STUDENTS LAB MANUAL FOR CIVI 321 ENGINEERING MATERIALS Concordia University

STUDENTS LAB MANUAL FOR CIVI 321 ENGINEERING MATERIALS Concordia University

LAB MANUAL

Dr. Ahmed Soliman Associate Professor, PhD, PEng. Department of Building, Civil and Environmental Engineering

Winter 2026

1

2

3

LABORATORY SAFETY The following is a set of safety rules that are commonly practiced in BCEE engineering labs: 1. Safety glasses/goggles must be worn in all labs when running experiments (especially those involving chemical substances and flying/moving objects). Standard or average safety glasses/goggles are adequate for most procedures. However, side shields may be necessary for some operations.

2. Rubber gloves should be worn when dealing with any chemical. Also, furnace-rated gloves should be worn when dealing with furnaces.

3. Fume facemasks should be worn when dealing with chemicals.

4. Identify the eye wash areas and lab/building exits closest to you from day one in the lab.

5. Material safety data sheets are available in the lab if you need to review them.

6. Closed-toe shoes are always required in the lab (i.e., no sandals or flip-flops).

7. Long pants or long skirts are always required in the lab.

8. No tank tops or tube tops are allowed in the lab. The torso and shoulders must be covered by a shirt or lab coat. Also, very loose sleeves must be rolled above the elbow or restricted so they cannot become tangled in equipment.

9. Long hair must be tied back while operating machinery.

10. Unsafe behaviour, including improper use of equipment, will not be tolerated.

11. No food or drinks are allowed in the laboratory at any time.

12. The laboratory must be kept clean at all times.

13. Bring your notes to each lab to reference learning material in case there is a need.

14. Bring yourself to each lab. Attendance is a must for every student; absence will negatively impact your lab grade unless it is excused absence for extenuating circumstances.

Moreover, you must attend a lab on time at the beginning of a lab. Do not come late to labs.

15. Always follow instructions from the lab instructor(s).

16. Failure to abide by these rules will result in losing laboratory privileges. The instructors may ask anyone to leave for failure to abide by these rules.

4

TABLE OF CONTENTS

Page I.

INTRODUCTION 1.

General Instructions to Students

6

2.

Requirements for Laboratory Notes and Reports

6

Laboratory Rules Agreement

8

3.

II.

EXPERIMENTS No. 1 Aggregates

9

No. 2 Concrete – Fresh Properties and Sample Preparation

22

No. 3 Concrete - Mechanical testing

35

No. 4 Mortar Masonry and Wood Assembly

44

No. 5 Mechanical testing of mortar and Masonry

55

5

I.

INTRODUCTION

1.

General Instructions to Students Engineering Materials is a course that both Civil and Building Engineering students are required to complete. The purpose of this course is to examine the physical properties of the materials, which must be taken into account during the design process. The laboratory sessions provide "hands-on" experience with building materials to complement the lectures.

The laboratory sessions are based on current ASTM International specifications. Some procedures have been altered to allow the tests to be completed within the lab session. Before each session, the student is urged to read the lab description and consult the references, which provide background information that will assist in completing the tests. The ASTM standards are available in the lab and the Webster Library's reference section.

Five sessions are scheduled for this course, covering testing and evaluating the most basic building materials: aggregates, mortar, concrete, and wood.

2.

REQUIREMENTS FOR LABORATORY NOTES AND REPORTS

2.1 i)

LABORATORY NOTES: Data Sheets One of the most important experimental techniques for the student to develop is an orderly collection of the experimental data as it is obtained. Original results are to be recorded, and the recopying of the experimental data is not permitted. When recording data, always leave room for recording remarks or extra measurements that may not be anticipated. To ensure that original data results are used for subsequent computations, the instructor (i.e. Teaching assistants) must sign and date the data sheets during each session.

ii)

Sketches of the important details should be made during the progress of the experiment.

Provision should also be made on the data sheets for a "remarks" section to note variations in test procedures and for notes on the dimensions of samples (where applicable).

Photographs are not permitted.

2.2.

LABORATORY REPORTS Lab reports are individual assignments. You are required to use your own words; plagiarism will not be tolerated and subject to the Academic Code of Conduct.

To ensure consistency in report presentation, it is recommended that the student follow the following guidelines. i)

The report should have a cover sheet which contains the following information: a) title of experiment, b) student name and I.D. number, c) lab section, d) date of submission, e) names of group members.

6

ii)

The report should be typed (e.g. Microsoft Word), and a spreadsheet program (e.g. Excel) should be used to construct the graphs. No handwritten reports will be accepted.

iii)

The report should have the following sections a) Cover sheet b) Objectives c) Introduction d) Procedure • Details of materials used • Deviations from standard e) Results • Description of results • Tabulated data (except where noted) • Graphs f) Discussion and Conclusions g) References h) Appendix ▪ Sample calculations ▪ Original laboratory data sheets MARKING SCHEME FOR LAB REPORTS (EACH LAB MARKED OUT OF 15 POINTS)

Points

2 1 1

6

5

Description Participation – Each group member is expected to be actively involved in each lab.

Members are expected to collect and prepare samples, operate equipment (if safety allows), and record measurements and observations.

Format – Inclusion of all components (cover sheet, originality sheet, lab report, datasheet). Each report should include page numbers, neatness and clarity.

Objective, Introduction and Procedures – Ability to describe these experiment components in your own words. Plagiarism (copying the lab manual) will not be tolerated.

Results – Ability to present results in sentence form and relate to tables or figures.

Presentation of all data in tabular and/or chart form. Tables and Figures must be numbered and captioned and referred to as such in text. Tables are to include clear column headings (with units). The average and coefficient of variation should be calculated if more than one result is given. Figures (charts) are to include axes, labels and units. A legend should be included for more than the data set. The scale should be appropriate to the information presented. The markers and lines should be clear when presented in black and white.

