Download - Mix Design

Mix Design for M35 Grade of ConcreteThe mix design for M35 Grade Of Concrete for pile foundations provided here is for reference purpose only. Actual site conditions vary and thus this should be adjusted as per the location and other factors.

Grade of Concrete : M35Characteristic Strength (Fck) : 35 MpaStandard Deviation : 1.91 Mpa*Target Mean Strength : T.M.S.= Fck +1.65 x S.D.(from I.S 456-2000) = 35+ 1.65×1.91= 38.15 Mpa

Test Data For Material:Aggregate Type : CrushedSpecific Gravity Cement : 3.15Coarse Aggregate : 2.67Fine Aggregate : 2.62

Water Absorption:Coarse Aggregate : 0.5%Fine Aggregate : 1.0 %

MIX DESIGN

Take Sand content as percentage of total aggregates = 36%

Select Water Cement Ratio = 0.43 for concrete grade M35

(From Fig 2. of I.S. 10262- 1982)

Select Water Content = 172 Kg

(From IS: 10262 for 20 mm nominal size of aggregates Maximum Water Content = 186 Kg/ M3 )

Hence, Cement Content= 172 / 0.43 = 400 Kg / M3

Formula for Mix Proportion of Fine and Coarse Aggregate:

1000(1-a0) = {(Cement Content / Sp. Gr. Of Cement) + Water Content +(Fa / Sp. Gr.* Pf )}

1000(1-a0) = {(Cement Content / Sp. Gr. Of Cement) + Water Content +Ca / Sp. Gr.* Pc )}

Where Ca = Coarse Aggregate Content

Fa = Fine Aggregate Content

Pf = Sand Content as percentage of total Aggregates

= 0.36

Pc = Coarse Aggregate Content as percentage of total Aggregates.

= 0.64

a0 = Percentage air content in concrete (As per IS :10262 for 20 mm nominal size of

aggregates air content is 2 %) = 0.02

Hence, 1000(1-0.02) = {(400 /3.15) + 172 +(Fa / 2.62 x 0.36)}

Fa = 642 Kg/ Cum

As the sand is of Zone II no adjustment is required for sand.

Sand Content = 642 Kg/ Cum

1000(1-0.02) = {(400 /3.15) + 172 +(Ca / 2.67 x 0.64)}

Hence, Ca = 1165 Kg/ Cum

From combined gradation of Coarse aggregates it has been found out that the proportion of 53:47 of 20 mm & 10 mm aggregates produces the best gradation as per IS: 383.

Hence, 20 mm Aggregates = 619 Kg

And 10 mm Aggregates = 546 Kg

To obtain slump in the range of 150-190 mm water reducing admixture brand SP430 from Fosroc with a dose of 0.3 % by weight of Cement shall be used.

Hence the Mix Proportion becomes:

Units – Kg/ M3

Cement : Sand: Coarse Aggregates = 1 : 1.6 : 2.907

Cem W/C Water Sand 20mm 10mm Admix

400 0.43 172 635 619 564 1.2

1 0.43 1.6 1.547 1.36 0.003

Can grout replace concrete in normal structure?The mixture of cement and water alone cannot replace concrete (Longman Scientific and Technical (1987)) because:

(i) Shrinkage of grout is several times that of concrete with the same mass.(ii) The effect of creep of grout is far more than that of concrete.(iii) Heat of hydration of cement with water is more than normal concrete and this leads to the problem of severe cracking.

Cuore Concrete – Nano SilicaA long time used material in concrete is for the first time fully replaced by a nano material.It is well known in physics and chemistry that a well designed and developed nano material produces better and cheaper cost results than traditional materials, thanks to the stabilization and reinforcement of matter properties at this level: a thousand fold smaller than the older level: “micro” (0.000001 mt).

