laboratory manuals carefully before attending the Laboratory.
Data sheet are in the appendix of this document or will be provided during Laboratory class.
OBJECTIVE
The objective of this manual is to acquaint the student with some physical and mechanical
properties of selected construction materials and standard methods to be used to evaluate these
properties selected construction materials and standard methods to be used to evaluate these
properties. A secondary objective is to develop the students proficiency in pr eparing an engineering
report. The report is to resemble professional engineering reports as much as possible. Grammar,
efficient communication, and result will weigh heavily in the final grade.
FIELD TRIPS
Field trips are considered as an inspection visit. The observations of the field trip will be
included in the appendix of the report. They should observed the general operation, quality control
and other factors that may affect the facilitys ability to meet the requirements of the construction
contract.
THE REPORT
All reports are to be written in the third person; for example, the test was conducted, not
we conducted the test. Each student is expected to come up with fictitious company name and logo.
Reports are to apply to the hypothetical project scenario given in this manual. Report must be typed
(excluding raw data sheet), and all figures and tables must be computer generated unless otherwise
stated. Bind the material neatly. NO BULKY NOTEBOOKS! Points will be deducted for multiple and
sloppy stapling. You are encouraged to work together in preparing the reports. However, the report
must be your individual effort. If the grader discovers identical charts, tables and discussion between
reports he/she can only assume someone did not do their own work. Reproducing reports from past
electronic files is prohibited. In other words, zeros will be assigned to reports that give any indication
of being duplicated or copied from previous lab reports or another teams report.
LABORATORY TEST
The construction Materials and testing course provides credit for three hours of lecture and
three hours of laboratory work per week. The laboratory testing has been arranged so that each test
may be performed well within the three-hour period.
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Each laboratory will consist of three parts. These are:
I. A short briefing on the test which is to be performed.II. The actual laboratory testing. This will be done in groups of three or four students. In
some cases, this may be a demonstration by the instructor.
III.
The reduction of rough data. Once the testing is complete each group has secured itsown data, the data will be reduced and all necessary computations will be made. Each
student will secure a copy of all data and calculations before leaving the laboratory
room.
In general, the laboratory report will be submitted one week after each laboratory is performed.
General notes on the laboratory reports are given on the following page. Specific instruction will be
given for each test.
Most of the experiments require some preparation that must be done before coming to class.
Completing this reading and/or calculation will prevent needless delay, mistakes, and wasted effort
during the laboratory period.
During the laboratory period reasonable care should be exercised to prevent damage to
equipment and personnel. The equipment in the laboratory is for your use and most of it is quite
rugged and not easily damaged; however, if in doubt concerning the operation of the equipment, ask
the instructor.
An essential element of good laboratory practice is maintaining a clean and orderly laboratory. It
will be the responsibility of each group to clean its own equipment and area where their laboratory
work is performed. All equipment will be returned to its proper place. One group will be responsible
each week for the over-all clean up. The clean-up group will see to it that all equipment is in its proper
place. This group will check out with instructor each week.
Some of the test will require that someone will check on the test on the day following the
laboratory period. The group may delegate one person to do this. However, each group will be
responsible for securing any data obtained.
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GENERAL INSTRUCTION FOR LABORATORY REPORT
The report is to be written in the style of a professional engineering report such as to be
submitted by a material-testing laboratory to a construction company or an engineering firm. The
report should look like engineering documents. It is recommended that they be neatly typed.
The instructor and this manual will provide specific instructions for laboratory reports for each
test. The following are the components of formal report:
1. The Title Page/Cover PageThe first page of the report is the title page or a cover page. This page identifies the test to be
performed. It shows course number and the laboratory section number, name of person
submitting the report, party number, name of persons in your party, and date of submission (date
actually submitted, not the date due).
2. Table of ContentsThe table of contents is used to facilitate the grading of the reports, and will be used to record
the points awarded for each category. The table of contents should include page numbers and the
report pages should include computer generated page numbers. Chart and table titles and
numbers should also be shown in the table of contents.
3. IntroductionBrief statement as to what you are attempting to accomplish by performing the test. State the
significance (usefulness) of the test.
4. ProcedureThis section identifies materials, specimen, testing apparatus, and testing procedure.
5. Test ResultThis section will contain those facts or answer that you obtained in your experiment, either
direct measurements or calculations based on measurement. The section should also include some
text referring to tables and charts. This section should also include some text referring to tables
and charts. This section may also include a brief statement of the method and materials used to
obtain the results. The appropriate standard or test method should be cited on this section. Each
table or graph should be self-explanatory-to include suitable title, use a legend or data points andcurves.
6. Discussion of ResultsIn this section the writer provides the foundation upon which his/her conclusion will rest. This
acceptance or rejection of the conclusion by the reader will depend largely on discussion of results.
Under this heading the writer will comment upon the validity of the results and make comparison
with typical values for the measures parameters.
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Remember the acceptance and rejection of the conclusions drawn in the report is directly
related to the skill of the reporter in providing an accurate and convincing discussion of the
reasoning upon which the conclusions are based. Give reasons for discrepancies if serious
difference appears to exist. Mention limitation of test.
7. Conclusion and RecommendationIt is a brief statement presenting a personal analysis of the results. Conclusions must be
reported by, but do not include, the actual results. Statement about the reasonableness of the
results should be included. Apply conclusions and recommendations to the fictitious objective
given at the beginning of each experiment or to a project scenario created by the student.
8. AppendicesThis section includes laboratory data, calculation and data sheets.
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RAW DATA AND ADDITIONAL INFORMATION
Inspection: This section should describe the findings of the inspection visit and the comment on
the companys quality control and ability to meet the specifications and requirements
of the contract.
Data Form: Include the raw data recorded on the forms during the laboratory test. Your laboratory
data usually be taken on the forms provided. Do not erase errors. Line them out. It is
neither necessary nor desirable to copy data on to clean data sheets for the sake of
neatness, since the important results have been provided in the test result section. Also
include computer spreadsheets or other information that should not be in the body of
the report.
References: Include a list of all references used, including any software (excluding word processing
or spreadsheets). Include consolation with the laboratory Consultants, Instructor, or
Professor. Make sure each reference is complete. The reference section of this
document should be used as a guide. If the reference is to certain page numbers,
include this information. If you referred to a laboratory report prepared in previous
term by another student, this should be the referenced as well. Reference to a previous
laboratory report is acceptable; however, plagiarism and other inappropriate uses of
those old reports will be considered a violation of the Honor of Conduct.
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PART I. AGGREGATES
Mineral aggregate comprises the relatively inert filler materials in Portland Cement Concrete
and in asphalt concrete. However, in as much as the aggregate usually occupies about 70 to 80 percent
of the volume of the mass of concrete, its selection and proportioning should be given careful
attention in order to control the quality of the mixtures. The principal qualifications of aggregate for
concrete are numerous. In this manual, the testing methods for determining some of the properties of
aggregate that could affect the mix design some of the properties of aggregate that could affect the
mix design for Portland Cement Concrete will be presented. They are:
1) Reducing Field Samples of Aggregate to testing Size(ASTM 702-98, C 330-89, D 75, AASHTO T 248)
2) Sieve Analysis (ASTM C 136, C 136-76, C 139-95a, D 702, AASHTO 27-74)3) Unit Weight (ASTM C 29/C 29 M-91a, C 29, D 75, AASHTO 19-74)4) Specific Gravity and Absorption (ASTM C 127, C 128, AASHTO 85-74)
These four tests will be performed in two laboratory periods. Reducing Field Samples of
Aggregate to Testing Size and Sieve Analysis will be conducted in period and the Unit Weight and
Specific Gravity and Absorption test will conducted in another period or on discretion of the Instructor.
Aggregate generally occupy 70 to 80 percent of concrete and therefore have significant effect
on its properties. Strength of concrete and mix designs is independent of the composition of
aggregate, but durability may be affected. Aggregate are classified based on specific gravity as
heavyweight, normal-weight and lightweight. The normal weight of the aggregate make-ups about 90
percent of concrete used in the construction.
Shape and texture affect the workability of fresh concrete. The ideal aggregates would bespherical and smooth allowing good mixing and decreasing intersection between particles. Natural
sands are close to its shapes. However, crushed stone is more angular and requires more paste to coat
the increased surface area. Long, flat aggregate should be avoided due to increase intersection with
other particles and the tendency toward aggregate during handling.
Shape and texture of coarse aggregate affect the strength of the concrete mix; increased
surface area provides more opportunity for bonding and increases strength. However, excessive area
in aggregate can lead to internal stress concentration and potential bond failure.
