Steps of Concrete Mix Design BS

by CIVIL-GUY  on MAY 12, 2010 in MATERIALS TESTING

Concrete mix designs is best defined as a process in selecting suitable ingredients,

which is cement, aggregate, sand and water, and determining their relative proportions

to give the required strength, workability and durability.  The mix designs, which is a

performance specification stating required strength and minimum cement content but

leaving the grading and details of the concrete mix design to be work out.Objective of Concrete Mix Design

Concrete Mixer – Drum type 140L

Two main objectives for concrete mix design:

To determine the proportions of concrete mix constituents of; Cement, Fine

aggregate (or normally Sand), Coarse aggregate, and Water.

To produce concrete of the specified properties.

To produce a satisfactory of end product, such as beam, column or slab as

economically as possible.Theory of Mix Designs

The Process of Concrete Mix Design

The method of concrete mix design applied here is in accordance to the method

published by the Department of Environment, United Kingdom (in year 1988).

There are two categories of initial information required:

1. Specified variables; the values that are usually found in specifications.

2. Additional information, the values normally available from the material supplier.

Reference data consists of published figures and tables is required to determine the

design values including;

Mix parameters such as target mean strength, water-cement ratio and concrete

density.

Unit proportions such as the weight of materials.

The design process can be divided into 5 primary stages. Each stage deals with a

particular aspect of the concrete mix design:

Stage 1: Determining the Free Water/ Cement Ratio

i) Specify the required characteristic strength at a specified age, fc

ii) Calculate the margin, M.

M = k x s     ….. [ F1 ]

where;

k = A value appropriate to the defect percentage permitted below the characteristic

strength.  [ k = 1.64 for 5 % defect ]

s = The standard deviation (obtained from CCS 1).

CCS 1: Approximate compressive strength (N/mm2) of concrete mixes made with a free-water/cement ratio of 0.5

iii) Calculate the target mean strength, fm

fm =   fc + M     ….. [ F2 ]

where;

fm = Target mean strength

fc = The specified characteristic strength

iv) Given the type of cement and aggregate, use the table of CCS 1 to obtain the

compressive strength, at the specified age that corresponds to a free water/cement

ratio of 0.5.

CCS 4: Relationship between compressive strength and free-water/ cement ratio.

v) In figure CCS 4, follow the ‘starting line’ to locate the curve which passes through

the point (the compressive strength for water/cement ratio of 0.5). To obtain the

required curve representing the strength, it is necessary to interpolate between the two

curves in the figure. At the target mean strength draw horizontal line crossing the

curve. From this point the required free water/cement ratio can be determined.

Stage 2: Determining the Free-Water Content

CCS 2: Approximate free-water contents (kg/m3) required to give various levels of workability.

Given the Concrete Slump or Vebe time, determine the free water content from table

CCS 2.

Stage 3: Determining the Cement Content

Cement Content = Free Water Content / Free-water or Cement Ratio     ….. [ F3 ]

The resulting value should be checked against any maximum or minimum value that

may be specified. If the calculated cement content from F3 is below a specified

minimum, this minimum value must be adopted resulting in a reduced water/cement

ratio and hence a higher strength than the target mean strength. If the calculated

cement content is higher than a specified maximum, then the specified strength and

workability simultaneously be met with the selected materials; try to change the type of

cement, the type and maximum size of the aggregate.

Stage 4: Determining the Total Aggregate Content

This stage required the estimate of the density of fully compacted concrete which is

obtained from figure CCS 5. This value depends upon the free-water content and the

relative density of the combined aggregate in the saturated surface-dry condition. If no

information is available regarding the relative density of the aggregate, an

approximation can be made by assuming a value of 2.6 for un-crushed aggregate and

2.7 for crushed aggregate.

CCS 5: Estimated wet density of fully compacted concrete.

With the estimate of the density of the concrete the total aggregate content is

calculated using equation F4:

Total Aggregate Content = D – C – W     ….. [ F4 ]

where;

D = The wet density of concrete ( in kg/m3 )

C = The cement content (in kg/m3 )

W = The free-water content (in kg/m3 )

Stage 5: Determining of The Fine and Coarse Aggregate Contents

This stage involves deciding how much of the total aggregate should consist of

materials smaller than 5 mm, i.e. the sand or fine aggregate content. The figure CCS 6

shows recommended values for the proportion of fine aggregate depending on the

maximum size of aggregate, the workability level, the grading of the fine aggregate

(defined by the percentage passing a 600 μm sieve) and the free-water/ cement ratio.