Discussion and Conclusions – Answering questions posed in the individual experiments. The ability to analyze results and to discuss their relation to theory. If the data cannot validate the theory, reasoning why the deviation occurred (assumptions do not match reality, measurement errors). Conclusions should present an understanding of the experiment related to the objectives.

7

3. LABORATORY RULES AGREEMENT (Sign and give to your lab instructor at the first lab session) 1.

You MUST attend the lab session to obtain credit for the lab report.

2.

Students are expected to know for which lab session they are registered and attend ONLY that section. If you miss a lab, you must present Dr. A. Soliman a valid written excuse (by email is acceptable) for not attending a lab during your session within three days of your assigned lab session. You will be assigned an alternate written assignment.

3.

If you are unable to attend any lab due to illness, please submit the short-term absence form. Once this form has been submitted and accepted by the instructor, you will be given access to the virtual version of the lab.

4.

Lab reports are due in the next lab after data collection (i.e. after the testing portion) at the beginning of the lab session; labs submitted later the same day are considered one day late.

(Generally, due dates will be two weeks later, except for those labs near Midterm Break.)

Late reports will be penalized 10% per day. Late labs are to be submitted on Moodle; other submission methods will not be accepted.

5.

You must arrive no later than 10 minutes past the start of the lab session. Otherwise, you forfeit your lab mark for that session.

6.

Cell phones are not to be used during the lab session.

7.

Food and drink are not permitted in the lab.

8.

Safety procedures are to be followed at all times.

9.

The lab instructor has the authority to remove a student who is late, neglects to follow rules or acts courteously.

I have read and understand the above rules.

Signed: Date:

8

EXPERIMENT # 1 Aggregates for Concrete

9

INTRODUCTION Aggregates generally occupy 60% to 75% of the concrete volume (70% to 85% by mass) and strongly influence the concrete’s fresh and hardened properties, mixture proportions, and economy. Aggregates used in concrete must conform to certain standards for optimum engineering performance. Aggregates must be clean, hard, strong, and durable particles that are largely free of absorbed chemicals, coatings of clay, and other fine materials in amounts that could affect the hydration and bond of the cement paste. Hence, the proper selection of aggregates for use in concrete mixtures is critical to long-term concrete performance

Range in proportions of materials used in concrete, by absolute volume.

Cross section of hardened concrete showing cement and water paste completely coats each aggregate particle and fills all spaces between particles.

Normal-weight aggregates should meet the requirements of Specifications for Concrete Aggregates (ASTM C33) or Concrete Materials and Methods of Concrete Construction (CSA A23.1).

These specifications cover requirements for bulk density, specific gravity, absorption and surface moisture of aggregates.

10

TESTS ON AGGREGATES 1. Gradation The distribution of particle sizes in an aggregate sample, referred to as its gradation, is determined by sieve analysis as per ASTM C 136. A particle is considered to have a size, D, if it can just pass through a square opening of this size. The particle distribution curve is obtained by plotting the percent of total material passing each sieve (percent finer) versus sieve opening size (particle diameter). The figure below shows various sieves’ opening sizes and the recommended particle distribution for fine aggregate used in concrete specified in ASTM C33.

Fineness modulus is a measure of the coarseness of the fine aggregate. For use in concrete, the typical range is between 2.3 and 3.1.

Making a sieve analysis test of coarse aggregate in a laboratory.

Range of particle sizes found in aggregate for use in concrete.

Curves indicate the limits specified in ASTM C33 for fine and coarse aggregate.

There are several reasons for specifying grading limits and a nominal maximum aggregate size.

Grading affects relative aggregate proportions, cement and water requirements, workability, pumpability, economy, porosity, shrinkage, and durability of concrete. Variations in grading can seriously affect the uniformity of concrete from batch to batch. Very fine sands are often uneconomical while very coarse sands and coarse aggregate can produce harsh, unworkable mixtures.

11

2. Bulk Density The bulk density or unit weight of an aggregate is the mass or weight of the aggregate required to fill a container of a specified unit volume. The volume is occupied by both aggregates and the voids between aggregate particles. The approximate bulk density of aggregate commonly used in normal-weight concrete ranges from about 1200 kg/m3 to 1750 kg/m3.Methods of determining the bulk density of aggregates and void content are given in ASTMC29, Standard Test Method for Bulk Density ("UnitWeight") and Voids in Aggregate.

3. Specific Gravity The relative density (specific gravity) of an aggregate is the ratio of its mass to the mass of an equal absolute volume of water. Most natural aggregates have relative densities between 2.40 and 2.90, meaning the aggregates are 2.40 to 2.90 times as dense as water.

Relative density is not generally used to measure aggregate quality, though some porous aggregates that exhibit accelerated freeze-thaw deterioration do have low specific gravities.

It is used in certain computations for mixture proportioning and control, such as the volume occupied by the aggregate in the absolute volume method of mix design. Test methods for determining relative densities for coarse and fine aggregates are described in ASTMC-127.

4. Absorption and Surface Moisture The absorption and surface moisture of aggregates should be determined (ASTM C70, C127, and C128; CSA A23.2.6 and A23.2.11) so that the net water content of the concrete can be controlled and correct batch weights determined. The internal structure of an aggregate particle is made up of solid matter and voids that may or may not contain water. The moisture conditions of aggregates are shown in the figure below.

They are designated as: 1. Oven-dry: particles are fully absorbent.

2. Air-dry: particles are dry at the surface but contain some interior moisture; Thus, the aggregate is somewhat absorbent.

3. Saturated surface-dry: particles neither absorb water nor contribute water to the concrete mix.

4. Damp or wet: particles contain an excess of moisture. This moisture will increase the water/cement ratio of a concrete or mortar mix.

