r e p o r t s with notes -...

M A T E R I A L S

L A B O R A T O R Y

FOR ARCHITECTS:

R E P O R T S

WITH NOTES

This page is left blank

Contents

Contents ___________________________________________________ 4

Preface____________________________________________________ 6

Report Preparation ___________________________________________ 7

Experiment Report (01) ________________________________________ 9 Total Moisture Content ___________________________________________________ 9

(ASTM C 566 ─ 84) ______________________________________________________ 9

Experiment Report (02) _______________________________________ 14 Specific Gravity and Absorption of Coarse Aggregate _________________________ 14

(ASTM C 127 ─ 88) _____________________________________________________ 14

Experiment Report (03) _______________________________________ 18 Specific Gravity and Absorption of Fine Aggregate ___________________________ 18

(ASTM C 127 ─ 88) _____________________________________________________ 18

Experiment Report (04) _______________________________________ 22 Unit Weight and Voids of Coarse Aggregates in Its Compacted Condition ________ 22

(ASTM C 29 / C 29M ─ 07) _______________________________________________ 22

Experiment Report (05) _______________________________________ 26 Sieve Analysis of Fine & Coarse Aggregates _________________________________ 26

(ASTM C 136 ─ 84a) ____________________________________________________ 26

Experiment Report (06) _______________________________________ 34 Unit Weight of Fresh Concrete ____________________________________________ 34

(ASTM C 138 ─ 81) _____________________________________________________ 34

Experiment Report (07) _______________________________________ 37 The Slump of Hydraulic Cement Concrete __________________________________ 37

(ASTM C 143 ─ 89a) ____________________________________________________ 37

Experiment Report (08) _______________________________________ 41 Production of Concrete Specimens _________________________________________ 41

(ASTM C 31 ─ 84) ______________________________________________________ 41

Experiment Report (09) _______________________________________ 43 Density of Hardened Concrete ____________________________________________ 43

(ASTM C 642 ─ 13) _____________________________________________________ 43

Experiment Report (10) _______________________________________ 44 The Compressive Strength of Cubic Concrete Specimens ______________________ 44

(BS 1881: Part 116: 1983) ________________________________________________ 44

Experiment Report (11) _______________________________________ 51 Destructive Test (Core Test) ______________________________________________ 51

(C 42 / C 42M ─ 04) _____________________________________________________ 51

Experiment Report (12) _______________________________________ 54 Steel Tensile Test _______________________________________________________ 54

(ASTM A 370 ─ 03a) ____________________________________________________ 54

Experiment Report (13) _______________________________________ 59 Steel Bend and Re-bend Test ______________________________________________ 59

(ASTM E 290 ─ 14) _____________________________________________________ 59

Experiment Report (14) _______________________________________ 61 Tiles Tests _____________________________________________________________ 61

(PS-13: March 1997) ____________________________________________________ 61

Preface

At the field of civil engineering, there are various tests of the investigation

of materials and methods that can be used to satisfy the needs of the requirements

for a project. For example, shelter is provided for through housing; dwellings are

built in accordance with a method that is appropriate for the material selected,

the method of construction changing with the material.

A step-by-step reports guide on the basic tests performed in Materials

Laboratory. Testing supports procedural steps and demonstrates specific

standards. It also covers how to properly present data and a report document,

containing numerical examples and figures. The information presented is based

on different adopted specification codes, such as the American Society for

Testing and Materials (ASTM) standards, the British Standards (BS), and the

Palestinian Standards (PS). Furthermore, this PDF deck demonstrates fourteen

different laboratory tests that an Architect should be aware of them, and grasp

each one comprehensively.

Engr. Yasser M. Almadhoun

Civil Engineering

Fall 2016 MATERIALS LABORATORY FOR ARCHITECTS: REPORTS WITH NOTES

ENGR. YASSER M. ALMADHOUN | MATERIALS LABORATORY FOR ARCHITECTS: REPORTS WITH NOTES 7

Report Preparation

The report should consist of the following two parts:

(1) Cover Page:

An example will be shown in a single page.

(2) Report Contents:

Objective

A brief statement of the purpose and significance of the test should be

indicated.

Apparatus

Special equipment used should be briefly described “may include

photos”.

Procedures

The testing procedures should be described as points.

You must describe the actual procedures that done in the lab.

Do not copy the procedures from the text book.

Measurements and Readings

All the data should be written or submit ted in tabular form including the

measured data in the lab or the assumed data. Observations relating to

the behavior of the materials should be included.

Calculations

All the equations and formulas used should be cl early indicated and the

substituting in this formula should be shown. Calculations should be

properly checked.

Results

The results of the test should be summarized in tabular or graphical

form.

Discussion

There should be included a brief discussion in which attention is drawn

to the silent facts shown by the tables and diagrams. The test results

should be compared with the standard values and conclusion should be

drawn.



Comments

There should be comments on the results obtained from an experiment

based on your grasp of the knowledge.



Experiment Report (01)

Total Moisture Content

(ASTM C 566 ─ 84)

Introduction:

This report will show you how to determine the water content in an

aggregate. This experiment is known as the Total Moisture Content.

Total Moisture Content is defined as the amount of water present in the

aggregate; either inside the pores or at the surface.

The moisture comes from two sources; from the pores of the aggregate and from

the water film on the surface of the aggregate. This experiment is very important

for mix design to determine the required water cement ratio (w/c).

Objectives:

Determination of the total moisture of coarse or fine aggregates.



Apparatus:

(1) A balance; sensitive to 0.5 gm.

(2) Electrical oven at temperature 105 °C (a microwave oven was used).

(3) Container with a cover.

(4) Splitter (or Divider); required to prepare the suitable sample of aggregate.



Reducing a field sample (suitable sample) of aggregate for a sample

test:

Before going to draw the procedure of the experiment, you have to explain how

to prepare the suitable sample of the aggregate.

The amount of materials depends on the nominal maximum size of aggregate

(MAS) as given as under:

Table 1.01: Minimum mass of aggregate sample.

Maximum Aggregate Size “MAS”

(mm)

Minimum Mass of Aggregate

Sample (kg)

4.75 0.5

9.5 1.5

12.5 2

19 3

25 4

37.5 6

To obtain laboratory samples of aggregates from stockpiles.

Equipment: Shovel, Boom, and Splitter.

Procedural steps:

(1) Obtain a sample of aggregates (about 50 kg) from three places in the

Stockpile; from the top third, at the midpoint and from the bottom third

of the volume of the pile.

(2) Mix the material thoroughly by turning the entire sample three times.

(3) Place the field sample in the splitter equally. The splitter gives a number

of equally likely samples (see next figure).

(4) Repeat the previous steps until you get the required weight of the sample.

(5) This sample is to be named as a Representative Sample, and it will be

used in tests.



Procedures:

(1) We will start with the course aggregates.

(2) Prepare the suitable sample using the splitter until you get the required

weight of coarse aggregates.

(3) clean the container and record its empty weight (A).

(4) Weigh the suitable sample of aggregates and keep it in the container, and

then close the container by means of its cover.

(5) Weigh the container with its cover and the contained aggregates (B).

(6) Remove the cover, and then put the sample in the oven (microwave oven)

at 105 °C for 24 hours (to ensure that the aggregates became full dry).

(7) Remove the sample from the oven and put the cover on it, then leave it

for half an hour, and then weigh it (D).

