This presentation contains details related to the literature of ECC, Mix design of ECC as well as mix design of conventional concrete and an example solved on that

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Final Year Project
Project Title
Quasi static load test on shear wall made of ECC to
investigate the seismic performance

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Final Year Project
Project Supervisor: Dr. Muhammed Rizwan
Co-Supervisor: Engr. Talha Rasheed
Group Members:
●
Azaan Ahmad
●
Uzair Sardar
●
Shahab Masood
●
Afaan Khan

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Topic of presentation
Literature review of Engineered Cementatious Composite

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Topic to be covered
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What is Engineered Cementatious Composite ?
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What is meant by Mix Design of concrete?
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Mix Design of Normal concrete according to ACI 211.
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Mix Design Example for Normal Concrete.
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Mix Design of ECC.
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Quantities estimation.
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Summary of research papers.

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Engineered Cementatious Composite
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ECC is also called as flexible or bendable concrete
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It exhibits the property of ductile material unlike the brittle nature
of conventional concrete.
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Normal concrete has ultimate tensile strain value up-to 1% while
ECC can withstand up-to 5% of tensile strain at ultimate stage.

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Engineered Cementatious Composite

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Engineered Cementatious Composite
●
ECC is one of the type of Fiber Reinforced Concrete but the
composition is altered in such a way that it imparts flexibility or
ductility to the new material.

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Composition of ECC:
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Cement.
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Water.
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Fly ash.
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Polyvinyl Alcohol Fiber.
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Fine Aggregate.
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Super Plasticizers.
Fly Ash

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Mix Design of Concrete
Mix design is the process of determining the proportions of
ingredients used in concrete to achieve a concrete of desired;
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Strength
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Workability
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Durability
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Economy

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Contd...
1) STANDARD MIX
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We use standard ratio i-e 1:2:3
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Unimportant Projects.
2) NOMINAL MIX
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Proportions of the ingredients are obtained from code.
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For example 1:1.5:3 to achieve concrete of compressive strength
3000 psi.

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Contd...
3) DESIGN MIX:
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We follow the procedure suggested by code to obtain the concrete
of desired strength and workability.
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For important projects.
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FOR EXAMPLE:-
1) ACI 211.1-91 for Normal Concrete Mix designing.
2) IS 10262: 2009 for Normal Concrete Mix designing.

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Mix Design of Conventional Concrete
(ACI 211.1-91)
NECESSARY DATA REQUIRED:-
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Compressive strength.
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Slump required.
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w/c ratio.
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Max size of coarse aggregate.

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Contd…
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Dry rodded density of coarse aggregate.
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Fineness modulus of fine aggregate
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Water absorption and free moisture content of coarse aggregate
and fine aggregate.
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Specific gravities of coarse aggregate, fine aggregate and cement.
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Cement type and strength.

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Mix Design of Conventional Concrete
(ACI 211.1-91)
GENERAL STEPS:
1) Choice of slump (table 6.3.1- recommends slumps for various
type of constructions).
1)
2) 2) Determine the max size of coarse aggregate.
3)
4)
5)

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1) 3) Approximate the amount of water content in lb/yd3 and air
content.
This depends upon the slump and max size of C.A, air
entertainment depends upon the exposure conditions.
(Table 6.3.3 should be used to obtain the values)
2)
3) 4) Approximate w/c ratio (use table 6.3.4).
4)
5) 5) Estimate amount of cement content.

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6) Amount of coarse aggregate lb/yd3 = dry rodded desnity * value
obtained from table 6.3.6 *27
(Table 6.3.6 contains the volume of C.A per unit volume of concrete,
which required MSA and fineness modulus)
1)
7) Estimate the quantity of F.A in lb/yd3 as:
2) Quantity Of F.A = Weight of fresh concrete (use table 6.3.7.1) –
weight of coarse aggregate – weight of water – weight of cement.
3)
8) Adjustment for aggregate moisture.
4) 9) Trial and error and re-estimation .

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Example 01 on Mix Design of Conventional
Concrete, ACI 211.1-91.
Type 1 non air en-training cement will be used with specific gravity
of 3.15.
●
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The C.A has a bulk specific gravity of 2.68 and an absorption of 0.5
percent.
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The F.A has a bulk specific gravity of 2.64 and an absorption of 0.7
percent, and fineness modulus 2.8

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Example cont..
Other Requirements:
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fc’ = 3500 psi
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Slump = 3 to 4 inches
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Dry rodded density of C.A = 100 lb/ ft3
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Aggregate graded from No. 4 to 1½ in aggregate will be suitable.
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Not exposed to severe weathering and sulfate attack

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Step wise proportioning:
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Step 1: Slump already given 3 to 4 inches.
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Step 2: It is given that aggregate graded from No. 04 to 1½in will be
suitable, so MSA = 1.5 inch.
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Step 3: Amount of water = 300 lb/yd3
with estimated 1% entrapped
air;

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Contd...