12

Fine Aggregate - Sieve Analysis Equipment and Materials Sieves Digital balance (accuracy 0.1 g) Sieve shaker Fine aggregate, dry

Procedure 1. Obtain approximately 600 grams of dried sand. Use the quartering technique to obtain approximately 300 g (record the actual mass).

2. Measure the mass of each sieve and the bottom pan. Record on data sheet.

3. Stack the sieves in order such that the largest sieve is at the top and the pan is on the bottom.

13

4. Place the sample aggregate in the top sieve and place the lid.

5. Place the stack of sieves in the mechanical shaker. Turn on the machine and continue the shaking process for the period of 10 minutes.

7. Separate the sieves carefully using a twisting motion to avoid spilling the sand.

8. Weigh each of the sieves and the bottom pan and determine the amount of material retained on each sieve as well as in the pan.

14

Bulk Density – Coarse Aggregate Equipment and Materials Digital balance (high capacity >15kg) Tamping Rod, 16mm diameter Bulk density measure Coarse aggregate, dry

Procedure Select the appropriate measure based on the maximum size of the coarse aggregate from Table A

Table A: Capacity of Measures (ASTM C29)

1. Zero the scale and determine the mass of the empty measure, T. 2. With the measure still on the scale, zero the scale again and fill it

with water. Determine the mass of the water, W. 3. Measure the temperature of the water.

4. Remove the water and dry the measure.

5. Obtain oven-dry coarse aggregate sufficient to fill the measure.

6. Fill measure 1/3 full and rod 25 times uniformly over the surface.

Repeat for 2/3 full. Fill the measure to overflowing and repeat rodding.

7. Use the top with a straight edge. Small projecting aggregate particles are allowable.

8. Determine the mass of the measure filled with aggregate, G.

Bulk Density



Table B: Density of Water (ASTM C29)

Determine the volume of the measure, V, by dividing the mass of the water, W, divided by the density of water at the measured temperature (see Table B). If the temperature is not listed, linearly interpolate between the closest temperatures.

15

“Note: the number on the photo is related to the procedure step”

16

Specific Gravity and Absorption – Coarse Aggregate Equipment and materials Digital balance (high capacity >15kg) Basket Bucket Coarse aggregate, saturated

Procedure 1.

2.

3.

4.

5.

6.

Tare (re-zero) balance with basket assembly immersed in a bucket of water.

Obtain approximately 2 kg of saturated aggregate. Use the sample splitter to obtain approximately 1 kg. This value need not be recorded.

Lift basket out of water and place aggregate in basket.

Re-immerse the basket in water and weigh the submerged sample (WSUSP).

Take the wet stones from the basket, and pat surfaces dry with damp cloth rags or paper towels until the sheen has disappeared (but the pores are still wet). This is the saturated surface dry (SSD) condition. Weigh the sample (WSSD).

Dry sample in the oven overnight to obtain the oven-dry weight (WOD).

17

18

Results 1.

For the sieve analysis results, plot percent finer versus particle diameter on one semi-log chart for all groups in your section. (Check the ‘logarithmic scale’ box in Excel for the particle size axis.). [Note: Student must arrange with the Tas to get data from other groups]

2.

Also, show the upper and lower allowable limits according to ASTM C33. (Tabular data and sample calculations should be shown in the Appendix.)

Tabulate the results for fineness modulus for the fine aggregate of both groups and the average result. (Do not show the calculations in your report, only the resulting table.

Sample calculations are to be shown in an Appendix).

Tabulate results for bulk density, specific gravity and absorption for the coarse aggregate for all groups in your sections and the average results. (Do not show the calculations in your report, only the resulting table. Sample calculations are to be shown in an Appendix).

3.

4.

Discussion and conclusion 1. Compare your gradation results with the limits defined for fine aggregate in concrete.

Discuss the variability of the results between groups using Table 1.4. Explain the possible sources of error that could have affected your results.

2. Compare the fineness modulus with the allowable limits.

3. Compare the calculated values for bulk density, specific gravity and absorption of coarse aggregate with those expected and discuss the variability of the results. Explain the possible sources of error that could have affected your results.

4. Discuss how you obtained the samples and how the quartering and split sampler techniques can ensure better results.

19

Data collection sheet

20

Useful Information Fine-Aggregate Grading Limits (ASTM C33)

Example: Determination of Fineness Modulus of Fine Aggregates

21

EXPERIMENT # 2 Concrete Fresh properties and samples Preparations

22

INTRODUCTION Concrete consists primarily of aggregates (fine and coarse) and cement paste (cement and water). The characteristics of these materials have already been considered in the previous session. In this session, the variables that affect the strength and consistency of concrete are delineated. Specifically, the importance of the water/cement ratio is investigated in relation to the compressive strength of the concrete. The influence of reinforcement on flexural strength is also examined.

A slump test generally measures the consistency of concrete. It should not be used to compare mixes with wholly different proportions or mixes with different kinds or sizes of aggregates. When used with different batches of the same mixture, changes in slump indicate changes in materials, mixture proportions, or water content. To avoid mixtures that are too stiff or wet, slumps within the limits in the table below are suggested. The slump test is described in ASTM C143 and its procedure is outlined below.

The compressive strength of concrete is important in the design of structures. In pavements and other slabs on the ground, the flexural strength of the concrete may be used for design purposes. Two tests will be conducted to determine the concrete's compressive and flexural strengths. The procedure for the compressive strength of cylindrical concrete specimens is given in ASTM C39, and flexural testing is given in ASTM C78.