(8) Substitute the readings in the following equation:

𝑇𝑜𝑡𝑎𝑙 𝑀𝑜𝑖𝑠𝑡𝑢𝑟𝑒 𝐶𝑜𝑛𝑡𝑒𝑛𝑡 (𝑇. 𝑀. 𝐶)(%) =𝐵 − 𝐷

𝐷 − 𝐴 ×100

𝑇𝑜𝑡𝑎𝑙 𝑀𝑜𝑖𝑠𝑡𝑢𝑟𝑒 𝐶𝑜𝑛𝑡𝑒𝑛𝑡 (𝑇. 𝑀. 𝐶)(%) =𝑊𝑤𝑒𝑡 − 𝑊𝑑𝑟𝑦

𝑊𝑑𝑟𝑦

×100

(9) Repeat the same steps for the sample of fine aggregates.

Measurements & Readings:

A = Weight of the used clean container.

B = Weight of the container with the suitable sample in wet state.

D = Weight of the container with the sample in oven dry state.

A = 151.3 gm B = 269.9 gm D = 263.4 gm

Calculations:

𝑀𝑜𝑖𝑠𝑡𝑢𝑟𝑒 𝐶𝑜𝑛𝑡𝑒𝑛𝑡 (%) =𝑊𝑤𝑒𝑡 − 𝑊𝑑𝑟𝑦

𝑊𝑑𝑟𝑦

×100

𝑀𝑜𝑖𝑠𝑡𝑢𝑟𝑒 𝐶𝑜𝑛𝑡𝑒𝑛𝑡 (%) =269.9 − 263.4

263.4 − 151.3×100 = 5.7984 %

Results & Discussion:

After all calculations which had been made, we have found that:

the total moisture content (w.c) = 5.7984 %.



Depending on the sample and the obtained result, we can confidently state

that the aggregates contain a high percentage of water. Therefore, we must

take it into consideration in mix in virtue of reducing the water cement

ratio (w/c).




Specific Gravity and Absorption of Coarse Aggregate

(ASTM C 127 ─ 88)

Introduction:

This test method covers the determination of Specific Gravity and

Absorption of course aggregates. The specific gravity may be expressed as bulk

specific gravity (bulk specific gravity, SSD, and bulk specific gravity, OD), or

apparent specific gravity. The bulk specific gravity and absorption are based on

aggregate after 24 hour of soaking in water.

Objectives:

Determination of the Specific Gravity and Absorption of course aggregates.

Materials:

(1) Coarse aggregate; must be sampled using sample splitter.

(2) The weight of the sample depends on the nominal maximum size (MAS) of

aggregates, as explained earlier.

Apparatus:

(1) Sample splitter.

(2) A balance; sensitive to 0.5 gm, with a wire basket.



(3) Sieves 4.75 mm (No. 4) or other sizes as needed.

Reducing a field sample (suitable sample) of aggregate for a sample

test:

Before going to draw the procedure of the experiment, you have to explain how

to prepare the suitable sample of the aggregate.

The amount of materials depends on the nominal maximum size of aggregate

(MAS) as given as under:



(mm)

Minimum Mass of Aggregate

Sample (Kg)

12.5 or less 2

19 3

25 4

37.5 5

50 8



Procedures:

(1) Firstly, take the sample of aggregates using the sample splitter.

(2) Then use the sieves to get the coarse aggregate.

(3) Remove any impurities by washing the aggregate.

(4) Put the sample in the oven at 105 °C for 24 hours.

(5) Immerse the aggregate for 24 hours in water at 23 °C.

(6) Dry the surface of the aggregate by using piece of cloth, but avoid the

evaporation of the inside water.

(7) Take the required weight of the sample in its SSD (saturated surface dry)

condition (B).

(8) Weigh the SSD sample in water (C).

(9) Dry the test sample to constant weight at a temperature of 110 ± 5 °C,

cool it in air at room temperature for 1–3 hours or until the aggregate has

cooled to a temperature that is comfortable to handle, and weigh the

sample (A).


(1) Specific Gravity:

a) Bulk Specific Gravity: calculate the bulk specific gravity as follows:

𝐵. 𝑆. 𝐺(𝑂𝐷) =𝐴

𝐵 – 𝐶 =

𝑊𝑂𝐷

𝑊𝑆𝑆𝐷 − 𝑊𝑆𝑢𝑏

𝐵. 𝑆. 𝐺(𝑆𝑆𝐷) =𝐵

𝐵 – 𝐶 =

𝑊𝑆𝑆𝐷


b) Apparent Specific Gravity: calculate the apparent specific gravity as

follows:

𝐴. 𝑆. 𝐺 =𝐴

𝐴 – 𝐶 =

𝑊𝑂𝐷

𝑊𝑂𝐷 − 𝑊𝑂𝐷

Where:

A = weight of the oven-dry sample in air (gm).

B = weight of the SSD sample in air (gm).

C = weight of the saturated sample in water (gm).

(2) Absorption: calculate the percentage of absorption as follows:



𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛(%) =𝐵 − 𝐴

𝐴 ×100 =

𝑊𝑆𝑆𝐷 − 𝑊𝑂𝐷

𝑊𝑂𝐷

×100

A = 942.8 gm B = 957.3 gm D = 591.3 gm

Calculations:

𝐵. 𝑆. 𝐺(𝑂𝐷) =𝑊𝑂𝐷


=942.8

957.3 − 591.3 = 2.576

𝐵. 𝑆. 𝐺(𝑆𝑆𝐷) =𝑊𝑆𝑆𝐷


=957.3

957.3 − 591.3 = 2.616

𝐴. 𝑆. 𝐺 =𝑊𝑂𝐷

𝑊𝑂𝐷 − 𝑊𝑆𝑢𝑏

=942.8

942.8 − 591.3 = 2.6822

𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 (%) =𝑊𝑆𝑆𝐷 − 𝑊𝑂𝐷

𝑊𝑂𝐷

=957.3 − 942.8

942.8 = 1.538 %



B.S.G (OD) = 2.576

B.S.G (SSD) = 2.616

A.S.G = 2.6822

Absorption = 1.538 %

Comments:

The previous results are useful for mix design in virtue of controlling the

properties of concrete.




Specific Gravity and Absorption of Fine Aggregate

(ASTM C 127 ─ 88)

Introduction:

This test method covers the determination of Specific Gravity and

Absorption of fine aggregates. The specific gravity may be expressed as bulk

specific gravity (bulk specific gravity, SSD, and bulk specific gravity, OD), or

apparent specific gravity. The bulk specific gravity and absorption are based on

aggregate after 24 hour of soaking in water.

Objectives:

The objective of this test is to determine the bulk (dry, saturated surface dry),

and apparent specific gravity and absorption of fine aggregate.

Materials:

(1) Fine aggregate, must be sampled using sample splitter.

(2) The weight of the sample depends on the nominal maximum size

(MAS) of the aggregate, as explained earlier.

Apparatus:

(1) A balance.

(2) Pycnometer.

(3) A metal conic mold.

(4) Tamper of 25 mm diameter.

(5) Drying oven (110 ± 5 C°).

(6) Sample container.



Procedures:

(1) Weigh about 1.0 kg of aggregates.

(2) Immerse the sample for 24 ± 4 hours.

(3) Take the sample from water and dry its surface by means of a warm air

current through stir frequently.

(4) To know if the sample reaches SSD, you should put it in a cone and let a

tamper of 25 mm diameter to fall freely on the sample for about 25 times,

then remove the cone and see if there is a partial collapse, so the sample

has reached the SSD condition, or if it still takes the shape of then cone,

you have to repeat the drying and tamping over and over until you reach

the SSD condition.

(5) After reaching the SSD condition, take a partial sample of that sample and

weigh it to get (WSSD).

(6) Put that sample in Pycnometer and fill the Pycnometer to appropriate

level.

(7) Shake the pycnometer or use suction to eliminate all air bobbles, then fill

the pycnometer to its full capacity, weight the pycnometer so we get

(Wpws).

(8) Weight the pycnometer full with water.