Grading of aggregate size distribution is a major characteristic in concrete mix design. Cementis the most expensive material in concrete. Therefore, by minimizing the amount of cement, the cost
can be reduced.
Aggregate can contain, water, internal, based on porosity, and external, based on surface
moisture. This gives the aggregate the ability to absorb water. This effectively reduces the amount of
water available for hydration, or conversely, if the aggregate is very wet, adds excess water to a
cement mix.
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Experiment No. 1: INSPECTION OF LABORATORY TESTING
Objective:
To let the student become acquainted with material testing laboratory, the equipments
available, and course requirement.
Preparatory Reading: Apps. A, B, and C (ASTME 380)
Procedure:
1. Under the guidance of an instructor and staff member, visit the laboratory and noticewhere the general equipment is located.
2. Ask to be instructed in the operation of the Universal Testing Machine.3. Make a list of the major types of equipment available. Note the units of calibration and the
dial division.
Report:
Write an informal report that includes:
1. A guide to the laboratory with the major features indicated on a sketch.2. A brief description of each major testing machine. This should include appropriate factor
necessary to convert from the calibration units to SI units.
3. An assessment on the role of the course in your education.4. Draw the floor plan of the testing laboratory on the space below.
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Experiment No. 2: REDUCING FIELD SAMPLE OF AGGREGATE
Discussion:
These methods cover the reduction of field samples to testing size employing techniques
that are intended to minimize variation in measured characteristics between the test samples
selected and the field sample.
Specifications for aggregate require sampling portion of the material for testing. Other
factors being equal, larger samples will tend to be more representative of the total supply.
These methods provide for reducing the large sample obtained in the field to a convenient
size. This is for the purpose of conducting a number of tests to describe the material and measure
its quality in manner that the smaller portion is most likely to be a representation of the field
sample and thus the total supply. The individual test methods provide for minimum weights of
material to be tested.
Objective: To learn and understand the correct method of obtaining sample aggregate for
mechanical analysis.
Referenced Documents: ASTM (C 70298, C 33, D 75, C 33089) AASHTO T 248
Selection of Method:
1. Fine Aggregate Filed sample of fine aggregate that are drier than the saturated surface-dry condition shall be reduced in size by a mechanical splitter according to Method A. Field
sample having free moisture on the particle surface may be reduced in sizes by quartering
method according to Method B.
1.1If the use of Method B is desired and the field sample does not have free moisture onthe particle surfaces, the sample may be moistened to achieve this condition,
thoroughly mixed and then the sample reduction performed.
1.2If the use of Method A is desired and the field sample has free moisture on the particlesurfaces, the entire field sample may be dried to at least surface-dry condition using
the temperature that do not exceed those specified for any of the test contemplated
and then the sample reduction performed.
2. Coarse Aggregates and Mixture of Coarse and Fine AggregatesReduce the sample using amechanical splitter in accordance with Method A (preferred method) or by a quartering
method in accordance with Method B.
Apparatus and Materials:
1. Representative sample of aggregate2. Spade3. Container4. Sample Splitter
Procedure:
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Method AMechanical Splitter
1. Check moisture condition of aggregateIf the sample has free moisture on the particlesurface the entire sample must be dried to at least the SSD condition prior to reduction
by splitter.
2.
Check sample splitter chute opening. (Their number and width relative to maximumsize of aggregate)
3. Place the sample in the hopper or pan and uniformly distribute it from edge to edge, sothat when it is introduced into the chutes, approximate and equal amounts will flow
through each chute.
4. The rate of which the sample is introduced shall be of such as allow free flowingthrough the chutes into the receptacle below.
5. Reintroduce the portion of the sample in one of the receptacles as many times asnecessary to reduce to specified size for the intended test.
6. The portion of the material collected in the other receptacle may be reserved forreduction in size for other test.
Method BQuartering
1. Place the sample on a hard, clean, level surface where there will neither loss of materialnor the accidental addition of foreign material.
2. Mix the material thoroughly by turning the entire sample over three times. With thelast turning, shovel the entire sample into a conical pile by depositing each shovel on
top of the preceding one.
3. Carefully flatten the conical pile to a uniform thickness and diameter, by pressing downthe apex with a shovel or other device so that each quarter sector of the resulting pile
will contain the material originally in it. The diameter should be approximately four to
eight times the thickness.
4. Divide the flattened mass approximately into four equal part quarters with a shovel,trowel or other suitable device and remove to diagonally opposite quarters, including
all fine materials and brush the cleared spaces clean.
5. Successively mix and quarter the remaining material until the sample is reduced to thedesired size.
Experiment No. 3: Sieve Analysis of Coarse and Fine Aggregate
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Discussion:
The sieve analysis is used to determine the particle size distribution or gradation of an
aggregate. A suitable gradation of an aggregate in a concrete mix is desirable in order to secure
workability of concrete mix and economy in the use of cement. For asphalt concrete, suitable
gradation will not only affect the workability of the mixture and economy in the use of asphalt, but
will affect significantly the strength and other important properties.
The sieve analysis of an aggregate is performed by sifting the aggregate through a series
of sieves nested in order, with smallest opening at the bottom. These sieves have square openings
and are usually constructed of wire mesh. In the testing of concrete aggregates, there is generally
employed a series of sieves in which any sieves in the series has twice the clear opening of the
next smaller size in the series. The U.S. Standard Sieve Series and the clear opening of the sieve are
given below:
U.S Standard Sieve Size Clear Opening (in.)No.100 0.0059
No.50 0.0117
No.30 0.0232
No.16 0.0469
No. 8 0.0937
No. 4 0.187
3/8 0.375
(half size) 0.500
0.750
1 in. (half size) 1.000
1 in. 1.500
Sometimes closer sizing than is given by the standard series is desired, in which case half
size or odd sizes are employed; the in. and 1 in. shown are half size.
Coarse aggregate is usually considered to be larger and fine aggregates smaller than #4
sieve. Thus all series need to be used physically in the nest but are still considered in the analysis.
For example, sieve larger than 3/8 in. is not used for the sand and sieve smaller than No. 8 are
seldom used for gravel.
The fineness modulus is an index number, which is roughly proportional to the average size
of the particles in a given aggregate. It is computed by adding the cumulative percentages coarser
than each of certain sieves and dividing by 100.
(Note: Even though some material may be retained on the pan, it is not considered a sieve and
does not enter into computations for fineness modulus. In addition, if sieves other than those
standard sieve listed above are used, they are not used, they are not used directly in the
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computations and any material retained on such sieves should be considered as being retained on
the next smaller sieve of the series used in the computations e.g. any material retained on a 1 in.
sieve would be added to the in. sieve for purposes of fineness modulus computation. However,
the amount and percentage of the 1 in. material would appear in the tabular listing in the sieve
analysis.
The following illustration the calculations of the fineness modulus:
Sieve No. Weight Retained Cumulative Weight
Retained
% Cumulative
Retained
4 30 30 9.7
8 40 70 22.6
10 30 100 --*
16 30 130 42.0
30 35 165 53.3
50 45 210 67.8
80 40 250 --*
100 50 300 96.8
Pan 10 310 100
Fineness modulus of sand = 9.7 + 22.6 + 42.0 + 53.3 + 67.8 + 96.8 = 2.92
100
odd sieves not used directly in fineness modulus calculations.
An interpretation of the fitness modulus might be that it represents the (weighted) average
of the group upon which the material is retained, NO. 100 being the first, NO. 50 second, etc. thusfor the sand with FM of 3.00, sieve NO.30 (the third sieve) would be the average sieve size upon
which the aggregate is retained.
Objective: to determine the particle size distribution of fine and coarse aggregate by sieving.
Referenced Documents: ASTM (136-96a, C 702, e 11, D 75)
AASHTO (T 27-91, T 11- 65 )
Apparatus:
1. Balance, accurate to 0.1 g2. Set of sieves with pan and cover3. Mechanical sieve shaker ( optional)4. Brush5. Oven
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Procedure:
1. Obtain the representative sample by quartering or by the use of sample splitter. Thesample to the tested should be the approximate of fine aggregate and about 10 12
kilograms of coarse aggregate.