The best proportion of fines to use in a given concrete mix design will depend on the

shape of the particular aggregate, the grading and the usage of the concrete.

CCS 6: Recommended proportions of fine aggregate according to percentage passing a 600 μm sieve.

The final calculation, equation F5, to determine the fine and coarse aggregate is made

using the proportion of fine aggregate obtained from figure CCS 6 and the total

aggregate content derived from Stage 4.

Fine Aggregate Content = Total Aggregate Content x Proportion of Fines ….. [ F5 ]

Coarse Aggregate Content = Total Aggregate Content – Fine Aggregate

Procedures of Design Mixing

Production of Trial Mix Design

1. The volume of mix, which needs to make three cubes of size 100 mm is calculated.

The volume of mix is sufficient to produce 3 numbers of cube and to carry out the

concrete slump test.

2. The volume of mix is multiplied with the constituent contents obtained from the

concrete mix design process to get the batch weights for the trial mix.

3. The mixing of concrete is according to the procedures given in laboratory

guidelines.

4. Firstly, cement, fine and course aggregate are mixed in a mixer for 1 minute.

5. Then, water added and the cement, fine and course aggregate and water mixed

approximately for another 1 minute.

6. When the mix is ready, the tests on mix are proceeding.

Slump Test apparatus for Concrete Workability

Tests on Trial Mix Design

1. The slump tests are conducted to determine the workability of fresh concrete.

2. Concrete is placed and compacted in three layers by a tamping rod with 25 times,

in a firmly held slump cone. On the removal of the cone, the difference in height

between the uppermost part of the slumped concrete and the upturned cone is

recorded in mm as the slump.

3. Three cubes are prepared in 100 mm x 100 mm each. The cubes are cured before

testing. The procedures for making and curing are as given in laboratory guidelines.

Thinly coat the interior surfaces of the assembled mould with mould oil to prevent

adhesion of concrete. Each mould filled with two layers of concrete, each layer

tamped 25 times with a 25 mm square steel rod. The top surface finished with a

trowel and the date of manufacturing is recorded in the surface of the concrete. The

cubes are stored undisturbed for 24 hours at a temperature of 18 to 220 C and a

relative humidity of not less than 90 %. The concrete all are covered with wet gunny

sacks. After 24 hours, the mould is striped and the cubes are cured further by

immersing them in water at temperature 19 to 21o C until the testing date.

4. Compressive strength tests are conducted on the cubes at the age of 7 days.

Then, the mean compressive strengths are calculated.The Calculations

Here is one example of calculation from one of the concrete mix design obtained from

the laboratory. We have to fill in all particulars in the concrete mix design form with

some calculations…

CCS 3: Relationship between standard deviation and characteristic strength.

Firstly, we specified 30 N/mm2   at 7 days for the characteristic strength. Then, we

obtained the standard deviation, s from the figure CCS 3. So, s = 8 N/mm2 .

From the formula F1, k = 1.64 for 5 % defect. The margin, M is calculated as below:

M = k x s = 1.64 x 8 = 13.12 N/mm2

With the formula F2, target mean strength,  fm is calculated as below:

Target mean strength, fm = fc + M

= 30 + 13.12 = 43.12 N/mm2

The type of cement is Ordinary Portland Cement (OPC). For the fine and course

aggregate, the laboratory’s fine aggregate is un-crushed and for coarse aggregate is

crushed before producing concrete.

Then, we obtain the free-water/ cement ratio from table CCS 1. For OPC ( 7 days ) using

crushed aggregate, water/cement ratio = 36 N/mm2 .

After that, from the figure CCS 4, the curve for 42 N/mm2  at 0.5 free-water ratio is

plotted and obtained the free-water ratio is 0.45 at the target mean strength 43.12

N/mm2 .