(9) Put the sample in oven (110 ± 5 °C) for 24hrs.then weights it we get WOD.




(1) Specific Gravity:

a) Bulk Specific Gravity: calculate the bulk specific gravity as follows:

𝐵. 𝑆. 𝐺(𝑂𝐷) = 𝐴

( 𝐵 + 𝐶 − 𝐷 )=

𝑊𝑂𝐷

(𝑊𝑃𝑊 + 𝑊𝑆𝑆𝐷 − 𝑊𝑃𝑊𝑆)

𝐵. 𝑆. 𝐺(𝑆𝑆𝐷) =𝐶

( 𝐵 + 𝐶 − 𝐷 ) =

𝑊𝑂𝐷

( 𝑊𝑃𝑊 + 𝑊𝑆𝑆𝐷 − 𝑊𝑃𝑊𝑆)

b) Apparent Specific Gravity: calculate the apparent specific gravity as

follows:

𝐴. 𝑆. 𝐺 = 𝐴

( 𝐵 + 𝐴 − 𝐷 ) =

𝑊𝑂𝐷

( 𝑊𝑃𝑊 + 𝑊𝑂𝐷 − 𝑊𝑃𝑊𝑆)

Where:

A = weight of oven dried test sample in air, gm.

B = weight of pycnometer filled with water to calibration mark, gm.

C = weight of SSD sample in air, gm (prior to placement in pycnometer).

D = weight of pycnometer with specimen and water to calibration mark, gm.

(2) Absorption: calculate the percentage of absorption as follows:

𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛(%) =𝐵 − 𝐴

𝐴 ×100 =

𝑊𝑆𝑆𝐷 − 𝑊𝑂𝐷

𝑊𝑂𝐷

×100

A = 461.1gm B = 1785 gm C = 463.4gm D = 2074.1gm

Calculations:

𝐵. 𝑆. 𝐺 (𝑂𝐷) =461.1

1785 + 463.4 − 2074.1= 2.6454

𝐵. 𝑆. 𝐺 (𝑆𝑆𝐷) =463.4

1785 + 463.4 − 2074.1= 2.6586

𝐴. 𝑆. 𝐺 =461.1

1785 + 461.1 − 2074.1= 2.6808



𝐴𝑏𝑠𝑜𝑟𝑝𝑡𝑖𝑜𝑛 (%) =463.4 − 461.1

461.1×100 = 0.4988 %



B.S.G (OD) = 2.6454

B.S.G (SSD) = 2.6586

A.S.G = 2.6808

Absorption (%) = 0.4988 %

Comments:

These results support us with important information which are needed in

mix design and controlling the properties of concrete.

Hope you make an area of place and time for letting us do the next

experiments on our own.




Unit Weight and Voids of Coarse Aggregates in Its Compacted

Condition

(ASTM C 29 / C 29M ─ 07)

Introduction:

This report will show you how to determine the unit weight of coarse and

fine aggregates (not more than 100 mm in size) in its compacted condition, and

the calculation of voids in aggregates.

Objectives:

Calculations of the unit weight and the voids in fine and coarse aggregates.

Apparatus:

(1) A sensitive balance.

(2) Shovel or scoop.

(3) A cylindrical container and metal rod; capacity shall conform to the limit

adopted from the table below:



(mm) Capacity of Measure (m3)

12.5 2

25 4

37.5 5

100 8



Procedures:

(A) Calibration of the measure:

(1) Firstly, fill a container with water at room temperature.

(2) Get out all the bubbles of water; to keep the water alone in the

container.

(3) Select the weight of the water in the container.

(4) Finally, find the volume of water (V) using the following table; to

know the density:


Density of Water


(mm) Capacity of Measure (m3)

15.6 999.01

18.3 998.54

21.1 997.97

23 997.54

23.9 997.32

26.7 996.59

29.4 995.83

(B) Procedures of the test:

(1) Weigh the cylinder while it is empty (T).

(2) Use the scoop to fill the pot with aggregate on three layers: each

layer tamped 25 times and the third layer must fill to the surface of

the pot.

(3) Calculate the weight of the container while it is full, and then find

the aggregate weight (G).


1- Unit Weight: calculate the unit weight using the following formula:

𝑀𝑂𝐷 =(𝐺 − 𝑇)

𝑉=

𝑊𝐹𝑢𝑙𝑙 − 𝑊𝐸𝑚𝑝𝑡𝑦

𝑉𝐶𝑦𝑙𝑖𝑛𝑑𝑒𝑟

Where:

M = unit weight of the aggregate (kg/m3)



G = weight of the aggregate plus the cylinder (kg)

T = weight of the empty cylinder (kg)

V = volume of the cylinder (m3)

NB: The unit weight determined by this test method is for aggregate in an oven-

dry condition. For the unit weight of aggregate for the SSD condition.

𝛾𝑆𝑆𝐷(kg/m3) = 𝛾𝐷𝑟𝑦×(1 +𝐴

100)

Where:

A = % absorption.

(A) Coarse aggregate:

𝑉𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑚𝑜𝑙𝑑 (𝑉) =𝑚𝑎𝑠𝑠

𝑑𝑒𝑛𝑠𝑖𝑡𝑦 =

997

997.3= 10 𝐿𝑖𝑡𝑒𝑟𝑠

𝑊𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡ℎ𝑒 𝑚𝑜𝑙𝑑 (𝑇) = 7580 𝑔𝑚

𝑇𝑜𝑡𝑎𝑙 𝑤𝑖𝑒𝑔ℎ𝑡 𝑜𝑓 𝑐𝑜𝑎𝑟𝑠𝑒 𝑎𝑔𝑔𝑟𝑒𝑔𝑎𝑡𝑒 𝑎𝑛𝑑 𝑚𝑜𝑙𝑑 (𝐺) = 22820 𝑔𝑚

𝑊𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑐𝑜𝑎𝑟𝑠𝑒 𝑎𝑔𝑔𝑟𝑒𝑔𝑎𝑡𝑒 = 𝐺 − 𝑇 = 15240 𝑔𝑚

𝑀𝑂𝐷 =𝐺 − 𝑇

𝑉 =

22820 − 7580

10= 1524 𝑘𝑔/𝑚3

(B) Fine aggregate:

𝑉𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑚𝑜𝑙𝑑 = (𝜋

4) ×(0.15)2×(0.15) = 0.00265 𝑚3

𝑊𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝑡ℎ𝑒 𝑚𝑜𝑙𝑑 (𝑇) = 8.340 𝑘𝑔

𝑇𝑜𝑡𝑎𝑙 𝑤𝑒𝑖𝑔ℎ𝑡 𝑜𝑓 𝐹𝑖𝑛𝑒 𝑎𝑔𝑔𝑟𝑒𝑔𝑎𝑡𝑒 𝑎𝑛𝑑 𝑚𝑜𝑙𝑑 (𝐺) = 12.635 𝑘𝑔

𝑀𝑂𝐷 =𝐺 − 𝑇

𝑉=

12.635 – 8.34

0.00265= 1620.75 𝑘𝑔/𝑚3

2- Void Content: calculate the void content in the aggregate using the unit

weight determined earlier as follows:

𝑉𝑜𝑖𝑑𝑠 (%) = 𝑆×𝑊 − 𝑀

𝑆×𝑊 ×100 = 1 − (

𝑈. 𝑊

𝐵. 𝑆. 𝐺 × 𝐷𝑒𝑛𝑠𝑖𝑡𝑦𝑤𝑎𝑡𝑒𝑟

) ×100

Where:



S = bulk specific gravity (from Experiment Report (1)).

W = density of water (1000 kg/m3).