23

MATERIALS AND EQUIPMENT o Cement o Sand o Coarse aggregate o Reinforcing steel (fY=400 MPa)

• •

Slump test cone Rod (10mm)

•

Air meter

• •

Cylindrical molds Rectangular beam molds

PROCEDURE PREPARATION (to be completed in Session 3) The class will be divided into 3 groups. Each group will make sufficient concrete for the testing slump, air and three two cylinders. In addition, for each group, two beams will be made. The hardened specimens will be tested at a later lab session [to allow them to gain sufficient strength].

1.

Concrete mixtures ▪ Three mixtures will be made according to the following table; each group should make one mixture. The concrete mixture designs are for one cubic meter; the mass required for each material will be calculated based on the volume necessary for testing.

Calculate the required mass of each material in consultation with your lab demonstrator.

Mixture name Mixture 1 Mixture 2 Mixture 3 Cement (kg/m3) Water (kg/m3) w/c Coarse aggregate (kg/m3) Fine aggregate (kg/m3) Admixtures

300 150 0.50 940 620 none

300 150 0.50 940 620 Given by TA

300 120 0.40 940 620 Given by TA

24

• Each group should place the required materials in separate buckets. In addition, to determine the moisture content at the time of mixing, approximately 500 grams of coarse aggregate and fine aggregate should be placed in the oven. (If a large amount of aggregate is accessible, it can be thoroughly mixed for uniformity, and only one sample for each is necessary. Otherwise, samples will be needed for each mixture.)

• Use the electric mixer to combine the ingredients. First, mix the sand and cement together. Next, add the water. Finally, add the coarse aggregate.

• The admixture should be measured into a graduated cylinder by volume for the other mixtures. This can be added to the mixing water or added slowly during mixing.

Electric mixer

Add Sand and cements

Add water and admixtures

Add coarse aggregate and continue mixing

Note: Mixture#1 is the base mixture. Mixture#2 is the mixture adjusted with Admixture to achieve different consistency. Mixture#3 is designed to achieve higher strength.

25

Slump test (ASTM C143) ▪ Slightly dampen the interior of the slump cone and the pan. Place the slump test cone in a mixing pan. One student should stand on the cone’s side flanges and be in control of the rodding. Another student should partially fill the cone until it is approximately 1/3 full (by volume). Rod the layer with 25 strokes of a tamping rod.

▪ Repeat the procedure until the mould is completely full. Prior to the last rodding, heap concrete above the mold.

▪ After the rodding is completed, the remaining concrete above the mold is to be struck off by means of a spreading and rolling action.

▪ Remove the mold immediately by raising it vertically.

▪ Measure the decrease in height to the closest 5 mm

26

27

Air Content (ASTM C231) ▪ After the slump test is conducted, fill the pre-dampened air meter bottom chamber in three layers, rodding 25 times per layer. Tap the sides of the air meter 10 to 15 times with a rubber hammer. Strike off excess with a sawing motion using the rod.

▪ Clean the rim of the bowl and cover. Clamp on the cover (lid). Close the air bleeder valve between the top and bottom chambers. Open both petcocks (valves). Use a rubber syringe to inject water into one petcock until water emerges from the other petcock. Close the air bleeder valve and pump air into the chamber until the dial gauge is on the initial pressure line.

Close both petcocks. Open the valve between the air chamber (top chamber) and the bowl (lever). Read the air content from the gauge. Release pressure by opening both petcocks.

Remove cover.

▪ Remove the top 5 cm of concrete from the pressure vessel and discard; the remaining can be used for cylinders or beams

1 2

3 28

4 5

6 7 8 29

Sample preparations Cylinders (for Compressive Strength (ASTM C39)) After the slump test, fill three 75 mm by 150 mm cylindrical moulds in two layers rodding 25 times per layer. (Smaller rods 3/8in should be used for cylinders). Alternatively, use the vibrating table to consolidate the cylinders (required for slump less than 25mm)

30

Beams (for Flexural Strength Test (ASTM C78)) i) Lightly grease the inside of the rectangular beam molds to ensure ease of release after curing time has elapsed. ii)

Completely fill one of the rectangular molds with concrete, placing the concrete in one layer and compact with the rod once for every 14cm2 of surface area (~60 times) or with the vibrating table (When external vibration is used, take care to ensure that the mold is rigidly attached to or securely held against the vibrating element or vibrating surface).

iii)

The remaining one mold is to be cast with a steel reinforcing bar. The reinforcing should have small lengths of wire attached to keep it in place. Place an initial layer of concrete roughly half the depth, in the bottom of the mold. Position the reinforcing bar approximately 25 mm from one edge hooking the wires around the form as required, then place the remaining concrete in the mold being careful to ensure the concrete is compacted well around the rebar.

iv)

Having leveled off the molds, place them in a curing area or chamber for 24 hours.

For the initial curing, to prevent evaporation of water from unhardened concrete, cover the specimens with plastic or damp cloths immediately after finishing.

31

REPORT Results: i.

Tabulate the moisture content and absorption for the coarse and fine aggregate. Include all values and calculate the average. (Use the data obtained in Lab 1 for absorption.) ii.

Determine the actual w/c used for each mixture. Tabulate the actual w/c, the mass of each material used, and the amount that should have been used if moisture corrections were taken into account. (Show calculations in the Appendix.)

iii.

Tabulate the slump and air test results of each mixture. Compare the slump and air test results between the groups, explaining the difference based on the test variables. Also, compare the results of both groups with the recommended values.

Discussion i.

Discuss the deviations from the standard in preparing and mixing the concrete. ii.

Durability requirements contain maximum permissible w/c and minimum air contents.

Neglecting compressive strength, do any of the mixtures prepared conform to durability requirements for chloride, freezing or sulphate? If so, which class? If not, how would you change the mixture designs?

Appendix Includes all detailed data, equations and calculations.

REFERENCES ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete ASTM C192 Standard Method of Making and Curing Concrete Test Specimens in the Laboratory.

ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by Pressure Method.

ASTM C805 Standard Test Method for Rebound Number of Hardened Concrete Somayaji, S. (1995) Civil Engineering Materials, Prentice-Hall

32

Useful Information Why Use Reinforcement in Concrete

Maximum Water-Cementitious Material Ratios and Minimum Design Strengths for Various Exposure Conditions

33

Data collection sheet Table 1: Mass of ingredients for concrete mixtures Mixture name Cement (g) Water (g) Coarse aggregate (g) Fine aggregate (g) Admixture (mL)

Mixture #1

Mixture #2

Mixture #3

Mixture #1

Mixture #2

Mixture #3

Mixture #1

Mixture #2

Mixture #3

Table 2: Aggregate moisture determination Mixture name Moist coarse (g) Dry coarse (g) Moist fine (g) Dry fine (g)

Table 3: Fresh properties Mixture name Slump (cm) Air content (%)

34

EXPERIMENT # 3 Concrete Mechanical Testing

35

Testing Cylinders 1.

Obtain the cylinders from your group. Tests should be carried out on moist specimens, if possible; wrap with damp towels until testing. Place cylinders in unbounded caps.

2.

Load the cylinder to approximately 2,000 pounds of force [This will help fix the sample].

Determine the rebound number using the Schmidt hammer according to ASTM C805.

With the plunger extended, push onto the surface until impact. Press the locking button and record the reading. Measure rebound from at least 10 locations (not closer than 25 mm apart).

3.

Examine the impression made on the surface after impact, and if the impact crushes or breaks through a near-surface air void, disregard the reading and take another reading.

4.

After rebound measurements, load specimen to failure. The loading rate should be 35 ± 7 psi/s. The loading rate shall not be changed during the last half of testing. Record the failure load on the datasheet.

5.

Specimens shall not be tested if any individual diameter of a cylinder differs from any other diameter of the same cylinder by more than 2 %. Because of improper compaction and concrete placement in the molds, the cylinders may have imperfections on the 36 surface. These imperfections will affect the failure force and behaviour..

Testing Cylinders 6.

Neither end of compressive test specimens, when tested, shall depart from perpendicularity to the axis by more than 0.5° (approximately equivalent to 3 in 300 mm).

The ends of compression test specimens that are not plane within 0.050 mm shall be sawed or ground to meet that tolerance. Because of improper tamping of the top surface, some of the cylinders do not have a smooth top surface. These imperfections will affect the results of the tests.

7.

Note the failure type from the figure below. If the failure type differs from the six types, sketch the failed specimen. (If your cylinders varied significantly in strength (by more than 10%), include sketches of all cylinders and discuss reasons for discrepancies.

Schematic of typical UC test fracture patterns according to C39/C39M-14a Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

37

Testing Beams I.

II.

Obtain the two beams. Mark the midspan and support locations (supports should be no closer than 25mm from the edge). The span length should be approximately 480 mm (note the actual measurement). Also, note the distance between the loading points. (Note: The reinforcement should be at the bottom).

Place each beam on the supports as shown in the figure below and set up the LVDT to measure the deflection. Apply third-point at a rate specified by the instructor and record the deflection readings and the corresponding loads.

III. To determine the dimensions of the specimen cross-section for use in calculating the modulus of rupture, take measurements across one of the fractured faces after testing. For each dimension, take one measurement at each edge and one at the center of the crosssection. Use the three measurements for each direction to determine the average width and depth. Take all measurements to the nearest 1 mm.

IV. Sketch the failed specimens.

38

CALCULATIONS The formulas are necessary for calculating the material properties are given in this section. Show calculations only in the Appendix, not in the results section.

Concrete beams

(This formula is only relevant for third-point loading; see Mechanics of Materials texts for other loading configurations)

REPORT Results (do not include calculations; these should be placed in the Appendix) 1.

Tabulate the compressive strength for the three concrete mixtures. Include all information required from ASTM C39 (see notes). Include all values and calculate the average and standard deviation. Comment on any results that deviate more than the amounts indicated in the Notes section. Give the actual w/c as determined in Lab 2. Note the failure mode according to fracture patterns.

2.

Tabulate the rebound hammer readings. Discard readings differ from the average of 10 readings by more than 6 units, and determine the average of the remaining readings. If more than 2 readings differ from the average by 6 units, discard the entire set of readings and determine rebound numbers at 10 new locations within the test area. For readings to be compared, the direction of impact, horizontal, downward, upward, or at another angle, must be the same. Include all values and calculate the average and standard deviation.

3.

Plot the measured deflection as a function of applied load for reinforced beams on a single graph. Include axes labels, units and legend. Comment on the relative behaviour of unreinforced versus reinforced beams.

4.

Tabulate the modulus of rupture and maximum deflection for the concrete beams.

39

Discussion 1.

Plot the average compressive strength (horizontal axis) versus both rebound numbers for all mixtures in your session. Include axes labels, units and legend. Discuss the correlation between the average compressive strength and average rebound number.

2.

Discuss the correlation between the average compressive strength and the average flexural strength of concrete with the same mixture design. Do the relationships follow the suggestions in the textbook?

Appendix Includes all detailed data, equations and calculations. Data may be gathered in U.S. customary units; in the report, use S.I. units.

Notes from ASTM standards: Cylinders – ASTM C39: (use S.I. units in report, Imperial can be in the Appendix, if necessary) Report the following information: • Identification number, • Diameter (and length, if outside the range of 1.8 D to 2.2 D), in millimetres [inches], • Cross-sectional area, in square millimetres [square inches], • Maximum load, in kilonewtons [pounds-force], • Compressive strength calculated to the nearest 0.1 MPa [10 psi], • Type of fracture, if other than the usual cone (see Fig. 4.2), • Defects in either specimen or caps, and, • Age of specimen.