Micro silica has been one of the world’s most widely used products for concrete for over eighty years. Its properties allowed high compressive strength concretes; water and chemical resistant concretes, and they have been part of many concrete buildings that we see nowadays. Its disadvantage, though, has been its relatively high cost and contamination, which affects the environment and the operators’ health. As micro silica, as a powder, is thousand fold thinner than cigarette smoke. Operators must take special precautions to avoid inhaling micro silica and not to acquire silicosis, an irreversible disease.

In the middle of 2003, a product which could replace micro silica seen the contaminant effects, having the same or better characteristics and at a reasonable cost was on the design table. The goal: silica fulfilling the environ-mental regulation: ISO-14001.

Using tools from physics, chemistry and recent nanotechnology advances, the challenge was fulfilled.Lab tests and production tests proved that the nano silica did not contaminate (because its state), but it also produced better results than micro silica, and a litre bottle of the product was equivalent to a barrel full of micro silica, extra cement and super plasticizing additives.

Because of its innovation the nano silica was tested for over a year in the world’s largest subterranean copper mine to prove its long term characteristics. Cuore concrete takes care of the environment, the concrete and the operators´ health. It is the first nano product that replaced the micro silica.Cuore concrete surpassed the expectations of its design and gave concrete not only the high initial and final resistance but in addition, plasticity, impermeability, minor final cost of

work, and cement savings of up to 40%. Also, it lowered the levels of environmental contamination.

In addition, a liter bottle of Cuore concrete equals a whole barrel of micro silica, extra cement and super plasticizers. If before a 2 meters thick beam was required to hold a bridge correctly, now only 75 cm are required. If before 28 days were necessary in order to achieve compressive strengths of 80MPa, now only 1 day is required. The pre stressed beams that before required 3 days to be ready and needed to be cured with water and steam , now require only 1 day and they do not need water.

Moreover, Cuore concrete became one of the first indicators of the properties that the next commercial nano cements in the market will have: nano particles of silica turn into nano particles of cement (nano cement) in the chemical reactions that take place in the concoction of the concrete, Thanks to all these advantages, the entrance of nano silica Cuore concrete into the market modified the concept of what is possible and what is not in the concrete field.

Since 2004, the greatest copper underground mine of the world, has been using nano silica concrete and the use of the micro silica in this deposit has been prohibited.

Properties of concrete with Cuore concrete nanosilica

• In high compressive strengths concretes (H-70), Cuore concrete is 88% more efficient than micro silica, added to concrete and super plasticizers. ( For an average 9,43 Kg. of Cuore concrete Nanosilica, 73Kg. of all the others additives are used).

• The production cost of is drastically lower than using the traditional production method or formulas.

• It has an air inclusion of 0% to 1%

• The cone test shows that It preserves the cone shape for more than one hour. (with a relation of H2O/Cement=0.5, adding 0.5% of Nano silica of the metric volume of the cement used, it conserved a its circle shape of 60 cm for two hours, with a lost of only 5%). The nano silica has a plasticity that has been compared to the policarboxilate technology. Therefore the use of super plasticizing additives is unnecessary.

• High workability with reduced water/concrete levels, for example: 0,2.

• Easy homogenization. The reduction of mixing times allows concrete plants to increase their production

• Depending on the cement and the formulations used for concrete (tests from value H-30 to H-70), shows that the material provides compressive strengths between 15 MPa and 75 MPa at 1 day; 40 MPa and 90 MPa at 28 days and 48 MPa and 120 MPa at 120 days.

• Nano silica fully complies with ISO 14001 regulations regarding the environment and health. It preserves operators of the danger of being contaminated with silicosis and does not contaminate the environment.

It successfully passed all the tests and since the beginning of this year it is being commercialized in different parts of the world.

Immediate benefits for the user

1) Cessation of contamination caused by micro silica solid particles.

2) Lower cost per building site.

3) Concrete with high initial and final compressive and tensile strengths.

4) Concrete with good workability.

5) Cessation of super plasticizing utilization.

6) Cessation of silicosis risk.

7) High impermeability.

8 ) Reduction of cement using Cuore concrete Nanosilice

9) Cuore concrete nano sílica on itself produces nano cement.