2. Dry the sample to constant temperature in the oven at a temperature 1105C( 230 41F)3. Assemble the sieves in order of decreasing size of opening from top to bottom and place
sample on the top of the sieve and cover it with the lid.
a. For coarse aggregate: 1, ,1/2, 3/8, #4 , #8, panb. For fine aggregate: 3/8, #4, #8, # 30, # 50,#100,pan
4. Agitate the sieve by hand or by mechanical shaker for five minutes or for a sufficientperiod.
5. Limit the quantity of material on a given sieve so that all the particles have opportunity toreach sieve openings a number of times during the sieving operations. For the sieve with
openings smaller than No. 4 (4.75 mm), the weight retained on any sieve at the completion
of the sieving operation shall not exceed 6 k/m2
of sieving surface. For the sieve with
openings No. 4 (4.75 mm) and larger, the weight in kg/m2of the sieving surface shall not
exceed the product of 2.5 x (sieve opening in mm). In no case shall the weight be so great
as to cause permanent deformation of the sieve cloth.
6. Continue sieving for sufficient period in such a manner that, after completion, not morethan 0.5 percent by weight of the total sample passes any sieve during one (1) minute of
continuous hand sieving.
7. Weigh the material that is retained on each sieve, including the weight retained in the pan,and record in the data sheet. The total weight of the material after sieving should check
closely with original sample placed on the sieve. Of the sum of these weights is not within 1
percent (0.3 for ASTM requirement) of the original sample, the procedure should be
repeated.
8. Compute the cumulative percent retained on, and percent passing each sieve.9. Plot the gradation curves for the coarse and the fine aggregates from the experiment on
the graph provided. Plot the specified gradation curves for coarse and fine aggregates (to
be specified by the laboratory instructor). Plot the combine-grading curve using the 40%
aggregate and 60% fine aggregate.
10.Compute the Fineness Modulus for fine and coarse aggregate.
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CONSTRUCTION MATERIALS AND TESTING LABORATORY
CIVIL ENGINEERING DEPARTMENT
SIEVE ANALYSIS DATA SHEET
Name:__________________________________________ Group No.:______________
COARSE AGGREGATE
Initial Weight:____________________
Sieve
No.
Weight
Retained
Cum. Weight
Retained
Cum. Percent
Retained
Percent
Passing
FINE AGGREGATE
Initial Weight:_________________
Sieve
No.
Weight
Retained
Cum. Weight
Retained
Cum. Percent
Retained
Percent
Passing
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CONSTRUCTION MATERIALS AND TESTING LABORATORY
CIVIL ENGINEERING DEPARTMENT
SIEVE ANALYSIS
Name:___________________________________________ Date:________________
Group No.:____________________
100
90
80
70
60
50
40
30
20
PERCENT
PASSING
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10
220 210 100 50 30 16 6 4 3/8 1
SIEVE SIZE
Experiment No. 4: Specific Gravity and Absorption
Discussion:
Basically, specific gravity is the ratio of the weight of a given volume of material to the
weight of an equal volume of water. However, there are several variations on this definition
depending upon the material and the purposes for which the value of specific gravity are to be
use. In concrete work, the term specific gravity customary refers to the density of the individual
particles, not to the aggregated mass as a whole. The most common definition of specific gravity in
concrete aggregate is based upon the bulk volume of the individual aggregate in saturated surface-dry condition (SSD). The bulk (oven-dry) specific gravity and the apparent specific gravity are use
to a lesser degree. Solid unit weight in pounds per cubic foot (pcf) of an aggregate is customarily
defined as the specific gravity times 62.4 pcf.
The absorption capacity is determined by finding the weight of an aggregate under SSD
condition and oven-dry condition. The difference of weights expressed as a percentage of the
oven-dry sample weight is the absorption capacity. Coarse aggregate are considered to be
saturated surface-dry when they have wiped free of visible moisture films with cloth after the
aggregates have been soaked in a water for a long period of time (over 24 hours). The saturated-
dry condition of fine aggregate is usually taken as that at which a previously wet sample just
became free-flowing.
Objective: Test method covers the determination of the specific gravity and absorption of
coarse and fine aggregate.
Referenced Documents: ASTM (C 127, C 136, C 70, C 702)
AASHTO T 85
Apparatus:
For Coarse Aggregate:
1. Balance, sensitive to 0.01 lb or gram2. Wire mesh basket3. Drying oven4. 3/6 sieve5. Water tank
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For Fine Aggregate:
1. Balance, sensitive to 0.01 lb or gram2. 500 ml Chapman Flask3. Dryer4. Drying Oven
Preparation of Sample(for Coarse Aggregate)
1. Thoroughly mixed the sample aggregate and reduce it to the approximate quantity neededusing quartering or mechanical shaker method
2. Reject all materials passing at 4.75 mm (No. 4) sieve sieving and thoroughly washing toremove dust or other coatings from the surface.
3. The minimum weight of test sample to be used is given below:Nominal Maximum Size
Mm (in.)
Maximum Weight of Test Sample
Kg (lb.)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) 5(11)
50 (2) 8 (18)
63 (2) 12 (26)
75 (3) 18 (40)
90 (3) 25 (55)
100 (4) 40 (22)
112 (4) 50 (110)125 (5) 75 (165)
150 (6) 125 (276)
Procedure:
For Coarse Aggregate
1. Dry the test sample to constant weight at a temperature of 110 5C (230 9F).2.
Cool in air at room temperature 1 to 3 hours, or until the aggregate has cooled to atemperature that is comfortable to handle (approximately 50C) and weigh.
3. Soak aggregate under water for 24 4 hours.4. Obtain approximately 5 kg of saturated coarse aggregate (retained on 3/8 sieve
preferably.
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5. Towel the aggregate to a saturated surface-dry condition (SSD). A moving steam may beused to assist drying operation. Take care to avoid evaporation of water from aggregate
pores during the surface-drying operation.
6. Measure SSD weight (B) of aggregate in air to the nearest 1 gm. Do this quickly to preventevaporation.
7. Place the sample in the wire mesh basket, and determine its weight in water (C) at 23 1.7C (73.4 3F). Take care to remove all entrapped air before weighing by shaking the
container while immersed. Be sure to subtract the submerged weight of the basket from
the total.
8. Place wet aggregate in oven, and dry to constant weight at temperature of 110 5C (230 9F) (leave the aggregate in oven overnight). Cool the aggregate in air at room
temperature 1 to 3 hours, or until the aggregate has cooled to a temperature that is
comfortable to handle (approximately 50C) and weigh (A).
9. From the above data (i.e., A, B, and C) calculate the three types of specific gravity andabsorption as defined below:
(1) Bulk Specific Gravity (Dry) = ___A___
BC
(2) Bulk Specific Gravity (SSD) = B___
BC
(3) Apparent Specific Gravity = A___
AC
(a) Absorption = BA___ x 100
A
A = weight of oven-dry test sample, gm
B = weight of saturated surface-dry sample in air, gm
C = weight of test sample in water, gm
Procedure:
For Fine Aggregate
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1. Obtain approximately 4 kg air-dry fine aggregate (all groups working together).2. Bring fine aggregate to SSD condition as explained by the instructor.3. Each group takes approximately 500 gm of the SSD aggregate. Record exact weight of
SSD sample (D).
4. Fill Chapman Flask to 450 ml marks and record weight of water and flask in grams (B).The water temperature should be about 23 1.5C (73 3C).
5. Empty water in flask to about 200 ml marks and adds SSD aggregate to flask. Fill flask toalmost 450-ml mark with additional water.
6. Roll flask on top surface to eliminate air bubbles. Then fill the flask with water up to450-ml. record total weight (in gm) of flask plus the water plus aggregate (C).
7.
Pour entire contents of flask into pan and place in oven. Additional tap water may beused as necessary to wash all aggregate out of the flask. Return after 24 hours or as
long as it takes for the aggregate to dry and record weight of oven-dry aggregates (A).
8. From the date above, calculate specific gravities and absorption defined below:
(1) Apparent Specific Gravity = A____
B + AC
(2) Bulk Specific Gravity = A____
B + DC
(3) Bulk Specific Gravity (SSD) = D____
B + DC
(4) Absorption = DA____ x 100%
A
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CONSTRUCTION MATERIALS AND TESTING LABORATORY
DEPARTMENT OF CIVIL ENGINEERING
SPECIFIC GRAVITY AND ABSORPTION
DATA SHEET
FINE AGGREGATE
ITEM WEIGHTSSD Weight in Air (D)
Weight of Pyc. + Water (B)
Weight of Pyc. + Water + Sample (C)
Oven Dry Weight (A)
COARSE AGGREGATE
ITEM WEIGHTSSD Weight in Air (B)
Weight in Water (C)
Oven Dry Weight (A)
RESULTS
COARSE FINE
Apparent Specific Gravity
Bulk Specific Gravity (Dry)Bulk Specific Gravity (SSD)
Absorption
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Experiment No. 5: Determination of Unit Weight (Bulk Density) of Coarse Aggregate
Discussion
The test covers the determination of bulk density (unit weight) of aggregate in a
compacted or loose condition, and calculated voids between particles in fine, coarse, or mixed
aggregates based on the same determination.