From the previous reports:

𝑊(𝑑𝑒𝑛𝑠𝑖𝑡𝑦 𝑜𝑓 𝑤𝑎𝑡𝑒𝑟) = 997.3 𝑘𝑔/𝑚3

(A) Coarse aggregate:

𝐵. 𝑆. 𝐺 (𝑂𝐷) = 2.576

𝑉𝑜𝑖𝑑𝑠 (%) =(2.616)(997.3) − (1524)

(2.576)(997.3)×100 = 42.23 %

(B) Fine aggregate:

𝐵. 𝑆. 𝐺 (𝑂𝐷) = 2.6454

𝑉𝑜𝑖𝑑𝑠 (%) =(2.6454)(997.3)– (1620.75)

(2.6454 )(997.3)×100 = 38.57 %



The unit weight of coarse aggregate equal 1524 kg/m3.

Voids content equals to 42.23 % from total volume for coarse aggregate.

The unit weight of fine aggregate equal 1620.75 kg/m3.

Voids content equals to 38.57 % from total volume for fine aggregate.

Comments:

Normal-Weight aggregate density ranges from 1280 to 1920 kg/m3.

Therefore, the obtained value for the unit weight of the sample aggregate

is acceptable.

Voids content equals 42.23 % which is a large percentage.




Sieve Analysis of Fine and Coarse Aggregates

(ASTM C 136 ─ 84a)

Introduction:

This report will show you how to determine the gradation for an

aggregate. This experiment is also known as Sieve Analysis Test of fine and

coarse aggregates.

Sieve Analysis Test is a procedure by which aggregate is to be separated into

fine material and coarse material by means of a set of woven or perforated

surfaces. The proportion of different size particles is recorded, and thus this

record the conclusion of the analysis.

Sieves have been named by:

(1) Size (longitude of sieve opening).

(2) Number of squares on the 1 inch.

Fineness Modulus is an empirical factor obtained by adding the total

percentages of a sample of aggregate retained on each of a specified set of sieves,

and dividing the sum by 100.

The same value of fineness modulus may be obtained for several different

particle-size distributions. In general, a small value indicates a fine material

while a large value indicates a coarser material. The value for fine aggregate

commonly ranges from 2.3 to 3.1 and for coarse aggregate from 6.50 to 8.00

when all the material is finer than the 1 1/2-inch (38.1-mm) sieve. A combination

of fine and coarse aggregate has an intermediate value.

Types of gradation:

(1) Well-graded (Figure 5.01).

(2) Gap graded (Figure 5.02).

(3) Poorly-graded (Figure 5.03) (see next page).



Objectives:

Determination of the particle size distribution of fine and coarse aggregates by

the sieving procedure in order to determine how an aggregate is graded.

Apparatus:


(2) Drying oven.

(3) Mechanical shaker (or even by shaking by hands).

(4) A set of sieves.

Figure 5.01 Figure 5.02 Figure 5.03



Table 5.01: Correction factors for different L/D ratios.

No 100 50 30 16 8 4 3/8'' 1/2'' 3/4'' 1'' 1.5''

mm 0.15 0.3 0.6 1.18 2.36 4.75 9.5 12.5 19 25.4 37.5

Procedures:

(1) Let us start with the course aggregate.

(2) Take a sample of coarse aggregate by the amount that has been shown in

Table 1.01.

(3) Wash the sample of aggregate on sieve No. 200 to clean it.

(4) Put the sample in the oven to dry it at 110 ± 5 ºC for 24 ± 4 hour.

(5) Get the aggregate out of the oven then weigh it in its oven dry state (m).

(6) Rank the sieves from the lowest-opening sieve to the largest-opening

sieve (a set of sieves from 4.75 mm – 37.5 mm were used in this

experiment).

(7) Put the sample on the top sieve slowly (the largest sieve).

(8) Shake the set of sieves by hands hard to ensure that all retained aggregate

is larger than the sieve opening.

(9) Weigh the retained aggregate on each sieve (mi).

(10) Record the readings as shown as in Table 5.01.

(11) Repeat the same steps for the fine aggregate sample as shown as in Table

5.02.

(12) Calculate the fineness modulus for the fine aggregate sample using the

following formula:

𝐹𝑖𝑛𝑒𝑛𝑒𝑠𝑠 𝑀𝑜𝑑𝑢𝑙𝑢𝑠

= ∑𝑐𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑟𝑒𝑡𝑎𝑖𝑛𝑒𝑑 𝑤𝑒𝑖𝑔ℎ𝑡 𝑜𝑛 𝑠𝑡𝑎𝑛𝑑𝑎𝑟𝑑 𝑠𝑖𝑒𝑣𝑒𝑠

100

(13) Combine the results as shown as in Table 5.03.


(A) For the coarse aggregate:

Total sample weight (m) = 3110 gm.



Table 5.02: Weights of the retained coarse aggregate on each sieve.

Sieve Size (mm) Sieve No. (#) Cumulative Retained

(gm)

75 3 0

50 2 0

37.5 1 ½ 0

25 1 0

19 ¾ 0

12.5 ½ 1125

9.5 3/8 1730

4.75 4 3110

(B) For the fine aggregate:

Total weight of coarse aggregate (m) = 834.7 gm.

Table 5.03: Weights of the retained fine aggregate on each sieve.

Sieve Size (mm) Sieve No. (#) Cumulative Retained

(gm)

1.18 16 737.7

0.6 30 754.5

0.425 40 764.7

0.3 50 768.3

0.15 100 784.9

0.075 200 816.2

Pan − 834.7

Calculations:

𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑅𝑒𝑡𝑎𝑖𝑛𝑑 (%) =𝑊(𝑠𝑖𝑒𝑣𝑒 𝑟𝑒𝑡𝑎𝑖𝑛𝑖𝑛𝑔𝑠)

𝑊(𝑡𝑜𝑡𝑎𝑙)×100

𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑃𝑎𝑠𝑠𝑖𝑛𝑔 (%) = 100 − 𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑅𝑒𝑡𝑎𝑖𝑛𝑑

(A) For the coarse aggregate:

Total weight of coarse aggregate = 3110 gm.

For example: for sieve size 12.5 mm:

𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑅𝑒𝑡𝑎𝑖𝑛𝑑 (%) =1125

3110×100 = 36.17 %



𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑃𝑎𝑠𝑠𝑖𝑛𝑔 (%) = 100 − 36.17 = 63.83 %

Table 5.04: Sieves procedural calculations for the coarse aggregate.

Sieve Size

(mm) Sieve No. (#)

Cumulative

Retained

(gm)

Cumulative

Retained

(%)

Cumulative

Sample

Passing

(%)

75 3 − − −

50 2 − − −

37.5 1 ½ 0 0.00 100.00

25 1 0 0.00 100.00

19 ¾ 0 0.00 100.00

12.5 ½ 1125 36.17 63.83

9.5 3/8 1730 55.63 44.37

4.75 4 3110 100.00 0.00

(B) For the fine aggregate:

Total weight of fine aggregate = 835.9 gm.

For example: sieve size 0.3 mm:

𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑅𝑒𝑡𝑎𝑖𝑛𝑑 (%) =768.3

834.7×100 = 92.05 %

𝐶𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑃𝑎𝑠𝑠𝑖𝑛𝑔 (%) = 100 − 92.05 = 7.95 %

Table 5.05: Sieves procedural calculations for the fine aggregate.

Sieve Size

(mm) Sieve No. (#)

Cumulative

Retained

(gm)

Cumulative

Retained

(%)

Cumulative

Sample

Passing

(%)

2 10 737.7 88.38 11.62

1.18 16 754.5 90.39 9.61

0.6 30 761.4 91.22 8.78

0.425 40 764.7 91.61 8.39

0.3 50 768.3 92.05 7.95

0.15 100 784.9 94.03 5.97

0.075 200 816.2 97.78 2.22

Pan – 834.7 100.00 0.00



(C) For the mix of aggregate:

Total weight of mix of aggregate = 3950.9 gm.