Precision—Results of two properly conducted tests by the same operator on 100x200 mm cylinders made from the same batch sample should not differ from the average by more than 9 %. [Cylinders 75x150 mm are not in the standard.]

Beams – ASTM C78: (use S.I. units in the report, Imperial can be in Appendix, if necessary) Report the following information: • Identification number, • Average width to the nearest 0.05 in. (1 mm), at the fracture, • Average depth to the nearest 0.05 in. (1 mm), at the fracture, • Span length in inches (or millimetres), • Maximum applied load in pounds-force (or newtons), • Modulus of rupture calculated to the nearest 5 psi (0.05 MPa), • Record of curing and apparent moisture condition of the specimens at the time of test, • If specimens were capped, ground, or if leather shims were used, • Defects in specimens, and • Age of specimens.

Precision—Results of two properly conducted tests by the same operator on beams made from the same batch sample should not differ from each other by more than 12 %.; 40

Cylinders – ASTM C805 (only report underlined items for your report) 1. General information: • Date of testing, • Air temperature and time of testing, • Age of concrete, and • Identification of test location in the concrete construction and the size of the member tested.

2. Information about the concrete: • Mixture identification and type of coarse aggregate, and • Specified strength of concrete.

3. Description of test area: • Surface characteristics (trowelled, screeded, formed), • If applicable, the type of form material used for the test area, • If the surface was ground and the depth of grinding, • If applicable, curing conditions, and • Surface moisture condition (wet or dry).

4.

Hammer information: • Hammer identification or serial number, and • Date of hammer verification.

5. Rebound number data: • Name of operator, • Orientation of hammer during the test, • On vertical surfaces (walls, columns, deep beams), relative elevation of the test region, • Individual rebound numbers, • Remarks regarding discarded readings, • Average rebound number, • If necessary, correct rebound number for a horizontal orientation of the instrument and • If applicable, description of unusual conditions that may affect test readings.

Precision—The single-specimen, single-operator, machine, day standard deviation is 2.5 units (1s) as defined in Practice C670. Therefore, the range of ten readings should not exceed 12.

REFERENCES ASTM C39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

ASTM C78, Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third Point Loading) ASTM C 805, Standard Test Method for Rebound Number of Hardened Concrete

41

Data collection sheet

42

Useful Information Rebound Hammer (Shmidt Hammer) ASTM C 805 Used to Assess: • Uniformity, • Zones of poor quality, • Deterioration, • Strength development

REBOUND HAMMER Vs. Strength

Video Link for ASTM C39 & C1231 - Compressive Strength https://youtu.be/jLIXAzWFl2M

43

EXPERIMENT # 4 MORTAR, MASONRY and WOOD ASSEMBLY

44

INTRODUCTION - MORTAR, BRICK and MASONRY ASSEMBLY Mortar is used in the construction of masonry walls. The primary purpose of mortar is to bind masonry units (bricks, concrete blocks) together. It is made by mixing cement, sand and water to a workable consistency. In some cases, additional ingredients such as lime are included in the mixture. Mortar can also be made with dry bagged material and water.

Compressive and Tensile Strength Compressive strength, as specified by ASTM and CSA, is that obtained from tests of standard 2 inch (50 mm) mortar cubes. There is no standard method for tensile strength, but a historical standard using briquettes ("dog bones") is used. As indicated in the table below, the compressive strength varies depending on the mortar type.

Table: Minimum compressive strength of mortar cubes (ASTM C270) Mortar type M S 17.2 12.4 Minimum compressive strength (MPa)

N 5.2

O 2.4

MATERIAL AND EQUIPMENT o o o o o o o

Type S and Type N mortar water 1 compression cube mold per group 1 tensile briquette mold per group Tamper (13 by 25 mm flat faced) 4 bricks Trowel

PROCEDURE The class will be divided into 2 groups. Each group will make one set of tensile and one set of compression specimens using a different pre-bagged mortar. Each group will also construct a small masonry prism using the same mortar type.

PREPARATION OF MORTAR CUBES AND BRIQUETTES i)

ii) iii)

Grease the moulds so that the mortar will not attach itself to them after curing. Do not apply an undue amount of grease, as this will affect the shape and strength of the briquettes.

Measure 2000 g of mortar and place in a metal pan. Add water as per package instructions.

Mix thoroughly for approximately 1 – 2 minutes. (Note: use gloves to avoid skin contact) Start molding the specimens within a total elapsed time of not more than 2 min and 30 s after completion of the original mixing of the mortar batch.

45

IV.

Place a layer of mortar about 25 mm (approximately one-half of the depth of the mold) in the 3 "cube" and 3 "dog bone" shaped molds. For the cubes, each layer should be tamped in two rounds.

V. The top of the specimens should be smoothed off lightly using a trowel.

VI. Place the molds in a damp environment or cover with plastic or a damp cloth.

Visual Procedure

46

REPORT There is no lab report for the masonry section; a lab report will be submitted for the testing portion (Lab 5).

47

Data collection sheet Mortar and Grout Mortar composition – Type S Mortar type

Mortar (g)

Water (g)

Mortar composition – Type N Mortar type

Mortar (g)

Water (g)

48

PREPARATION OF BRICK PRISMS i) ii) iii) iv) v) vi)

The brick prism shall consist of four bricks and three mortar joints.

Mix the mortar to the same proportions as above.

Set the first masonry unit (brick) on a firm, horizontal surface without using mortar. Label this brick with lab section and mortar type.

Place a full mortar bed on 3 of the 4 units without furrowing.

Immediately place the next course (brick with mortar) on the mortar bed of the first brick and tap it level to approximately 10mm thickness. Repeat with the remaining two bricks.

Enclose the prism in a moisture-tight bag until testing.