Unit weight or bulk density is the weight of a given volume of material. Basically, unit
weight is measured by filling a container of known volume with a material and weighing it. Thedegree of moisture and compaction will affect the unit weight. Therefore, The ASTM has set
standard oven-dry moisture content and a rodding method or compaction. The maximum unit
weight of a blend of two aggregates is about 40% fine aggregate by weight. Therefore, this is the
most economical concrete aggregate since it will require the least amount of cement.
The bulk density of aggregate is a mass of a unit volume of bulk aggregate material, in
which the volume includes the volume of the individual particles and the volume of voids between
the particles and is expressed in lb/ft (kg/m). Unit weight is a weight (mass) per unit volume.
Objective: To determine the unit weight (bulk density) values that is necessary for use for several
methods of selecting proportions for concrete mixtures.
Referenced Documents: ASTM (C 29, C 29M97, C 127, C 702, C 136 AASHTO T 11)
Apparatus:
1. Balance, sensitive to 0.1 lb or 0.05 kg2. Tamping rod, 5/8 (1 6 mm) diameter3. Volume measure
Procedure:
1. Obtain a representative sample of air-dry thoroughly mixed coarse aggregate and reducethe sample by quartering method.
2. Fill the measure one-third full and level the surface with fingers.3. Rod or tamp the layer 25 strokes of the tamping rod evenly distributed over the surface.4. Fill the measure to two-thirds full and rod 25 times without penetrating the previous layer.
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5. Fill the measure to overflowing and 25 times. Level the surface with fingers or the rod suchthat any slight projections of larger pieces of aggregate approximately balance the larger
voids in the surface below the top of the measure. Do not compress the aggregate.
6. Determine the weight (or mass) to the nearest 0.1 lb (0.05kg)7. Calculate the unit weight
Calculation:
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CONSTRUCTION MATERIALS AND TESTING LABORATORY
DEPARTMENT OF CILVIL ENGINEERING
COLEGIO DE LA PURISIMA CONCEPCION
DATA SHEET
Name: _________________________________________________ Group No.: ________
Date: __________________
Aggregate:
Maximum Size:
Nom. Grad:
Source:
ITEM Trial 1 Trial 2 Trial 3 Trial 4
Total weight, lb (kg)
Measured Weight, lb (kg)
Weight of Aggregate, lb (kg)
Measure Volume, ft (m)
Unit Weight, lb/ft (kg/m)
% Difference from Average
Calculation:
UW = (WtWm)
V
UW = Unit Weight (Bulk Density), lb. ft (kg/m)
Wt = weight of aggregate plus measure
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Wm = weight of calibrated measure
TABLE 1
DIMENSIONS OF MEASURES (U.S CUSTOMARY SYSTEM)
Capacity (ft) Inside
Diameter
(mm)
Inside Height
(mm)
Minimum
Thickness of
Metal (in.)
Max. Nominal
Size of Agg.
(in.)
Bottom Wall
1/10 6.0 0.1 6.1 0.1 0.20 0.10
1/3 8.0 0.1 11.5 0.1 0.20 0.10 1 10.0 0.1 11.0 0.1 0.20 0.12 1
1 14.0 0.1 11.2 0.1 0.20 0.12 4
TABLE 2
DIMENSIONS OF MEASURES (METRIC SYSTEM)
Capacity
(liters)
Inside
Diameter
(mm)
Inside
Height
(mm)
Minimum
Thickness of
Metal (in.)
Max. Nominal
Size of Agg.
(mm)
Bottom Wall
3 155 2 160 2 5.0 2.5 12.5
10 205 2 205 2 5.0 2.5 25.0
15 255 2 295 2 5.0 3.0 37.5
30 355 2 305 2 5.0 3.0 100.0
TABLE 3
UNIT WEIGHT OF WATER
Temperature lb/ft Kg/mF C
60 15.6 62.366 999.01
65 18.3 62.366 998.53
70 21.1 62.301 997.97
(73.4) (23.0) (62.274) (997.53)
75 23.9 62.261 997.32
80 26.7 62.216 996.60
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85 29.4 62.166 995.80
*The Indicated size of container may be used to test aggregate of a maximum nominal size equal
to or smaller than that listed.
*Based on sieves with square openings.
Experiment No. 6: Surface Moisture of fine and coarse aggregate
Discussion
This test method describes a rapid procedure in the field for determining the percentage of
surface moisture in the both fine and coarse aggregate by displacement in water or by oven dry
method. Surface moisture is defined as moisture in excess of that contained by the aggregate
when in the standard surface dried-condition. This is the value desired in correcting the batch
masses for the Portland cement concrete. The accuracy of the methods depends upon the
accurate information on the bulk specific gravity of the material in a saturated surface dry
condition.
Objective: To determine the percentage of surface moisture in both fine and coarse aggregate.
Referenced Documents: ASTM (C 566-96, C 127, C 128, C, 125)
Apparatus:
1. Balance, sensitive to 0.1 gm2. Sample container3. Stirrer or spoon or spatula4. Flash or pycnometer5. Small rubber syringe or medicine dropper
Procedure:
Methods APycnometer or Flash Method
1. Obtain a representative sample or specimen of fine and coarse aggregate.2. Fill the Pycnometer with water at temperature of between 18C 29C (65F - 85F) to the
mark taking care not to trap air bubbles. The final increments of water shall be added usinga syringe or medicine dropper.
3. Thoroughly wipe any excess water from the outside of the container and determine theweight (mass) to the nearest 0.1 gm.
4. Empty the container and partially fill with enough water to cover the specimen whenintroduced.
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5. Introduce the weighted specimen into the container and remove the entrapped air byusing a vacuum or by stirring and carefully rolling or shaking the container unit no
significant air bubbles rise to the surface.
6. Completely fill the container with water to the original mark, wipe off any excess water anddetermine the weight (mass) to the nearest 0.1 gm.
Calculation:
Where:
C = weight (mass) of pycnometer filled with water.
W = weight (mass) of pycnometer, specimen and water
V = weight (mass) of displaced water = C + S - W
S = weight (mass) of specimen
D = weight (mass) of specimen divided by the bulk specific gravity of Aggregate in saturated
surface dry condition = S/G.
G = bulk specific gravity of aggregate in saturated dry condition
Method BOven D
1. Obtain a representative sample of aggregate. For fine aggregate, obtain a specimen with aweight (mass) of approximately 500 gm. For coarse aggregate, obtain a specimen ofapproximately 1000 gm.
2. Identify and weigh sample container.3. Put the sample aggregate into a container.4. Weigh the container with sample aggregate to the nearest 0.1 gm.5. Dry the sample to a constant weight (mass) at 110C5C (230F).6. When dry weigh to the nearest 0.1 gm. And record the oven dry.
Calculation:
1. Total percentage of moisture in an oven dry basis:
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Wet Wt = original weight (mass) of aggregate
Dry Wt = oven dry weight (mass) 0f aggregate
2. Calculate the percent surface (free) moisture:% Surface moisture = (% Moisture, Oven Dry Basis) (% Absorption, from Mix Design)
PART II. PORTLAND CAMENT CONCRETE
Concrete is a very important material at construction, composed essentially of Portland cement,
water and mineral aggregates. The mixture of these ingredients is plastic when mixed and placed, and
gradually hardens and develops strength with age. The quality of concrete may be expressed in terms
of certain basic properties required in plastic and hardened concrete. These properties are common to
all concrete, regardless of its use. The difference in concrete requirements for various construction and
structural uses are in degree, not in kind. Thus, the same principle in the mix design, placing andcutting govern the production of all concrete.
In general, there are four basic steps in the production of concrete, each of which has an important
effect upon the quality of the concrete. The steps are:
1) Mix DesignQuality of material and mix proportion2) ProductionMeasuring and mixing materials3) Handling and PlacingWorkability of concrete, placing and finishing4) CuringMethods, time and temperature of curingTo maintain quality control of Portland cement, a set of ASTM specifications for both chemical and
physical requirements have been established. A series of standards test have been developed to
ensure that these specifications are met. However, since results from different test for the same
property can vary widely, direct comparison of these tests is difficult.
a) Chemical requirements These specifications are not very strict since cements withdifferent chemical compounds can have similar physical behavior.
b) Physical requirements These specifications are more important than chemicalrequirement.
The experiment included in this part are aimed toward familiarizing the student with use of a
concrete mix design method and laboratory concreting practice, observing the characteristics
properties of fresh concrete, and familiarizing with the testing methods for determining the properties
of hardened concrete.