10) During the moisturizing reaction of the cement, the silica produces CSH particles, the “glue” of the concrete ensuring the cohesion of all the particles.

11) Cuore concrete has a specific surface near to 1,000m2/gr (micro silica has only 20m2/gr) and a particle size of 5nm to 250 nm.

As a consequence of its size, Cuore concrete produces nano cristals of CSH, filling up all the micro pores and micro spaces which where left empty in traditional concrete production.Former described function reinforces the concrete structure on levels, thousand times smaller then in the case of traditional concrete production. This allows the reduction of the cement used and gives the compression needed to reduce over 90 % of the additives used in the production of H-70 concrete.

Cuore concrete allows to save in between 35% and 50% of the used cement.We do stress that we recommend to change the formula of the concrete in order to take advantage of the characteristics of the Cuore concrete Nano silica particle.

Less material is needed to obtain better results, using Cuore concrete.

The results are the proof.

1) Resistance to compression from 40 to 90MPa in 1 day.

2) Resistance to compression from 70 a 100 MPa (or more) in 28 days.

3) Versatile: produces high resistance even with low addition (1 to 1,5 % of the cements weight) and gives self compacting characteristics with higher proportions (2,5 %).

4) Meets the norms of environmental protection (ISO14001).

5) 70% less use of additives as traditional silica, super plasticizers or traditional fibres.

6) Equal or minor raw material cost as in traditional ??production with super plasticizers, and or fibres.

Why are recycled aggregates and recycled concrete aggregates not suitable for “High strength concrete”?Not all aggregates are suitable for producing “High strength concrete” because the strength of aggregates may control the ultimate strength of concrete once they are crushed apart before the failure of cement paste.

Recycled aggregates and recycled concrete aggregates are normally not recommended in producing “High strength concrete”. Owing to their intrinsic effect of reduced compressive strength, it requires increased cement content to counterbalance this effect in normal concrete situation. However, in the case of “High strength concrete”, the very high cement level has already been adopted which offers little scope for further increase in cement content.

Mix Design M-40 GradeThe mix design M-40 grade for Pier (Using Admixture – Fosroc) provided here is for reference purpose only. Actual site conditions vary and thus this should be adjusted as per the location and other factors.

Parameters for mix design M40

Grade Designation = M-40Type of cement = O.P.C-43 gradeBrand of cement = Vikram ( Grasim )Admixture = Fosroc ( Conplast SP 430 G8M )

Fine Aggregate = Zone-IISp. Gravity Cement = 3.15Fine Aggregate = 2.61Coarse Aggregate (20mm) = 2.65Coarse Aggregate (10mm) = 2.66Minimum Cement (As per contract) = 400 kg / m3

Maximum water cement ratio (As per contract) = 0.45

Mix Calculation: -

1. Target Mean Strength = 40 + (5 X 1.65) = 48.25 Mpa

2. Selection of water cement ratio:-Assume water cement ratio = 0.4

3. Calculation of cement content: -Assume cement content 400 kg / m3

(As per contract Minimum cement content 400 kg / m3)

4. Calculation of water: -400 X 0.4 = 160 kg Which is less than 186 kg (As per Table No. 4, IS: 10262)Hence o.k.

5. Calculation for C.A. & F.A.: – As per IS : 10262 , Cl. No. 3.5.1

V = [ W + (C/Sc) + (1/p) . (fa/Sfa) ] x (1/1000)

V = [ W + (C/Sc) + {1/(1-p)} . (ca/Sca) ] x (1/1000)

Where

V = absolute volume of fresh concrete, which is equal to gross volume (m3) minus the volume of entrapped air ,

W = mass of water ( kg ) per m3 of concrete ,

C = mass of cement ( kg ) per m3 of concrete ,

Sc = specific gravity of cement,

(p) = Ratio of fine aggregate to total aggregate by absolute volume ,

(fa) , (ca) = total mass of fine aggregate and coarse aggregate (kg) per m3 ofConcrete respectively, and

Sfa , Sca = specific gravities of saturated surface dry fine aggregate and Coarse aggregate respectively.