49

INTRODUCTION - WOOD AND ENGINEERED WOOD PRODUCTS Wood is remarkable for its versatility, strength, durability, and workability. It possesses a high strength-to-weight ratio. It has flexibility and performs well at low temperatures. It withstands substantial overloads for short periods. It has low electrical and thermal conductance. It resists the deteriorating action of many extremely corrosive chemicals to other building materials. Few materials cost less per kilogram than wood.

Roughly half the woodcut in North America is used as lumber for structural purposes in construction. The balance goes into round wood products, such as poles and piles, and into plywood, fiberboard, hardboard, paper, roofing felts, crates and pallets, furniture and chemical products.

Testing of small, clear timber specimens permits the establishment of fundamental strength properties for each species. Such tests are the basis for basic unit stresses applicable to clear and straight-grained defect-free material. The unit stresses derived from these tests are considerably less than the species’ average. Allowable unit stresses are computed for a particular grade by reducing the basic stresses according to the limitations on defects for that grade. Allowable unit stresses available for commercial species of lumber provide a means of economical and efficient design. These stresses are widely accepted in engineering design and often incorporated in current design publications and standards.

Engineered wood is a composite material containing wood and adhesive. Plywood is made from thin sheets of wood glued together with alternating grain direction. The thickness of each ply, the quality and wood species used, and the type of glue used will change the mechanical performance of plywood. OSB (oriented strand board) is made from small, thin pieces of wood, while MDF (medium-density fiberboard) uses very small particles. All these engineered materials are available in large sheets of various sizes and thicknesses. Flexural behaviour is important as these materials are generally loaded perpendicularly to the thin axis.

The following session is divided into three parts. Part 1 evaluates the compressive strength parallel to the grain for two different wood species. The compressive strength perpendicular to the grain is assessed in Part 2. In Part 3, the flexural strength of engineered wood sheet products is determined. ASTM D3043 is used to determine this property. Method B, a two-point flexure test, is set up similarly to flexural testing for concrete (ASTM C78).

The first two parts illustrate that wood is a non-isotropic material with a different strength in different directions. Other typical non-isotropic materials with this property include concrete, cast iron, ceramic, and clay. Typical values for maple and pine are given in the following table.

50

Definitions (according to ASTM D9) Grain is the direction, size, arrangement, appearance, or quality of the fibers in lumber or other wood products. To have a specific meaning the term must be qualified.

End grain is the grain pattern exposed when ends of logs or timbers, dimension, boards, and other wood products are cut perpendicular to the fiber direction.

Cross grain is the fiber deviation from a line parallel to the sides of the piece.

51

MATERIAL AND EQUIPMENT - Testing Machine - Digital Calipers - Moisture Content Meter - Pine and Maple Specimens – dry and moist - Plywood, OSB and MDF panels - 50mm x 609 mm (2" by 24")

PROCEDURE Part 1 Compression Strength Parallel to the Grain i.

Obtain 2 specimens of each dry and moist wood ii.

Label each block and determine the mass. iii. Measure the dimensions of each block. Dimensions smaller than 100mm should be measured with a digital calliper. iv. Measure the moisture content of each specimen. v.

Orient the block so that the applied force will parallel the grain.

Special care shall be used in preparing the compression-parallel-to-grain test specimens to ensure that the end grain surfaces are parallel and at right angles to the longitudinal axis. vi. Note the type of failure and the maximum load at failure.

Part 2 Compression Strength across the Grain Carry out steps (i) to (vi) for blocks oriented with the force applied across the grain and the end grain. For this test, a small metal plate will be placed on the top surface of the wood. Discontinue test when the top surface of the plate is at the top surface of the wood. Strength is determined using the force when 2.5mm deflection has occurred.

Part 3 Flexure of Engineered Panels i. ii.

Obtain strips of plywood, OSB and MDF. Measure the dimensions of each strip in at least two locations. iii. Measure the moisture content of each specimen. iv. Measure the distance between the two supports and between the loading point.

(ASTM D3043 requires the span to be at least 48 times the material thickness.)

52

RESULTS Compression Tests (parallel and perpendicular to grain) 1) Plot the stress-strain curve for all specimens on one figure.

2) Determine the modulus of elasticity (E=σ/ε) using the initial portion of the stress-strain curve.

3) Tabulate the results of density, strength, modulus of elasticity and failure mode.

4) Sketch the failed specimens and consult the Figure below to describe the mode in which each sample failed.

(a) crushing, (b) wedge splitting, (c) shearing, (d) splitting, (e) crushing and splitting, (f) brooming or end rolling.

53

Flexure of engineered wood 1) Plot the load-deflection curve for all types of engineered wood on one figure.

2) Determine the modulus of rupture (MOR) of the beam. (Note that the modulus of rupture is equivalent to the maximum fibre stress). See Lab 3 for the formula.

Data collected: The data collected in the lab should be taken electronically at the end of the lab. If necessary, change the units into S.I. units.

DISCUSSION 1.

2.

3.

4.

Compare values obtained from the parallel and perpendicular loading; discuss reasons for differences in strength and behaviour of the two types of wood used.

Compare your results (density, strength) with the table's typical values for maple and pine.

Discuss the possible change in your results based on the orientation of the end grain of the specimens.

Discuss potential sources of error in this lab; estimate the uncertainty in your estimate of the mechanical properties of the timber.

REFERENCES ASTM D9 Standard Definitions of Terms Relating to Timber ASTM D143 Testing for Small Clear Specimens of Timber ASTM C 3043 Standard Test Methods for Structural Panels in Flexure Canadian Wood Construction Manual, Can. Wood Council, Ottawa Forest Products Laboratory. 1999. Wood handbook—Wood as an engineering material.