Table 5.06: Sieves procedural calculations for the mix of aggregate.

Sieve Size

(mm) Sieve No. (#)

Cumulative

Retained

(gm)

Cumulative

Retained

(%)

Sample

Passing

(%)

75 3 0 0.00 100.00

50 2 0 0.00 100.00

37.5 1 ½ 0 0.00 100.00

25 1 0 0.00 100.00

19 ¾ 0 0.00 100.00

12.5 ½ 1125 36.12 63.88

9.5 3/8 1730 55.54 44.46

4.75 4 3110 99.84 0.16

2 10 737.7 88.25 11.75

1.18 16 754.5 90.26 9.74

0.6 30 761.4 91.09 8.91

0.425 40 764.7 91.48 8.52

0.3 50 768.3 91.91 8.09

0.15 100 784.9 93.90 6.10

0.075 200 816.2 97.64 2.36


=∑𝑐𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑟𝑒𝑡𝑎𝑖𝑛𝑒𝑑 𝑤𝑒𝑖𝑔ℎ𝑡𝑠 𝑜𝑛 𝑠𝑡𝑎𝑛𝑑𝑎𝑟𝑑 𝑠𝑖𝑒𝑣𝑒𝑠

100


= ∑𝑐𝑢𝑚𝑢𝑙𝑎𝑡𝑖𝑣𝑒 𝑟𝑒𝑡𝑎𝑖𝑛𝑒𝑑 𝑜𝑛(0.15, 0.30, 0.60, 1.18, 2.36,4.75)

100

𝐹𝑖𝑛𝑒𝑛𝑒𝑠𝑠 𝑀𝑜𝑑𝑢𝑙𝑢𝑠 = 99.84 + 88.25 + 90.26 + 91.09 + 91.48 + 91.91

100= 5.5525 (𝑣𝑒𝑟𝑦 𝑐𝑜𝑎𝑟𝑠𝑒)

Charts & Analysis:

After the analysis of the data. Charts had been drawn in logarithm scales by

means of any helping program. The Microsoft Office Excel was used in this

report (see the charts below).



Chart 5.01: Sieve analysis for the coarse aggregate.

Chart 5.02: Sieve analysis for the fine aggregate.



Chart 5.03: Sieve analysis for the mix of aggregate.



For coarse aggregate:

The relationship between the sieves sizes and the percent

passing for the coarse aggregate is represented in the Chart

5.01.

For fine aggregate:

The relationship between the sieves sizes and the percent

passing for the fine aggregate is represented in the Chart

5.02.

Fineness Modulus = 5.593

Comments:

The fineness modulus of the fine aggregate sample is too big which means

that this aggregate is not suitable for mixing. Therefore, the aggregate is

very coarse.

The aggregate samples are not suitable options for a dense concrete.




Unit Weight of Fresh Concrete

(ASTM C 138 ─ 81)

Introduction:

The Unit Weight (U.W) can be defined as the weight of a unit volume

of concrete mix.

Unit Weight is a necessary measurement for fresh concrete since it can help:

— for concrete mix design and how to design shattering.

— it can also help in the determination of the distances between joints

or columns.

Objectives:

Determination of the Unit Weight of a sample of fresh concrete.

Apparatus:

(1) Tamper rod.

(2) Scoop or shovel.


(4) Mallet.

(5) Measure: a cylindrical container with a capacity as in Table 6.01:



Table 6.01: Capacity of the measure used.

M.A.S (mm) Capacity of measure (liter)

25 6

25 6

38 11

50 14

Procedures:

(1) Firstly, secure a sample.

(2) Then fill one-third of the measure by fresh concrete (layer 1), and tamp it

25 times.

(3) After that fill two-third of the measure by fresh concrete (layer 2), and tamp

it 25 times.

(4) Fill the measure completely and level its surface using the mallet and then

tamp it 25 times.

(5) After tamping: if any spaces encountered, tap the sides of the measure 10

times by the mallet.

(6) Scrape the excess concrete on the exterior surface of the measure.

(7) Weigh the measure filled with the fresh concrete (WA), and weigh the

measure only while it is empty (WB).


𝑈𝑛𝑖𝑡 𝑊𝑒𝑖𝑔ℎ𝑡 = 𝑊𝐴 − 𝑊𝐵

𝑉

Where:

WA: weight of the measure filled with fresh concrete.

WB: weight of the measure only.

V: volume of the measure.

Wmold+concrete = 24520 gm

Wmold = 6470 gm

Volume = 10 liter



Calculations:

𝑈𝑛𝑖𝑡 𝑊𝑒𝑖𝑔ℎ𝑡 = ( 24520 – 6470 )×10−3

10×10−3= 1805 𝑘𝑔/𝑚3



The unit weight equals to 1805 gm/cm3.

Comments:

The presence of entrained air bubbles affects the unit weight, since air

contributes to the measure volume but not to measure weight.




The Slump of Hydraulic Cement Concrete

(ASTM C 143 ─ 89a)

Introduction:

This experiment is used in determining the slump of freshly mixed

concrete, which is an approximate measure of workability. The test may be done

in laboratory and in field.

Types of slump:

There are three types of slump that may occur in a slump test namely, true slump,

shear slump and collapse slump.

(i) True Slump refers to the general drop of the concrete mass evenly all

around without disintegration.

(ii) Shear Slump indicates that the concrete lacks cohesion. It may undergo

segregation and bleeding and thus it is undesirable for the durability.

(iii) Collapse Slump indicates that concrete mix is too wet. Therefore, the

mix is regarded as harsh and lean.

Objectives:

Determination of the slump value of a sample of freshly mixed concrete.



TABLE 7.01: Types of slump.

Consistency grade Slump (mm) Recommended method

of compaction

Stiff, Kl 0 – 60 Mechanical compaction

like vibration

Plastic, K2 60 – 130

Mechanical or hand

compaction (rodding or

tampering)

Flowing, K3 130 – 200 Hand compaction or no

compaction

Self-compacting, K4 ≥ 200 No compaction

TABLE 7.02: recommended slump for various types of construction.

Type of Construction

Slump

(mm) (inches)

Min Max Min Max

Reinforced foundation

walls and footings 25 75 1 3

Plain footings, caissons and

substructure walls 25 75 1 3

Beams and reinforced walls 25 100 1 4

Building columns 25 100 1 4

Pavements and slabs 25 75 1 3

Mass concrete 25 50 1 2

Apparatus:

(1) Weight and weighing devices.

(2) Tools and containers for mixing, or concrete mixer.

(3) Tamper (16 mm in diameter and 600 mm length).

(4) Ruler.

(5) Slump cone which has the shape of a frustum of a cone with the following

dimensions:

Base diameter 20 cm.



Top diameter 10 cm.

Height 30 cm.

Materials thickness at least 1.6 mm.

Procedures:

(1) Firstly, put the sample which has been represented in the previous tests.

(2) Take the cone and put it on a flat surface (a plate) that does not absorb

water.

(3) During putting the specimen, keep to hold the cone clearly.

(4) Then, fill the mold (or the cone) on three layers.

(5) Each layer has to be stroked uniformly 25 times by 16 mm rod.

(6) Level the top surface by a flat trowel and clean the plate.

(7) As soon as lift the mold up (or the cone) vertically.

(8) Finally, measure the slump value which is the difference between the top

of the cone and the center of the top surface of the concrete pile.


Slump value = Cone height (30 cm) – height of the sample after subsidence.

Slump value = 12 cm.



Comments:

During tamping, we kept the rod just penetrates into the underlying layer.

The previous steps should be finished in less than 2.5 minutes.