Next, we specified the slump test for slump about 20 mm and the maximum aggregate

size we used in laboratory is 10 mm. For the specified above, we can obtained the free-

water content from table CCS 2 at slump 10 – 30 mm and maximum size aggregate 10

mm, the approximate free-water content for the un-crushed aggregates is 180

kg/m3   and for the crushed aggregates is 205 kg/m3 . Because of the coarse and fine

aggregates of different types are used, the free-water content is estimated by the

expression:

Free-water Content, W

= 2 /3 Wf + 1 /3 Wc

= (2 /3 x 180) + (1 /3 x 205)

= 188.33 kg/m3

where,

Wf = Free-water content appropriate to type of fine aggregate

Wc = Free-water content appropriate to type of coarse aggregate

Cement content also can obtained from the calculation with the expression at F3:

Cement Content, C = Free Water Content / Free-water or Cement Ratio

= 188.33 / 0.45 = 418.52 kg/m3

We assumed that the relative density of aggregate (SDD) is 2.7. Then, from the figure

CCS 5 with the free-water content 188.33 kg/m3 , obtained that concrete density is 2450

kg/m3 . The total aggregate content can be calculated by:

Total Aggregate Content = D – C – W

= 2450 – 418.52 – 188.33 = 1843.15 kg/m3

The percentage passing 600 μm sieve for the grading of fine aggregate is about 60 %.

The proportion of the fine aggregate can be obtained from the figure CCS 6, which is 38

%. Then, the fine and course aggregate content can be obtained by calculation:

Fine Aggregate Content

= Total Aggregate Content x Proportion of Fines

= 1868.74 x 0.38 = 700.40 kg/m3

Coarse Aggregate Content = Total Aggregate Content – Fine Aggregate

= 1843.15 – 700.40 = 1142.75 kg/m3

The quantity per m3  can be obtained, which is;

Cement                                       = 418.52 kg

Water                                          =  188.33 kg

Fine aggregate                        =  700.40 kg

Coarse aggregate (10 mm)  =  1142.75 kg

The volume of trial mix for 3 cubes

= [(0.1 x 0.1 x 0.1) x 3] + [25% contingencies of trial mix volume]

= 0.006 + 0.00075

= 0.00375 m3

The quantities of trial mix = 0.00375 m3 , in which is;

Cement                                      = 1.57 kg

Water                                         = 0.71 kg

Fine aggregate                       = 2.61 kg

Coarse aggregate (10 mm) = 4.29 kg

The Results of Mix Design

Slump Test = True Slump of 55 mm…

All the 3 concrete cubes produced were then cured for 7 days. After that, the compressive cube test is carried out. The

results are as follows:

Sample 1 2 3

Compressive Strength 32.37 33.54 35.70

Average (32.37 + 33.54 + 35.70) / 3 = 33.87

For cubes after 7 days of curing, compressive strength should not be less than 2/3

target mean strength.

= 2/3 × 43.12 = 28.75 N/mm2  < 33.9 N/mm2

After 7 days of curing, the compressive strength of concrete cubes produced by the mix

design method pass the specific strength requirements.

Discussions Upon Concrete Mix Designs

Although our compressive strength passes the specific requirements, we still identified

several factors which contribute to the lacking of compressive strength of concrete

mixes produced in the experiment. However, the main factor is the condition of

aggregates whether it is exposed to sunlight or rainfall.

When the free water/cement ration is high, workability of concrete is

improved. However, excessive water causes “honey-comb” effect in the concrete

produced. The concrete cubes become porous, and hence its compressive strength is

well below the design value. Other possible reasons include over compaction, improper

mixing methods and some calculation errors.

Few suggestion upon several steps to avoid the problems previously faced:

All the raw materials, which is cement, aggregates, and sand should be protected

from precipitation or other elements which may affect its physical properties.

The quantity of ingredients may be adjusted if necessary, theoretical values are

not always suitable.  For example, if the aggregates are wet or saturated, less

amount of water should be added, vice versa.

Compaction should be done carefully, as either under or over-compaction will

bring significant negative effect on the concrete produced.The Conclusion

1. By using the concrete mix design method, we have calculated the quantities of all

ingredients, that is water, cement, fine and coarse aggregate according to specified

proportion.

2. The concrete produced did not fulfill the compressive strength requirements due

to several reasons.  Furthermore, some steps mentioned above should be taken into

consideration to overcome this problem.

Standard reference for the concrete mix design is as accordance to British Standard;

BS 5328: 1981 : Methods of Specifying Concrete including Ready-Mixed Concrete