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Experiment No. 7: Fineness of Cement
Discussion
The rate of hydration and hydrolysis and the consequent development in cement mortar
depends upon the fineness of grinding of cement. To have the same rate of hardening in different
brands of cement, the fineness has been standardized.
1. The rate of hydration increase with fineness and leads to high strength and heatgeneration.
2. Hydration takes place on the cement particle surface. Finer particles will be morecompletely hydrated
3. Increasing fineness decreases the amount of bleeding bur also requires more water forworkability, which can result in an increase in dry shrinkage.
4. High fineness reduces the durable of freeze-lhaw cycles.5. Increased fineness requires more gypsum to control setting.
The most important properties are specific surface of the particles, and particle size
distribution. Fineness was originally measured using sieve analysis, but this method is very
awkward and really gives no information about the distribution of fine particles. In general,
fineness is measured by a single parameter, specific surface area. This parameter is considered the
most useful measure of cement fineness even though it does not measure particle distribution.
There are two ASTIM test for fineness:
1. Wagner Turbidimeter - measured specific surface area from suspension of the cement in atall glass container. The test is based on Stroke's Law that states a sphere will obtain a
constant velocity under the action of gravity.
2. Blaine air permeability apparatus - This test is based on the relationship between thesurface area in porous bed and the rate of the fluid flow ( air ) through the bed. The test is
compared to a standard sample determined by the U.S. Bureau of standards. The Blaine
method is used more often and is generally 1.8 times larger than the Wagner method.
However, in cases of dispute, the Wagner method governs.
Objective: To determine the fineness of Portland cement by sieve analysis.
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Referenced Documents: ASTM 115 - 96a
AASHTO ( T98 - 99, T 192 )
Apparatus:
1.
Balance, sensitive to 0.1 gm.2. Sieve No. 2003. Container
Procedure:
1. Weight accurately 100 gm of cement and place it on No. 200 sieve.2. Breakdown any air-set lumps in the sample with fingers but do not rub it on the sieve.3. Sieving is done by a gentle motion of the wrist for fifteen ( 15 ) minutes continuously4. Weight the residue and should not exceed ten percent ( 10% ) by weight of the cement
sample
Calculation:
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Experiment No. 8: Normal Consistent of Portland Cement
Discussion
Consistent, one property of the fresh concrete is an important consideration in the
securing of workable concrete that can be properly compacted in the forms. Workability is a
relative term referring to the comparative ease with which concrete can be placed on a given type
of work. The term consistency relates to the state of fluidity of the mix and embraces the range offluidity the mix and embraces the range of fluidity from the driest to the wettest mixtures.
The most common tests to determine consistency:
1. Slump testis made by measuring the subsidence of a pile of concrete 20mm (12 in.) high,framed in the mold that has the shape of the frustum of a cone.
2. Ball penetrationis made by measuring the settlement of a 150 mm steel ball (weighing13.6 kg with its handle) into the surface of the concrete.
For convenience, various degrees of wetness of a mix may be roughly classified as dry, stiff,
medium, wet, or sloppy. Concrete is said to have medium or plastic consistency when it is just wet
enough to flow sluggishly- not so dry that is crumbles or so wet that the water or paste runs from
the mass.
The principal factors affecting consistency are:
1. The relative proportions of cement to aggregate2. The water content with the mix.3. The size of the aggregate4. The shape and the surface characteristics of the aggregate particles.5. The fineness and type of cement and the kind and amount of admixture.
Objective: To determine the normal consistency of Portland cement Vicat apparatus.
Referenced Documents: ASTM C 187 -56
AASHTO T 129
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Apparatus:
1. Balance, sensitive to 0.1 gm.2. Vical apparatus3. Spatula4. Mixing pan5. Graduated cylinder, capacity 50 ml to 200 ml
Temperature and Humidity:
1. The temperature of the air in vicinity of the mixing slab, the dry cement, molds, and thebase plates shall be maintained between 20C- 27.5C (68C- 81.5F). The temperature of
the mixing water shall not vary from 23C (73.4F) by more than plus or minus 1.7C (3F).
2. The relative humidity of the laboratory shall be not less than 50 percent.Procedure:
1. Weigh accurately 300 gm of neat cement sample and place it on the mixing pan.2. Mix about 25% of clean water to the cement by means of spatula for about one minute.3. Mixed it thoroughly with hands for at least one minute.4. The kneaded paste is formed into a ball and tossed six times from one hand to the other,
maintaining the hand about 6 inches apart.
5. The ball is pressed into a conical ring or conical mold completely filling the ring with paste.6. Sliced off the excess paste at the top of the ring by a single oblique stroke of a sharp edge
spatula or trowel and the top smoothed, if necessary, with a few light touches of the
toward or spatula. Care shall be taken not to compress the paste.
7. Center paste confined in the ring under the larger end of the rod.8. The larger end of the rod is brought in contact with the surface of the paste and tightened
the screw.
9. Set the movable indicator to zero marks of the scale and tightened the screw.10.The rod is then quickly released without any jerk and the penetration noted.11.If the rod penetrates 33 to 35 mm the paste is said to be normal consistency12.Trial paste shall be made with varying percentage of water until the normal consistency is
obtained. Each trial shall be made with fresh cement. The amount of water is expressed as
percentage by weight of dry cement usually 30%.
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13.The time taken between adding of water to cement and filling of the ring or mold shouldbe between 3 to 5 minutes.
Experiment No. 9: Slump Test of Portland Cement Concrete
Discussion
The slump test is made by measuring the settlement of a 12 in.(300 mm) high concrete.formed
in a mold that has a slope of the frustum of a cone. This method may be used to deetermine the
slump of plastic concrete,both in the laboratory and in the field having up coarse aggregate up to 1
1/2 (38mm) in size. This test method is not cosedered applicable to non plastic and noncohesive
concrete, nor where there is a considerable amount of coarse aggregate over 2inches in size in
concrete.
The test spicemen shall be formed in a mold of metal not thinner than No.16 gage and not
readily attached by the cement paste and in the form of the lateral surface of the frustsm of a
cone with the base of 8inches (205mm) in diameter, the top is 4 inches (102mm) in diameter, and
the high 12 inches (307mm). The base and the top shall be open and parallel to each other and the
right angles to the axis of the cone.The mold may be constructed either with or without a seam.
The tamping rod shall be roond. Straight stell rod 5/8 inches (16 mm) in diameter and
approximately 24 inches (615 mm)in length, having one end rounded to hemispherical tip the
diameter of which is 5/8 inches.
Objectives: To determine the slump of concrete mixture,both in the laboratory and in the field.
Referenced Documents: ASTM (C 143-74,C 143M -00,C 172-71)
AASHTO (T-23,T-119,T-126)
Apparatus:
1.Slump2.Spade3.Container4.Mixing box5.Graduated cylinder6.Meter stick
Procedure:
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1.Take a representative sample of aggregate; wash so that it will be free from still and clayand dry.
2.Using a proportion of 1:2:4 by weight, equal amount of sand and gravel for a total of 12 kgand place them on the mixing box. Add 2 kg of cement, and water, using water- cement
ratio of 0.45, 0.55, 0.65. Keep precise record of the amount of the materials. It is
convenient to measure the water in the graduated cylinder (1000 ml= 1 kg) Mix themthoroughly.
3.Dampen the mold and place it on the flat, nonabsorbent and the rigid surface. The operatorstanding on the two foot pieces shall hold it firmly in place during filling.
4.Fill the mold in three years, each layer should be approximately one-third the volume of themold.
5.Rod each layer 25 strokes with a tamping rod. Uniformly distribute the stroke over thecross-section of each layer by using approximately half the stroke near the perimeter
(outer edge) and progressing spirally toward the center.
6.Rod the bottom layer through its depth.7.Rod the second and the layer each throughout its depth, so that the strokes just penetrate
into the underlying layer.
8. In filling and rodding the top layer, heap the concrete above the mold before rodding isstarted. If the rodding operation results in a subsidence of the concrete below the top edge
of the mold add additional concrete to keep excess at all time.
9.After the top layer has been rodded, strike off the surface of the concrete by means of screeding and rolling motion of the tamping rod.
10.Remove the mold immediately from the concrete by raising it carefully in a vertical motion.Raise the mold a distance of 12 inches (300 mm) in 5 + 2 second by a steady upward liftwith no lateral or torsional motion. Complete the entire test from the start of filling
through removal of the mold without interruption and complete it within an elapsed time
of 2 1/2 minutes.