This slump value indicates that the mix is not workable adequately.

If we make the slump test after a period of time, we will note that this

value will decrease, because of the time-temperature agent.




Production of Concrete Specimens

(ASTM C 31 ─ 84)

Introduction:

This experiment aims at producing concrete specimens for tests. Those

tests are to be applied to a hardened concrete specimen which has to be produced

according to a procedure adopted by various codes.

Objectives:

Production of specimens by the specified procedures for the comparison with the

specifications in other tests in order to gain more confidence of those tests

results.

Apparatus:

(1) Tamping rod.

(2) Scoop.

(3) Molds: there are two kinds of molds:

B.S molds:

(10×10×10) cm {2 layers with 25 strokes on each layer}.

(15×15×15) cm {3 layers with 35 strokes on each layer}.

ASTM molds:

Cylinder with 15 cm diameter, 30 cm length.

{3 layers with 25 strokes on each layer}.

Procedure:

(1) B.S molds were used for producing the specimens.

(2) Place specimens in moist temperature room with temperature of 23 ± 1.7

°C until the moment of a test.

(3) Demold the specimens after 24 hours of curing.

Comments:

At the next experiments, tests will be done on the specimens that had been

produced as per the adopted specifications, and they will be used for



obtaining some important results in virtue of doing some tests and

calculations.




Density of Hardened Concrete

(ASTM C 642 ─ 13)

Introduction:

The determination of the density of hardened concrete is very important,

which is useful to know the own weight of the structure elements. Furthermore,

the increasing of concrete own weight indicates increasing of concrete own

strength.

Objectives:

Determination of the density of hardened concrete.

Apparatus:


(2) Caliper.

Procedures:

(1) Get the sample out of the water tank.

(2) Measure its dimensions using the caliper.

(3) Weigh the sample by means of the sensitive balance to get its mass (m).

(4) Calculate the density of the concrete specimen using the following

equation:

𝜌 =𝑚

𝑉

NB: Calculations of the density of hardened concrete are contained in the next

experiment report. It will be calculated for each concrete specimen in sequence.




The Compressive Strength of Cubic Concrete Specimens

(BS 1881: Part 116: 1983)

Introduction:

Compressive strength test results are primarily used to determine that the

concrete mixture as delivered meets the requirements of the specified strength

𝑓𝑐′ in the job specification. Strength test results from cast cylinders may be used

for quality control, acceptance of concrete, estimating the concrete strength in a

structure for the purpose of scheduling construction operations such as form

removal, or for evaluating the adequacy of curing and protection afforded to the

structure. Cylinders tested for acceptance and quality control are made and cured

in accordance with procedures described for standard-cured specimens in ASTM

C31 Standard Practice for Making and Curing Concrete Test Specimens in the

Field. For estimating the in-place concrete strength, ASTM C 31 provides

procedures for Field-Cured Specimens.

Objectives:

Determination of the compressive strength of cubic concrete specimens.

Definitions:

Compressive Strength: capacity of material to withstand compressive

normal forces.

𝑓𝑐′ =𝑃

𝐴

Where:

P = maximum load.

A = the cross sectional area of the specimen.

Density of Concrete: mas of hardened concrete in a unit volume.

𝜌 =𝑚

𝑉



Where:

ρ: density of concrete specimen.

m: mass of the sample.

V: volume of the sample.

Apparatus:

(1) Testing machine.

(2) A balance of an accuracy of 0.1% of the weight of the sample.

Procedures:

i. Preparation of concrete:

(1) Mix proportions as follows:

Cement Fine aggregate Coarse aggregate Water

1.0 2.0 4.0 0.5



(2) Add the coarse aggregate with some of the mixing water and then run the

mixer.

(3) Add the fine aggregate, cement and the rest of the water while the mixer

is running.

(4) Left the mixer running for 3 minutes after adding all materials, then rest

the mixer for 3 minutes and then mix for 2 minutes.

NB: cover the mixer during the rest period.

(5) Obtain the mix concrete, and put it into a clean pan then remix it using a

shovel to eliminate segregation.

ii. Preparation of cubes:

For the cube of 15 cm: Figure 10.01

(1) Fill the cube on three layers.

(2) Fill the first layer of the cube (one third of the cube height) and tamp it 35

strokes distributed uniformly on the whole surface of the cube by using a

tamper (2.5 cm × 2.5 cm).

(3) Fill the second layer and the last layer and tamp each one as likely as the

first layer.

(4) Level the surface of the cube using the trowel.

(5) Left the cube for 24 hours in a wet place (humid air).

(6) Put the cubes in the curing bowl until you do the test.

(7) Bring the cubes before 15 minutes from making the test and dry their

surfaces.

For the cube of 10 cm: Figure 10.02

(1) Fill the cube on two layers.

(2) Fill the first layer of the cube (half of the cube height) and tamp it 25

strokes distributed uniformly on the whole surface of the cube using a

tamper (2.5 cm × 2.5 cm).

(3) Fill the second layer and tamp it as likely as the first layer.

(4) Level the surface of the cube using the trowel.

(5) Left the cube for 24 hours in a wet place (humid air).

(6) Put the cubes in the curing bowl until you do the test.

(7) Bring the cubes before 15 minutes from making the test and dry their

surfaces.



iii. Breaking of the cubes: Figure 10.01 & Figure 10.02

(1) Measure the average length (L) of the sample.

(2) Calculate the volume of the cubes in m3 as follows:

𝑉 = 𝐿×𝑤×ℎ

(3) Weigh the cubes (W10-cm-cube, W15-cm-cube).

(4) Put the cubes in the compressive testing machine, and take into

consideration breaking on the leveled surface by a tamper is prevented.

(5) Record the maximum load when the cube breaks (Pcom).

(6) Compute the compressive strength of the concrete using the following

equation:

𝑓𝑐′ =𝑃

𝐴

(7) Compare the results with the ASTM specifications which are shown in

the following table:

Table 10.01: Minimum percent compressive strength acquired after n days.

Age of Specimen (n days) Minimum 𝒇𝒄′ of 𝒇𝒄′ (28 days)

3 (40 – 50) %

7 (65 – 70) %

14 (80 – 90) % ≃ 85 %




The results of testing each three cubic specimens should be arranged in a table

as shown below:

Table 10.02: Sample record table.

Cube No. Load (KN) Compressive Strength

(MPa)

However, here we used only one cubic specimen from each type for testing, and

the results were as below:

For the cube of 10 cm For the cube of 15 cm

NB: The rate of loading = 6 KN/second.



Calculations:

a. For the cube of 15 cm:

𝐴 = 15.2×15 = 288 𝑐𝑚2 = 228×10−4 𝑚2

𝑉 = 15.2×15×15 = 3420 𝑐𝑚3 = 3420×10−6 𝑚3

𝜌 =7.990

3420×10−6= 2336.2573 𝑘𝑔/𝑚3

𝑓𝑐′ =552.110 ×103

228×10−4= 24.2154×106 𝑁/𝑚2 = 24.2154 𝑀𝑃𝑎

𝑓𝑐′ = (552.110 ×103)/9.81

228= 246.8435 𝑘𝑔/𝑐𝑚2

b. For the cube of 10 cm:

𝐴 = 10.2×10 = 102 𝑐𝑚2 = 102×10−4 𝑚2

𝑉 = 10.2×10×10 = 1020 𝑐𝑚3 = 1020×10−6 𝑚3

𝜌 =2.405

1020×10−6= 2357.8431 𝑘𝑔/𝑚3

𝑓𝑐′ =169.008×103

102×10−4= 16.5694×106 𝑁/𝑚2 = 16.5694 𝑀𝑃𝑎

𝑓𝑐′ = 16.5694×0.975 = 16.1552 𝑀𝑃𝑎

𝑓𝑐′ = (169.008 ×103)/9.81

102= 168.9033 𝑘𝑔/𝑐𝑚2

𝑓𝑐′ = 168.9033×0.975 = 164.6807 𝑘𝑔/𝑐𝑚2

c. For the conversion from 10cm-cube to 15cm-cube:

𝑓𝑐′(15𝑐𝑚) = 𝑓𝑐′(10𝑐𝑚)×0.975





a. For the cube of 15 cm:

𝜌 = 2336.2573 𝑘𝑔/𝑚3

𝑓𝑐′ = 24.2154 𝑀𝑃𝑎

𝑓𝑐′ = 246.8435 𝑘𝑔/𝑐𝑚2

b. For the cube of 10 cm:

𝜌 = 2357.8431 𝑘𝑔/𝑚3

𝑓𝑐′ = 16.1552 𝑀𝑃𝑎

𝑓𝑐′ = 164.6807 𝑘𝑔/𝑐𝑚2

𝑓𝑐′𝑎𝑣𝑒𝑟𝑎𝑔𝑒

=24.2154 + 16.1552

2= 20.1853 𝑀𝑃𝑎

c. For the cylinder:

𝑓𝑐′ = 16.1552 𝑀𝑃𝑎

𝑓𝑐′ = 164.6807 𝑘𝑔/𝑐𝑚2

Comments:

The cubic concrete specimen should be subjected to loads on flat faces

whereas the external leveled surface by tamper should be excluded.

The fc' of the cube of 10 cm is less than fc' of the cube of 15 cm, which

indicates that there is a problem in the preparation procedures of the cube

of 10 cm.

This test follows the B.S specification.

The cylindrical specimen was not used for the compressive strength test.




Destructive Test (Core Test)

(C 42 / C 42M ─ 04)

Introduction:

This test method covers obtaining, preparing, and testing cores drilled

from concrete for length, compressive strength, or splitting tensile strength

determinations. This test method is not applicable to cores from shotcrete

applications.

When compressive strength tests of laboratory-cured cylinders fail to meet the

specified acceptance criteria, core tests are commonly used to verify the strength

and to obtain acceptance of the in-place (in-situ) concrete. Although, the process

of core testing may seem straightforward, there are many details that contractors

have to consider to achieve accurate results.

Conditions for concrete core sample:

(1) Use the correction factor for a cylinder sample with 1 ≤ 𝐿/𝐷 ≤ 2.

(2) Take the samples from the position of zero shear (mid of span).

(3) Age of the samples must be older than 14 days.

(4) Test is to be made after 28 days.

(5) Reduce number of reinforcing steel bars as much as possible.

(6) The existed number of reinforcing steel bars in a core sample needs a

corrections factor.

Objectives:

Determination of compressive strength of cube concrete specimens.

Apparatus:

(1) Drilled cores.

(2) Testing machine.



Procedures:

Take core sample as drawn in the following steps:

(1) Keep the core machine vertically on the surface where the sample is to be

taken.

(2) Determine the diameter of the sample for the machine and you should

work to create a sample that has 1 ≤ 𝐿/𝐷 ≤ 2.

(3) Make a cap for the sample.

a. Freshly molded cylinders:

Only neat Portland cement paste (2 – 4 hours after molding)

b. Hardened concrete core:

Highly strength gypsum plaster or neat cement paste:

Capping plates may be removed within 45 minutes with

gypsum plaster or 12 hours with neat cement.

Sulfur mortar:

Must be heated to a temperature (130 – 134 °C).

NB: The thickness of the cap must be no more than 3 mm for

durability, and it must bear the loads that the concrete specimen

resists.

(4) Put the sample in the testing machine and record the magnitude of load.

(5) Determine the compressive strength as follows:

𝑓𝑐′(𝑐𝑦𝑙𝑖𝑛𝑑𝑒𝑟) = 𝑃

𝐴×𝐶𝑜𝑟𝑟𝑒𝑐𝑡𝑖𝑜𝑛 𝐹𝑎𝑐𝑡𝑜𝑟 𝑓𝑜𝑟 (𝐿/𝐷)

𝑓𝑐′(𝑐𝑢𝑏𝑒) = 10

8×𝑓𝑐′(𝑐𝑦𝑙𝑖𝑛𝑑𝑒𝑟)



If the ratio of the specimen length to its diameter is less than 1.80, you have to

correct the result obtained by multiplying the appropriate correction factor taken

from the following table:

Table 11.01: Correction factors for different L/D ratios.

L/D 1.75 1.50 1.25 1.00

Factor 0.98 0.96 0.93 0.87

NB: Factors are applicable for normal concrete strengths from 14.4 to 42 MPa.

Comments:

For a tested cylinder fc':

fc' (average) > 0.85 fc' (a condition that is required).

fc' for each sample > 0.75 fc’ (a condition that is required).

If the core test failed, there are other solutions, such as:

Reloading.

Redesign.

Loading test.




Steel Tensile Test

(ASTM A 370 ─ 03a)

Introduction:

The most common material on construction sector besides concrete is

steel. Concrete, though it has a high compressive strength, its tensile strength is

usually much lower and mounts up to 8 – 12 % of its compressive strength. Steel,

therefore, is used in concrete structural elements to bare tensile loads and

bending moments.

The methodology of this experiment is to incrementally load a steel bar until

failure, while recording the value of the load and the change in length of the steel

bar at each stage.

Objectives:

Determination of the yield strength, ultimate strength and elongation of steel,

and to plot the stress-strain diagram.

Definitions:

Ductility:

The ability of a material to retain its initial length after the loads had been

removed within the elastic range of that material.

Yield Point:

It is the Point at which an increase in strain occurs without an increase in the

stress.

𝑓𝑦 =𝑃𝑦

𝐴

Where: A: cross sectional area of steel bar.



Ultimate Point:

It is the point at which an increase in stress occurs without an increase in the

strain.

𝑓𝑢 = 𝑃𝑢

𝐴

Elongation:

𝐸𝑙 (%) =𝐿𝑓 − 𝐿𝑖

𝐿𝑖×100

Where:

Lf: final length.

Li: initial length.

Reduction of Area:

𝑅𝐴 =∆𝐴

𝐴𝑖

×100

Modulus of Elasticity:

𝐸 =𝜎

𝜀

Reinforcing steel bars are usually manufactured in three different forms:

(1) Plain bars.

(2) Deformed bars.

(3) Plain and deformed wires (used in pre-stressed applications).

NB: The deformation in deformed steel bars is intended to increase the bonding

strength between steel and concrete and to prevent slippage of the steel

reinforcement bars.



Steel reinforcement bars are produced mainly with four different yield strengths,

shown in the table below. The grade of steel indicates its yield strength in

kilopond per square inch (ksi).

Table 12.01: Reinforcement steel yield strength.

Type σyield (psi) σyield (MPa) Grade

Type1 40,000 300 40

Type 2 50,000 350 50

Type 3 60,000 400 60

Type 4 75,000 500 75

Typical Stress-Strain Curve:



Apparatus:

(1) Universal testing machine.

(2) Dial gauge / Extensometer.

(3) Steel bar for testing.

Procedures:

(1) Get a bar of steel and measure its length which should not be less than 14

times its diameter (𝐿 ≥ 14 𝐷).

(2) Fix the ends of the bar to the grips and place the extensometer on the bar.

The distance between the extensometer ends is 20 cm (Li). Further, mark

a distance of 20 cm on the bar before starting.

(3) Apply the load with a rate.

(4) Record the load with its corresponding elongation until the specimen fails.

(5) Observe the elastic behavior, yield point, plastic behavior, necking and

failure.

