(CPC) Material and Testing Laboratory MANUAL

5/26/2018 (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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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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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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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%



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