11.Place the meter stick horizontally across the inverted mold so that the meter stick extendsover the slumped concrete. Immediately measure the distance from the bottom of the
meter stick to the original center of the top surface of the specimen.
12.If a decided falling away or shearing off of concrete from one side or portion of the massoccurs. Disregard the test and make a new test on another portion of the sample.
13.Record the slump in term of inches (mm) to the nearest 1/4 inches (6mm) of subsidence ofthe specimen during the test.
Calculation:
Slump= 12 inches -inches of the height after subsidence.
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Experiment No. 10: Time of Settings of Hydraulic Cement by Vicat Needle
Discussion
Cement paste setting time is affected by the number of items including: cement fineness,
water-cement ratio, chemical content (especially content) and admixtures. Setting time test are
used to characterize how a particular cement paste sets. For construction purposes, the initial set
must not be too soon and the final set must not be too late. Additionally setting times can give
some indication whether or not cement is undergoing normal hydration. (PCA, 1988).
To ensure sufficient time to take place concrete while it remain plastic, a minimum limit is
imposed on the time of initial set, which may be taken as a condition of the mass when if begins
to stiffen appreciably. ASTM specification requires that the initial set should not take place within
one hour. Depending on the test used to determine it the initial set usually takes place within two
to four hours. To ensure that cement will harden for use, a maximum limit is imposed on the time
of final set. ASTM specification requires that the final set occur within 10 hours. With much
commercial cement final set occurs within five to eight hours. The condition of initial and final set
is determined by penetration of standard needles o rods into a neat) (straight cement) paste of
specified consistency.
Both common setting time test, the Vicat needle and the Gillmore needle, define the initial
set and final set based on the time at which a needle of particular size and weight either
penetrates a cement paste sample to a given depth or fails to penetrate a cement past sample.
Time of setting by Vicat needleInitial setting occurs when a 1-mm needle penetrates 25 mm into
cement paste. Final set occurs when there is no visible penetration.
Time of setting by Gillmore needleInitial set occurs when a 113.4 grams Gillmore needle (2.12
mm in diameter) fails to penetrate. Final set occurs when a 453.6grams. Gillmore needle (1.06 mm in diameter) fails to penetrate.
The Vicat needle test is more common and tends to give shorter times than Gillmore needle test.
ASTM C 150 Specified Set Times by Test Method
Test Method Set type Time Specification
Vicat Initial 45 minutes
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Final 375 minutes
Gillmore Initial
Final
60 minutes
600 minutes
Objective: To determine the time of setting of hydraulic cement by the use of Vicat needle.
Referenced Documents: ASTM (C191-82 , C 191-04 , C 403/C403M99 , C 266)
AASHTO (T 131 , T 154)
Apparatus:
1. Balance, sensitive to 0.1 gm.2. Vicat needle apparatus3. Graduated cylinder, 200 ml or 250 ml capacity4. Trowel or spatula5. Mixing container
Procedure:
1. Mix 650 gm of cement with the percentage of mixing water required for normalconsistency.
2. Quickly form the cement paste into a ball will gloved hands and tossed six times fromone hand to another maintaining the hands about 6 inches (152 mm) apart.
3. Press the ball, resting in the palm of the hand, into a larger end of the conical ring heldon the other hand completely filling the ring with paste.4. Remove the excess of the larger end by a single movement of the palm of the hand.5. Place the large end on a glass plate and slice off the excess paste at the smaller end at
the top of the ring by a single oblique stroke of a sharp edged trowel or spatula held at
a slight angle with the top of the ring.
6. Smooth the top of the specimen, if necessary, with one or two light touches of thepointed end of the trowel.
7. During the operation of cutting and smoothing, take care not to compress the paste.8. Place the test specimen in the most closet or moist room immediately after molding
and allow it to remain there except when determination of time of setting are being
made. The specimen shall remain in the conical mold throughout the test period.
9. Allow the time of setting specimen to remain in the moist cabinet for 30 minutes aftermolding without being disturbed.
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10.Determine the penetration of the 1 mm needles at this time and every 1.5 minutesthereafter until the penetration of 25 mm or less is obtained.
11.For penetration test, lower the needle of the rod until it rests on the surface of thecement paste. Tighten the setscrew and set indicator at the upper end of the scale.
Take an initial reading. Release the rod quickly by releasing the setscrew and allow the
needle to settle for 30 seconds and take the reading to determine the penetration. Nopenetration test shall be made closer than 1/4 in. (6.4 mm) from any previous
penetration and no penetration shall be made closer than 3/8 in (9.5 mm) from the
inside of the mold.
12.Record the results all penetration tests and, by interpolation determine the time whena penetration of 25 mm is obtained. This is the initial setting time. The final setting time
is when the needle does not sink visibly into the paste.
WORKSHEET REPORT:
TIME OF SETTING OF HYDRAULIC CEMENT BY VICAT NEEDLE
NAME:____________________________________ TESTED BY:________________________
DATE:____________________________
Specimen No. Time (second) Penetration (mm)
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Experiment No. 11: Making and Curing Concrete Test Specimen in the Laboratory
Discussion
This practice covers procedure for making and curing concrete test specimen of concrete in
the laboratory under accurate control of materials and test conditions using concrete that can be
consolidated by rodding or vibration. The values stated in either in pound units or SI units shall be
regarded separately as standards. The SI units are shown in brackets. The values stated in each
system are not exact equivalent; therefore, each system shall be used independently of each
other. Combining values from two systems may result in non-conformance.
This practice provides standardized requirements for preparation of materials, mixing
concrete, and making and curing concrete test specimens under laboratory conditions. If the
specimen preparation is controlled, the specimen may be used to develop information for
following purposes:
1. Mixture proportioning for concrete project2. Evaluation of different mixtures and materials3. Correlation with nondestructive tests4. Providing specimens for research purposes
The number of specimen and the number of test batches are dependent on the established
practice and the nature of the test program. Usually three or more specimens should be prepared
for each test age and test conditions unless otherwise specified.
Objective: To produce and cure concrete test specimen in the laboratory under accurate
control and test conditions using concrete that can be consolidated by rodding or
vibration.
Reference Documents: ASTM (C 192, C 192M-95, c3 1/31M-95, C 470-94, C617-94)
AASHTO (T 126-70, T 119-74)
Apparatuses:
1. Cylindrical molds2. Tamping rods, 5/8 (16mm) inch-diameter and 3/8 (10mm) inch-diameter3. Trowel or Shovel4. Slump cone device5. Sampling and mixing pans
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6. Balance7. Air content device (optional)8. Vibrator (optional)9. Mixer (optional)
Procedure:
MIXING CONCRETE
1. Mix concrete in a suitable mixer or hand in batches as to leave about 10% excess aftermolding the test specimens. Hand-mixing procedures are not applicable to air entrained
concrete or concrete with no measurable slump. Hand mixing should be limited to batches
of ft3(0.007 m
3) volume or less.
2. In the case of machine mixing, add the cored aggregate; some of the mixing water, and thesolution of admixture (if required), to the mix before starting its rotation. Start the mixer,
and then add the fine aggregate, cement, and water with the mixer running. If it is
impractical for a particular test to add the fine aggregate, cement and water while the
mixer is running, these components may be added to the stopped mixer permitting it to
turn a few revolutions following charging with coarse aggregate and some of the water.
Mix the concrete, after all the ingredients are in the mixer for 3 minutes followed by 3-
minute rest, followed by 2 minutes final mixing. To eliminate segregation, deposit machine-
mixed concrete in the clean, damp mixing pan and remix by shovel or trowel until it
appears to be uniform.
3. In the case of hand mixing, mix the batch in water tight, clean, damp, metal pan or bowlwith a brick layers blunted trowel.
4. Mix the cement, powdered insoluble admixture (if required), and fine aggregate withoutthe addition of water until they are thoroughly blended.
5. Add the coarse aggregate and mix the entire batch without the addition of water until thecoarse aggregate in uniformly distributed throughout the batch.
6. Add water and admixture solution and mix the mass until the concrete is homogeneous inappearance and has a desired consistency.
7. Select portions of the batch of mixed concrete to be used in the tests for moldingspecimens so as to be representative of the actual proportions and conditions of the
concrete. When the concrete is not being remixed or sampled cover it to prevent
evaporation.
8. Measure the slump of each batch immediately after mixing.
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9. Mold specimens as near as practicable to the place where they are to be stored during thefirst 24 hours. If it is not practicable to mold the specimens where they will be stored,
move them to the place of storage immediately after being struck off. Place molds on a
rigid surface free from vibration and other disturbances. Avoid harsh, striking, tilting, or
scarring of the surface of the specimen when moving to the storage place.