NB: For the steel bar which is to be tested, the results should be as per the ASTM

specifications as given as under:

𝑌𝑖𝑒𝑙𝑑 𝑠𝑡𝑟𝑒𝑠𝑠, 𝑓𝑦 𝑓𝑦 = (400 − 520) 𝑀𝑃𝑎.

𝑈𝑙𝑡𝑖𝑚𝑎𝑡𝑒 𝑠𝑡𝑟𝑒𝑠𝑠, 𝑓𝑢 𝑓𝑢 > 500 𝑀𝑃𝑎.

𝐸𝑙𝑜𝑛𝑔𝑎𝑡𝑖𝑜𝑛, 𝐸𝑙. (%) 𝐸𝑙. < 12 %.


The results of the test were as follows:

𝑑 = 14 𝑚𝑚 (∅14)



P𝑦 = 76 𝐾𝑁

P𝑢 = 111 𝐾𝑁

L𝑖 = 20 𝑐𝑚

L𝑓 = 22 𝑐𝑚

Calculations:

𝐴𝑖 = (𝜋

4) ×𝑑2 = (

𝜋

4) ×(14)2 = 153.938 𝑚𝑚2

𝑓𝑦 = 76×103

(𝜋4

) ×(14)2= 493.705 𝑀𝑃𝑎

𝑓𝑢 = 111×103

(𝜋4

) ×(14)2= 721.069 𝑀𝑃𝑎

𝐸𝑙 (%) = 22 − 20

20×100 = 10 %



𝑓𝑦 = 493.705 MPa (ok; as per ASTM).

𝑓𝑢 = 721.069 MPa (ok; as per ASTM).

𝐸𝑙 (%) = 10 % (ok; as per ASTM).

Comments:

The result of 𝑓𝑦 falls within 400-500 MPa, so, the sample is good.

The result of 𝑓𝑢

is more than 500 MPa so, the sample is good.

The elongation of this sample = 10 %, satisfies the condition of ASTM.

So, the sample is very good.




Steel Bend and Re-bend Test

(ASTM E 290 ─ 14)

Introduction:

Bend tests for ductility provide a simple way to evaluate the quality of

materials by their ability to resist cracking or other surface irregularities during

one continuous bend. No reversal of the bend force shall be employed when

conducting these tests.

Objectives:

Determination of the elasticity and ductility of a reinforcing steel bar.

Apparatus:

(1) Bending Device.

(2) Steel bar for testing.

Procedures:

(1) Put the steel sample on the machine, then start loading until you get an

angle about 90°.

(2) Put the steel sample in the other direction, then start loading until you get

an angle about 20°.

(3) Look at the steel sample to see if there any cracks occur.



Measurements & Results:


The test that had been made, indicates that the steel bar sample succeeded in the

test, and comply to the adopted specifications (Bend to 90 and Re-bend to 20).

Comments:

The sample of reinforcing steel bar passed this test, since there no cracks

took place.




Tiles Tests

(PS-13: March 1997)

Introduction:

This test covers the methods of tiles testing which aim to know the

efficiency of tiles and their properties.

Tiles components: a tile consists of two layers:

(1) Wearing layer: which accounts a thickness of 0.5 cm.

(2) Concrete layer: which varies in thickness as the thickness of the tile

varies.

Tests for tiles:

(1) Vision test.

(2) Dimensions test.

(3) Absorption test.

(4) Flexural test.

(5) Abrasion test.

Definitions:

Absorption:

𝐴(%) =𝑊𝑆𝑆𝐷 − 𝑊𝑂𝐷

𝑊𝑂𝐷

×100

Flexural strength:

𝑓𝑐′ =3 𝑃𝐿

2𝑏𝑑2

Abrasion:

𝐴𝑏 = 𝐿𝑖 − 𝐿𝑓

Objectives:

This test covers the determination of the efficiency and the quality of tiles.



Apparatus:

(1) Flexural test machine.

(2) Abrasion test machine.

(3) Perpendicularity apparatus.

(4) Fill apparatus.

(5) Corundum sand.

Procedures:

(a) Dimension Test:

(1) Side length: measure the dimensions of the sample. The difference in

a dimension should not exceed 0.50 mm

(2) Plainness: change in tropical surface (concavity or convexity). It

should be less than 0.50 mm.

(3) Straightness: change in tropical rib. It should be less than 0.20 % by

the side length.

(4) Perpendicularity: angles of the tiles should equal 90°, whereas δ in

perpendicularity should be less than 0.34 % from the side length.

(5) Wearing layer thickness: should be more than 4 mm .

(b) Absorption Test:

(1) Put the sample in water for 24 hours, then make it in the SSD state by

drying the outer surface of the sample tile, and then weigh the sample

(WSSD).

(2) Put the sample in the oven until you get the OD state, and then weigh

the sample (WOD).

(3) Calculate the absorption using the following formula:

𝐴 =𝑊𝑆𝑆𝐷 − 𝑊𝑂𝐷

𝑊𝑂𝐷×100

(4) It should be more than 9% as per ASTM specifications.

(c) Flexural Strength Test:

(1) Age of the samples should be more than 28 days.

(2) Put the sample in water for 18 hours, then make it in the SSD state.

(3) The length between the two supports of the machine, B = L–50 mm.

For example: if the tile has 250 ×250 mm dimensions, then B = L–50

mm = 250–50 = 200 mm.

(4) Start the manual loading, and record the load at which the tile sample

breaks.

(5) Calculate the flexural strength of the samples using the following

formula:


2𝑏𝑑2



(d) Abrasion Test:

(1) Ab = (Li − Lf) < 3.0 mm (condition).

(2) Use sample with dimensions of 7 × 7 cm.

(3) Put the wearing layer on the machine and make it rotates 10 times with

22 rotations in each time.

(4) Use 20 gm of the corundum sand in each time.

(5) Change the direction of rotation (rotate the sample by 90°), and again

make the sample rotates 10 times with 22 rotations in each one.



Dimensions of the used tile sample: 250 × 250 mm

Dimensions Test:

Plainness = 0.30 mm

Straightness = 0.10 mm

Perpendicularity = 0.15 mm

Wearing layer thickness = 8.0 mm

Flexural Strength Test:

P = 2640 N

L = 200 mm

d = 24 mm

b = 250 mm

Abrasion Test:

Dimensions of the sample: 7 × 7 cm

Initial length (Li) = 50 mm

Final length(Lf) = 47.90 mm

Marble stone



Calculations:

Dimensions Test:

Plainness = 0.3 mm by convexity.

Straightness = (0.1

250) ×100 = 0.04 %

Perpendicularity = (0.15

250) ×100 = 0.06 %

Wearing layer thickness = 8 mm



2𝑏𝑑2=

3×2640× 0.20

2×0.25×0.0242= 5.50 𝑀𝑃𝑎

Abrasion Test:

𝐴𝑏 = 𝐿𝑖 − 𝐿𝑓 = 50.0 − 47.9 = 2.10 𝑚𝑚



Dimension Test:

Plainness = 0.3 mm (convexity).

Straightness = 0.04 %

Perpendicularity = 0.06 %

Wearing layer thickness 8.0 mm


fc’ = 5.50 MPa

Abrasion Test:

Ab = 2.10 mm

Comments:

According to (P.S) Standards:

Dimension Test:

Plainness = 0.3 mm < 0.5 mm (acceptable).

Straightness = 0.04 % < 0.2 % (acceptable).

Perpendicularity = 0.06 % < 0.34 % (acceptable).

Wearing layer thickness = 8.0 mm > 4.0 mm (acceptable).



Abrasion Test:

Abrasion = 2.10 mm < 3.0 mm (acceptable). Hence, marble stone

is poor in abrasion resistance.

Absorption test was not made, because it takes a long period of time (18

hours).

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