Gen. Tech. Rep. FPL–GTR–113. Madison, WI: U.S. Department of Agriculture, Forest Service, Forest Products Laboratory. 463 p.

54

EXPERIMENT # 5 MECHANICAL TESTING OF MORTAR and MASONRY

55

In this lab, you will test the specimens you prepared in the previous lab.

MORTAR Testing of Mortar Cubes and "Dog Bones" i)

Obtain the tensile and compressive specimens that were made by your group in a previous lab session.

ii)

Wipe each specimen to a surface-dry condition, and remove any loose sand grains or incrustations from the faces that will be in contact with the bearing blocks of the testing machine. Results will be much lower than the true strength will be obtained by loading faces of the cube specimen that are not truly plane surfaces. Samples should be stored under a damp cloth or damp paper towel until testing.

ii)

Place each specimen in the load test machine and load until failure. Compression testing should be at a rate of 200 to 400 lb/s, tensile about 1/10th of that. Record the failure load.

Measure the cross-sectional area of the failed tensile specimen.

ii)

Sketch the failed specimens on the data sheet.

Testing of Mortar Cubes 56

Testing of Mortar Dog Bones

CALCULATIONS The formulas necessary for calculating the material properties are given in this section.

Show calculations only in the Appendix, not in the results section.

Mortar cubes and "dog bones" and concrete cylinders Strength is defined as the failure load (N) divided by the cross-sectional area (mm) and given as:

σ = P/A 57

Testing of Brick Prism i)

ii) iii) iv)

Place the prism vertically in the support frame as shown in the Figure below, and clamp firmly into a locked position using the lower clamping bracket. Orient the prism so that the face of the joint intended to be subjected to flexural tension is on the same side of the specimen as the clamping screws. The section properties of the brick face are given in the table.

Attach the upper clamping bracket to the top brick as shown in the figure. Tighten each clamping bolt using a torque not greater than 5.7 N∙m.

Lower base support away from the bottom of the brick prism so that no contact occurs during testing.

Apply the load at a uniform rate so that the total load is applied in not less than 1 min or more than 3 min. Measure the load to an accuracy of ±2 % with maximum error of 22 N. Section Properties:

CALCULATIONS For specimens built of solid masonry units (at least 75 % net area), calculate the gross area flexural strength as follows:

−

𝑏𝑑

where: Fg = gross area flexural tensile strength, MPa, P = maximum applied load, N, Pl = weight of loading arm, N, L = distance from the center of prism to the loading point, mm, Ll = distance from the center of prism to the centroid of loading arm, mm, b = cross-sectional width of the mortar-bedded area, measured perpendicular to the loading arm of the upper clamping bracket and d = cross-sectional depth of the mortar-bedded area, measured parallel to the loading arm of the upper clamping bracket.

58

REPORT Results (do not include calculations; these should be placed in the Appendix) 1. Tabulate the compressive and tensile strength of the mortar specimens. Include all values and calculate the average and standard deviation. Comment on any results that deviate more than the amounts indicated in the Notes section.

2. Tabulate the flexural strength for the three mortar joints of the masonry prism. Include all values and calculate the average and standard deviation. Comment on any results that deviate more than the amounts indicated in the Notes section. Note failure of joint (if mortar remains on both brick surfaces or on only one side).

Discussion In a table, give the average compressive strength, tensile strength of the mortar and the flexural strength of the mortar prism. Is there any correlation between the two properties? (For example, consider ratios between properties.) Discuss the use of Type S versus Type N mortar in masonry construction.

Appendix Includes all detailed data, equations and calculations. Data may be gathered in U.S. customary units; in the report, use S.I. units.

Notes from ASTM standards: Mortar cubes – ASTM C109 Average compressive strength of all specimens from the same sample shall be reported to the nearest 10 psi [0.1 MPa]. The maximum permissible range between specimens from the same mortar batch, at the same test age is 8.7 % of the average when three cubes represent a test age and 7.6 % when two cubes represent a test age.

Mortar prism – ASTM C1032 Report the following information: 1. Identification number of prism, curing age and history, type of brick, type of mortar, 2. Average prism dimensions to the nearest 1.0 mm, including width, depth, and height, 3. Average measurement of the mortar joint. Individual and average gross flexural tensile stress calculated to the nearest MPa. The top mortar joint shall be designated joint Number 1, the second, Number 2, etc. Measured loads and calculations shall also be included in an appendix, 4. Description of failure, especially indicating whether failure occurred at the top or bottom of the mortar joint, or both, 5. Sketch or photo of masonry unit showing core configuration and mortar bedded area, full or face shell, and 6. Description of bonding pattern, joint tooling, location of the tooled joint during the test, and joint thickness.

59

**Insufficient data exists for a precision and bias statement

Data collection sheet

No. 1

Mortar cubes – Type S Area Load

No. 1

Mortar cubes – Type N Area Load

2

2

3

3

Mortar briquettes - Type S No. Area Load 1

Mortar briquettes – Type N No. Area Load 1

2

2

3

3

Mortar prism - Type S Joint No. Thickness Load 1

Mortar prism – Type N Joint No. Thickness Load 1

2

2

3

3

60

Useful Information Side and plan views of the upper clamping bracket are illustrated in the figure below.

The weight (P) of the upper clamping bracket, including the loading arm, is determined by weighing it to the nearest 25 g or oz. A brick weighing within 0.1 lbfs (0.44 N) and having a thickness (d) within 0.25 in. (6 mm) of those being tested must be clamped into the position shown for the brick in the figure, before determining the weight and centroid of the upper clamping bracket. The centroid of the upper clamping bracket is located by positioning the bracket upside down upon a knife edge balance. Using a trial and error method, vary the frame’s position upon the knife-edge balance.

The frame centroid’s location is where the frame balances upon the knife edge.

Determine L by the following expression:

61

Useful Information

62