Experiment No. 12: Compressive Strength of Cylindrical Concrete Specimen
Discussion
Concrete mixture can be design to provide a wide range of mechanical and durability
properties to meet the design requirements of the structure. The compressive strength of the
concrete is the most resisting the load and reported in units of pound force per square inch (psi) in
English system or megapascals (mPa) in SI units. Concrete compressive strength can vary from2500 psi (17 MPa) for residential concrete to 4000 psi (28 MPa) and higher in commercial
structures. Higher strength up to and exceeding 10,000 psi (70 MPa) are specified for certain
applications.
Compressive strength test results are primarily used to determine that the concrete mixtures
are delivered meets the requirements of the specified strength, fc in the job specifications.
Design engineers use the specified fc to design structural elements. Their specified strength is
incorporated in the job contact documents. The concrete mixture is design to produce an average
strength of fc higher than the specified strength such that the risk of not complying with the
strength specifications is minimized. To comply with the strength requirements of a jobspecification both the following criteria shall apply:
a) The average of three consecutive tests should equal or exceed the specified strength fc.b) No single strength tests should fall below fc by more than 500 psi (3.45 MPa), or by more
than 0.10fc when fc is more than 5,000 psi (345 MPa).
It is important to understand that an individual testing below fc does not necessaril y constitute
failure to meet specifications requirements.When the average of strength test on a job are to be
required , fc the probability that individual strength tests will be less than the specified strength
which is about 10 percent and ,this is accounted for the acceptance of criteria.
When the strength tests results indicate that concrete delivered fails to meet the requirements
of the specifications ,it is important to recognize that the failure may be in the testing,not the
concrete.
Objective: To determine the compressive strength of cylindrical concrete specimens such as
molded concrete cylinder.
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Referenced Documents: ASTM (C 39-94,C 39/C 39-01,C31,C617, C873)
Apparatus:
1. Universal testing machine2. Measuring device3. Balance, sensitive, to 0.1 gm.4. Capping device
Procedure:
1. Compression tests on specimens shall be made as soon as practicable after removal fromthe moist storage. A 28-day test shall be performed within +-20 hours of the 28
thday. Test
specimens shall be kept moist by any convenient method during the period between
removals from moist storage and testing. The y shall be tested in moist condition.
2. All test specimens for a given test age shall be broken within the permissible time toleranceprescribed below.
3.TEST AGE PERMISSIBLE TOLERANCE
24 HOURS +-0.5 HOURS OR 2.1%
3 DAYS 2 HOURS OR 2.8%
7 DAYS 6 HOURS OR 3.6%
28 DAYS 20 HOURS OR 3.0%
90 DAYS 2 DAYS OR 2.2 %
4. With a clean rag or rush clean the bearing faces of the bearing blocks, test the specimensand exclusion controller (elastomeric cps).
5. Rest the specimen on the lower extrusion controller, place the top extrusion controller onthe specimen on the specimen, and check the spacing between the sides of the specimen
and the extrusion controllers to ensure no contact between the cylinder and the steel.
Slide the specimen and extrusion controller configuration into the center of the concentric
circles of the lower bearing block. Check the alignment with the upper bearing face after
lowering it into position.
6. Apply the load to the specimen. During the first half of the anticipated loading phase, ahigher loading rate shall be permitted. The remainder of the loading shall be 20 to 50
psi/second(0.14 to 0.34 Mpa)
Note: For 6 inches (150 mm) diameter specimens, the loading rate shall be 550 to 1400
lbs. /second. For 4-inch (100 mm) diameter specimen, the loading rate shall be 250
to 620 lbs. /second.
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7. Apply the load until the specimen fails, and record the maximum load supported by thespecimen during the test rounded to the nearest 500lb.
CALCULATION:
Cs= q/R2
Where:
Cs=compressive strength (psi)Q=load at failure (lb-force)
R=radius of specimen (in)
For 6inch (150 mm) diameter specimen =Q/28.274
For 4-inch (100 mm) diameter specimen = Q/12.566
Experiment No.13: Splitting Tensile Strength of Cylindrical Concrete Specimen
Discussion
Concrete has very low tensile strength due to the inhomogeneous nature of the material.
When loaded in tension it typically fails along the interface between the aggregate and cement.Measuring the tensile the tensile strength of concrete directly is very difficult (i.e., grasping the
ends of a long specimen and pulling); therefore, indirect method is used. The procedure involves
loading a right cylinder on its side, until splits down the center.
Splitting tensile strength is used to evaluate the shear resistance provided in concrete in
reinforced aggregate concrete members.
Objective: To measure the splitting tensile strength of concrete by the application of a
diametric compressive force on a cylindrical concrete specimen placed with its
axis horizontal between the platens of testing machine.
Referenced Documents: ASTM (C 496-96, C 498-71, C 496)
AASHTO (T198-74, T 23, T 126)
ACI 318-63
Apparatus:
1. Testing Machine capable of 100,000 lb2. Concrete test cylinder3. Bearing strips4. Supplementary bearing bar or plate
Test Specimen:
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1. Moist-cured specimens, during the period between their removal from the curingenvironmental and testing, shall be kept moist by a wet burlap or blanket covering,
and shall be tested in a moist condition as practicable.
2. Specimen tested at 28 days shall be in air-dry condition after 7 days moist curingfollowed by 21 days at 23
C 1.7
C (73
F 3
F) and 50 5% relative humidity.
Procedure:
1. Measure the dimension of the cylinder. Determine the diameter of the specimen tothe nearest 0.01 in (0.25 mm) by averaging three diameters measured near the
ends and the middle of the specimen and lying in the plane containing the lines
marked on the two ends.
2. Determine the length of the specimen to the nearest 0.1 inch (2.5 mm) by averagingat least two length measurements taken in the plane containing the lines markedon the two ends.
3. Center one of the plywood strips along the center of the lower bearing block of thetesting machine. Place the cylinder on the plywood strip and align so that the lines
marked on the ends of the specimen are vertical and centered over the plywood
strip.
4. Place the second plywood strip lengthwise on the cylinder and place a 2 x 2x 14steel bar over the plywood strip.
5. Lower the upper loading head until the assembly is secured in the machine.6. Apply the compressive load slowly and continuously until failure. The rate at which
the specimen should be loaded is 100 to 200 psi (690 to 1380kPa) per minute.
7. Record the maximum load applied, the type of failure and appearance of theconcrete specimen.
Calculation:
T = (T = 2PmaxIxI d) = 2Pmax / Ld)
Where:
T= splitting tensile strength, psi (kPa)
Pmax= maximum applied load, lb-force (KN)
L = length, in. (mm)
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D = diameter, in. (mm)
Experiment No. 14: Flexural Strength of Concrete
Discussion
Flexural strength is a measure of the tensile strength concrete. It is a measure ofunreinforced concrete beam or slab to resist failure in bending. It is measured by 6 x 6 inches ( 150
x 150 mm ) concrete beam with a span length at least three times the depth. The flexural strength
is expressed as Modulus of Rupture (MR) in psi (MPa) and is determined by standard test method
ASTM C 78 (Third-point loading) and ASTM C 293 (center point loading)
Flexural (MR) is about 10 to 20 percent of the compressive strength depending on the type,
size and volume of coarse aggregate used. However, the best correlation for specific materials is
obtained by laboratory test for given materials and mix. The MR is determined by third-point
loading is lower that MR determined by center-point loading by as much as 15%.
Designer of pavement use a theory based on flexural strength. Therefore, laboratory mixdesign based on flexural strength test may be required or a cementitous material content may be
selected from past experience to obtain the needed design MR. some also use MR for field control
and acceptance pavements. Very few use flexural testing for structural concrete. Agencies are not
using flexural strength.
Many state highway agencies have use flexural strength but are not changing to compressive
strength for job control of concrete paving. Cylinder strength are also used for concrete structures.
The concrete industry and inspection agencies are much familiar with traditional cylinder and
compression test for control and acceptance for concrete. Flexural can be used for design
purposes, but the corresponding compressive strength should be used to order and accept of the
concrete. Any time trial batches are made, both flexural and compressive tests should be made so
that correlation can be developed for field control.
Objective: To determine the flexural strength of concrete specimens by the use of simple
beam with center point loading.
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Referenced Documents: ASTM ( 293-94, , C 7894, C 31, C 192, C 293 _ 02 )
AASHTO (T 198-74, T 23 )
ACI (325, 330 )
Apparatus:
1. Universal Testing machine2. Loading apparatus
Procedure:
1.