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Contd...
●
Step 4: w/c ratio for 3500 psi, non-air entrained concrete = 0.62 as
from the table;

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Contd...
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Step 5: Cement content = 300/0.62 = 484 lb/yd3
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Step 6: Quantity of coarse aggregate = dry rodded density * value
obtained from below table*27
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100*0.71*27 = 1917 lb/yd3

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Contd...
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Step 07: Weight per unit volume of F.A = Weight of concrete -
Weight of cement – weight of water – Weight of C.A
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Weight pert unit volume of F.A = 4070-484-300-1917 = 1369 lb/yd3
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Weight of concrete from table below;

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Contd...
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Step 08: 2% total moisture in C.A and 6% in fine aggregate so
Fine aggregate, wet = 1369 + 6/100* (1369) = 1955lb
Coarse aggregate, wet = 1917 + 2/100 (191) = 1451lb
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1.5% of C.A + 5.25% of F.A needs to be subtracted from total water
to get amount of water to be added therefore;
Amount of water = 300-1917 (0.015)-1369(0.053)=199lb

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Contd...
●
Therefore per yd3
;
Water, to be added = 199lb
Cement = 484lb
Coarse aggregate,wet = 1955lb
Fine aggregate, wet = 1451lb

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Contd...
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STEP 9: for laboratory purpose it was convenient to prepare 0.81 ft3
or 0.03 yd3
, therefore;
Water, to be added = 7 lb
Cement = 14.52 lb
Coarse aggregate,wet = 58.65 lb
Fine aggregate, wet = 43.53 lb
total = 123.70 lb

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Contd…
Measured slump = 2inches
So, we need to do adjustments.
As specific weight of concrete = 149 lb/ft3
123.70/149 = 0.830 ft3
7+0.86+2.18=10.04
Now the mixing water required for a yd3
= 10.04/27*0.830 = 327 lb
This will again yield 2 inch slump so increase water content by 15lb

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Contd...
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Water content = 342 lb/yd3
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Cement content = 342/0.62 = 552 lb/yd3
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Amount of course aggregate= 58.65*27/0.830 = 1908 lb/yd3
wet =
1908/1.02 = 1871 lb/yd3
dry, 1871(1.005)= 1880 lb/yd3
SSD
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Amount of fine aggregate = 149*27-(1880-342-552) = 1249 lb/yd3
SSD = 1249/1.007 = 1240 lb/yd3

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Contd..
The adjusted basic weight of concrete are ;
per yd3
(0.76m3
)
●
Water, net mixing 342 lb 155 kg
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Cement 522 lb 236.45 kg
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Coarse Aggregate 1871 lb 847.5 kg
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Fine aggregate 1240 lb 561.68 kg

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Contd...
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Volume of water = 342/(62.4) = 5.48 ft3
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Volume of cement = 522 /(3.15*62.4) = 2.644 ft3
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Volume of C.A = 1871 /(2.68*62.4) = 11.18 ft3
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Volume of fine aggregate = 1240 /(2.64*62.4) =7.52 ft3
For proportions divide volume of cement, F.A and C.A by volume of
cement as;
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1 : 2.84: 4.22

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Mix Design of ECC:
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ECC mix design requires micro mechanical studies of concrete.
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Micro-mechanical study is the one in which we analyze individual
particle of the material to finally arrive at a mix design.
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There is no code yet available for mix design of ECC.

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What to do if there is no code available ?
To finalize a mix design we can use one of the two methods;
1) Nominal Mix Method.
Set a proportions of the ingredients of ECC such as;
Initially a proportion is set with a standard super plasticizer and
water to Cementatious material. Then tested to see if the required
workability is achieved or not if not the proportions are adjusted by
trial and error technique to achieve required workability and
strength.

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Contd...
2) Choose the mix the design from a research paper e.g;

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Contd...

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Quantities Estimation of ECC:

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Contd...
Volume of one concrete cylinder = 0.196 ft3
Volume of 12 concrete cylinders = 4.71 ft3

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Contd...
Total volume of ECC required = 9.71 ft3
●
As 1m3
= 35.3147ft3
, 1 ft3
= 1/35.3147 m3
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9.71 ft3
= 1/35.3147*9.71 = 0.28 m3
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For Example, fly ash for 9.71ft3
or 0.28 m3
= 192.5 kg

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Contd…
Similarly,
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Cement 160 kg or 4 bags of cement.
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Sand 130 kg
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Fly Ash 193 kg
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Water 145 kg
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HVWR of ‘fospak’ 09 kg
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PVA fibers 5.22 kg

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Research Papers Studied on ECC, 01:
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Title:
Evaluation of engineered cementatious composites with different
perecentage of fibers used.
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Summary
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1) To evaluate the optimum amount of fiber that we can use to
achieve max. compressive, tensile and flexural strength.
●
●
2) Four different percentages of PVA fiber were used i-e 0.5%, 1% ,
1.5% and 2%

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Contd...
3) With increase in PVA fibers the workability decreases.
4) 28 day compressive strength is max when fiber added is 1% and
start decreasing after that.
5) Tensile strength is approximately same for 1% and 2% of PVA
fibers, it was observed that tensile strength of ECC is 7 M Pa.
6) Flexural strength increase with increase in PVA fiber.

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Contd...
Conclusion from the Research Paper:
We should not add PVA fibers more than 2% of volume of total
concrete otherwise workability and compressive strength will start
decreasing, so optimum is 2%

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