As per Table No. 3 , IS-10262, for 20mm maximum size entrapped air is 2% .

Assume F.A. by % of volume of total aggregate = 36.5 %

0.98 = [ 160 + ( 400 / 3.15 ) + ( 1 / 0.365 ) ( Fa / 2.61 )] ( 1 /1000 )

=> Fa = 660.2 kg

Say Fa = 660 kg.

0.98 = [ 160 + ( 400 / 3.15 ) + ( 1 / 0.635 ) ( Ca / 2.655 )] ( 1 /1000 )

=> Ca = 1168.37 kg.

Say Ca = 1168 kg.

Considering 20 mm : 10mm = 0.6 : 0.4

20mm = 701 kg .10mm = 467 kg .

Hence Mix details per m3

Cement = 400 kgWater = 160 kgFine aggregate = 660 kgCoarse aggregate 20 mm = 701 kgCoarse aggregate 10 mm = 467 kgAdmixture = 0.6 % by weight of cement = 2.4 kg.Recron 3S = 900 gm

Water: cement: F.A.: C.A. = 0.4: 1: 1.65: 2.92

Observation: -A. Mix was cohesive and homogeneous.B. Slump = 110mmC. No. of cube casted = 12 Nos.7 days average compressive strength = 51.26 MPa.28 days average compressive strength = 62.96 MPa which is greater than 48.25MPa

Hence the mix is accepted.

M-35 Mix Designs as per IS-10262-2009Again I am back with M-35 Mix Designs as per IS-10262-2009RegardsRaj Mohammad Khan

CONCRETE MIX DESIGN

As per IS 10262-2009 & MORT&H

A-1 Stipulations for Proportioning

1 Grade Designation M35

2 Type of CementOPC 53 grade confirming to IS-12269-1987

3 Maximum Nominal Aggregate Size 20 mm

4Minimum Cement Content (MORT&H 1700-3 A) 310 kg/m3

5Maximum Water Cement Ratio (MORT&H 1700-3 A) 0.45

6 Workability (MORT&H 1700-4) 50-75 mm (Slump)

7 Exposure Condition Normal

8 Degree of Supervision Good

9 Type of Aggregate Crushed Angular Aggregate

10Maximum Cement Content (MORT&H Cl. 1703.2) 540 kg/m3

11 Chemical Admixture TypeSuperplasticiser Confirming to IS-9103

A-2 Test Data for Materials

1 Cement Used Coromandal King OPC 53 grade

2 Sp. Gravity of Cement 3.15

3 Sp. Gravity of Water 1.00

4 Chemical Admixture BASF Chemicals Company

5 Sp. Gravity of 20 mm Aggregate 2.884


7 Sp. Gravity of Sand 2.605

8 Water Absorption of 20 mm Aggregate 0.97%


10 Water Absorption of Sand 1.23%

11Free (Surface) Moisture of 20 mm Aggregate nil


13 Free (Surface) Moisture of Sand nil

14Sieve Analysis of Individual Coarse Aggregates Separate Analysis Done

15Sieve Analysis of Combined Coarse Aggregates Separate Analysis Done

15Sp.Gravity of Combined Coarse Aggregates 2.882

16 Sieve Analysis of Fine Aggregates Separate Analysis Done

A-3 Target Strength for Mix Proportioning

1 Target Mean Strength (MORT&H 1700-5) 47N/mm2

2 Characteristic Strength @ 28 days 35N/mm2

A-4 Selection of Water Cement Ratio


2 Adopted Water Cement Ratio 0.4

A-5 Selection of Water Content

1 Maximum Water content (10262-table-2) 186 Lit.

2Estimated Water content for 50-75 mm Slump 160 Lit.