Measure the dimensions of the specimen and the record them in the date sheet
2. Turn the specimen on its side with respect to its position as molded and center in on lifesupport blocks.
3. Center the loading system in relation to the applied force.4. Bring the load applying-block in contact with the surface of the specimen at the center and
apply a load between 3 and 6% of the estimated load.
5. Grind cap, or use leather shims on the specimen contact surface to eliminate any gap inexcess of 0.004 inch (0.10 mm). Gaps in excess of 0.15 inch (0.38 mm) shall be eliminatedby capping or grinding.
6. Apply the load on the specimen continuously and without shock. The load shall be appliedat the constant rate to the breaking. Apply the load at such a rate that constantly increases
the extreme fiber stresses between 125 and 175 psi/min. (0.86 and 121 MPa/min) when
calculated in accordance with 7.1 until rupture occurs.
7. Take three measurements across each dimensions (one at each edge and at the center) tothe nearest0.05 in. ( 1 mm ) to determined the average width and depth of the specimen at
the point of fracture. If the fracture occurs at a capped section, include the cap thickness inmeasurement.
Calculation:
MR = 3PL / 2bd2
Where:
MR- modulus of rupture, psi (MPa)
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P= maximum load applied as indicated by testing machine, in lb(N)
L= span length .in inches (mm)
b= average width of specimen in inches (mm)
d= average depth of specimen, at the fracture, in inches (mm)
Note: The weight of the beam is not included in the above calculation.
Experiment No. 15: Nondestructive Test of Concrete
Discussion
Often it is desirable to know the characteristic on properties of a product without
subjecting it to destructive tests. With the exception of some hardness test and proof loadings, the
method discussed in the previous experiments will not permit the attainment of this objective,
since most of the procedures, instead of using finished product, use specially prepared specimens
and test them to either partial or complete destruction.
Nondestructive tests may be divided into two general groups. The first group consists of
tests used to locate defects just like visual inspection of the surface as well as the interior by use of
drilled holes. Also test involving the application of the penetrants to locate surface cracks or
examination of welded joints by the use of a stethoscope to detect changes in sounds caused byhidden defects.
The second group of nondestructive tests consists of those used for determining
dimensional, physical, or mechanical characteristics of a material or part. In this group are tests for
the thickness of materials from only one surface or the determination of moisture content of
wood by electrical means. It also includes certain hardness tests, surface-roughness test or
methods employing force mechanical; vibration to determine the changes in natural frequency of
the system due to changes in the properties of material.
The evaluation of the condition of structure without destroying their usefulness must be
accomplished by tests that are nondestructive. This applies to materials other than Portland
cement concrete (PCC); but PCC is the material that will be used to illustrate some of the types of
nondestructive tests available. This laboratory exercise investigates certain PCC properties using
nondestructive test.
Objective: To determine the approximate compressive strength of concrete in-place.
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Referenced Documents: ASTM ( C 803, C 803 , C 80502)
Apparatus:
1. Test Hammer with carborundumField Checks:
1. Prior to use, make a check of the hammer calibration by hammering concrte of knownstrength. When possible, a more accurate check should be made by hammering test
cylinders, immediately prior to checking.
2. When using the hammer to test concrete for a pour on which the cylinder breaks indicatedlow strength (for compressive purposes) should also be made on other pour where cylinder
breaks indicated satisfactory strength. This comparison should only be done with other
pours made during approximately the same time period using the same mix and preferably
on the same structure or project.
Procedure:
1. If the concrete surface is rough, grind points o be tested with the carborundum.2. Operate the hammer in a horizontal position, when feasible.3. Press the hammer plunger at exactly right angles to the surface of the concrete being
tested. Press the plunger slowly and uniformly until released. Do not jerk or try to
anticipate the plunger release. Do not press the lock button while apply pressure to the
plunger.
4. After impact, the rider will show the rebound value. Record the reading.5. Take a minimum of 15 rebound readings. Take only one reading at a given point. Very high
readings may be caused by rock or steel near the surface at the point of impact, and very
low readings may be caused by trapped air pocket near the surface at the point of impact.
6. Covert the average reading to psi (kPa) from the chart. (Do not use the calibration curveson the hammer).
7. Make correction to the psi (kPa) for the position of the hammer.Position Correction
Horizontal None
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Vertical Up Minus 500 (3400 kPa)
Vertical Down Plus 500 (3400 kPa)
Experiment No. 16: Determination of Compressive Strength of Concrete Hollow Blocks
Discussion
Hollow masonry units of Portland cement and sand, gravel, or other suitable aggregate are
termed concrete blocks. Concrete blocks are used for interior and exterior bearing and nonbearing
walls, partitions, and backing.
The weight, color, and texture of concrete block depend largely on the type of aggregate
used in its manufacture. Block made with sand and gravel or crushed rock weights 40 to 50 lb (18.1
kg to 20.4 kg) per 8 x 8 x 16 (203 x 203 x 406 mm) unit. These blocks are strong and durable,
with a low absorption rate. Lightweight blocks are produced as non-load-bearing units, for use as
backup walls, or as load-bearing units, for use as the finished surface of both interior and exterior
walls.
Standard concrete hollow blocks have the typical light-gray color of concrete. Colored
blocks may be made with naturally colored aggregates or by including inert pigments in the
concrete mix.
Lightweight concrete block is used where a lightweight material with good strength and
high insulating or acoustical qualities desired. Its use also simplifies the attachment of finish
materials or accessories to structural wall, in that common nail can be driven into the block.
Objective: To determine the compressive strength of concrete hollow block.
Referenced Documents:
Apparatus:
1. Compression MachineProcedure:
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1. Place the bottom of the concrete hollow block on a compression block made of 1-inchthick plywood. Place another 1-inch thick plywood on top of the concrete hollow block.
2. Apply the compression load slowly until failure is attained and record the reading. Takenote of the appearance of the concrete hollow block as well as the type of failure that
will occur.
3. Test a total of three hollow blocks for each batch.Calculation:
Compressive Strength (CS) = P/A
Where:
CS = compressive strength of the specimen, psi (KN/m3)
P = maximum load, lb (KN)
A = cross-sectional area of the specimen, inches (m2)
PART III. WOOD
Wood is a natural renewable product from tress. Due to its availability, relatively low cost, ease of
use and durability if properly maintained continues to be used as an important civil engineering
material. Wood is used extensively for buildings, bridges, utility poles, floor, roofs, trusses and piles.
Civil engineer used both natural wood and engineering wood products, such as laminates plywood,
and strand board. In order to use wood efficiently it is important to understand its basic properties and
laminations. That is why the civil engineer must run tests on wood.
Advantages of using Wood as an Engineering Material
1. The low energy content needed for production2. The low cost of production3. Wood is an environmentally friendly material4. Wood is renewable material5. Wood has a very high specific strength due to its low density and reasonable strength6. Woods low density also makes it easier to transport7. There are very low cost associated with the disposal of wood8. Wood is electrically conductive9. Most wood are non-toxic10.Wood is low in thermal conductivity11.Nails and screws do not measurably weaken wood, if put in care, showing that wood is very
resistant to stress concentration.
Advantages of using Wood as an Engineering Material
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1. There is large variability in properties between species and depending on growing conditionsand the position of the wood within a trunk, within a species
2. Wood is dimensionally unstable, as water change its dimension3. Woods strength decreases when wet4. Time-dependent deformation such as creep and viscoelasticity occurs in wood5. Wood is highly combustible6. Wood is susceptible to termites, woodworm and infestations7. Wood cant be use at high temperature8. Wood is susceptible to rot, and disease9. Wood is highly anisotropic, although this can be limited by the use of plywood
EXPERIMENT No. 18: COMPRESSION TEST OF WOOD PARALLEL TO THE GRAIN
DISCUSSION
Compression test is merely the opposite of the tension test with respect to the direction or
sense of the applied forces. Compression parallel to the grain shortens the fiber in the wood
lengthwise. An example would be chair or table legs, which are primarily subjected to downward,
rather than lateral pressure. Wood is very strong in compression parallel to the grain and this is
seldom a limiting factor in design. Specimen for compression test of small, clear pieces of wood
parallel to the grains must be 50 x 50 mm (2 x 2 x 6 in.) or 50 x 50 x 200 mm.
OBJECTIVE: To determine the compressive strength of wood parallel to the grain.
REFERENCE DOCUMENTS: ASTMD 143-83
APPARATUS:
1. Compressive Machine2. Compressometer3. Load indicator4. Bearing block
PROCEDURE:
1. Measure the cross section and length of the specimen to the nearest 0.01 inches. Recordthe dimensions and indicate the species of woo