3 Superplasticiser used 0.5 % by wt. of cement

A-6 Calculation of Cement Content

1 Water Cement Ratio 0.4

2 Cement Content (160/0.42) 400 kg/m3

Which is greater then 310 kg/m3

A-7 Proportion of Volume of Coarse Aggregate & Fine Aggregate Content

1 Vol. of C.A. as per table 3 of IS 10262 62.00%

2 Adopted Vol. of Coarse Aggregate 62.00%

Adopted Vol. of Fine Aggregate ( 1-0.62) 38.00%

A-8 Mix Calculations

1 Volume of Concrete in m3 1.00

2 Volume of Cement in m3 0.13

(Mass of Cement) / (Sp. Gravity of Cement)x1000

3 Volume of Water in m3 0.160

(Mass of Water) / (Sp. Gravity of Water)x1000

4 Volume of Admixture @ 0.5% in m3 0.00168

(Mass of Admixture)/(Sp. Gravity of Admixture)x1000

5 Volume of All in Aggregate in m3 0.711

Sr. no. 1 – (Sr. no. 2+3+4)

6 Volume of Coarse Aggregate in m3 0.441

Sr. no. 5 x 0.62

7 Volume of Fine Aggregate in m3 0.270

Sr. no. 5 x 0.38

A-9 Mix Proportions for One Cum of Concrete (SSD Condition)

1 Mass of Cement in kg/m3 400

2 Mass of Water in kg/m3 160

3 Mass of Fine Aggregate in kg/m3 704

4 Mass of Coarse Aggregate in kg/m3 1271

Mass of 20 mm in kg/m3 915


5 Mass of Admixture in kg/m3 2.00


We are thankful to Er. Raj M. Khan for sharing this information with us on engineeringcivil.com. We hope this would be of great significance to civil engineers.


M-30 CONCRETE MIX DESIGN


A-1Stipulations for Proportioning












A-2Test Data for Materials











11 Free (Surface) Moisture of 20 mm Aggregate nil

12 Free (Surface) Moisture of 10 mm Aggregate nil




15 Sp. Gravity of Combined Coarse Aggregates 2.882


A-3Target Strength for Mix Proportioning



A-4Selection of Water Cement Ratio



A-5Selection of Water Content




A-6Calculation of Cement Content




A-7Proportion of Volume of Coarse Aggregate & Fine Aggregate Content




A-8Mix Calculations









Sr. no. 1 – (Sr. no. 2+3+4)


Sr. no. 5 x 0.62


Sr. no. 5 x 0.38

A-9Mix Proportions for One Cum of Concrete (SSD Condition)










M-25 Mix Designs as per IS-10262-2009Again I am back with M-25 Mix Designs as per IS-10262-2009.

RegardsRaj Mohammad Khan


























11 Free (Surface) Moisture of 20 mm Aggregatenil

12 Free (Surface) Moisture of 10 mm Aggregatenil




15 Sp. Gravity of Combined Coarse Aggregates 2.882




















A-8Mix Calculations









Sr. no. 1 – (Sr. no. 2+3+4)


Sr. no. 5 x 0.62


Sr. no. 5 x 0.38




















6 Workability (MORT&H 1700-4) 25 mm (Slump)










4 Chemical Admixture Not Used












15 Sp. Gravity of Combined Coarse Aggregates2.882










2 Estimated Water content for 25 mm Slump 145 Lit.

3 Superplasticiser used nil









A-8Mix Calculations





(Mass of Water) / (Sp. Gravity of

Water)x1000

4 Volume of Admixture @ 0% in m3 nil



Sr. no. 1 – (Sr. no. 2+3+4)


Sr. no. 5 x 0.65


Sr. no. 5 x 0.35








5 Mass of Admixture in kg/m3 nil



Mix Design M-50 GradeThe mix design M-50 grade (Using Admixture –Sikament) provided here is for reference purpose only. Actual site conditions vary and thus this should be adjusted as per the location and other factors.

Parameters for mix design M50

Grade Designation = M-50Type of cement = O.P.C-43 gradeBrand of cement = Vikram ( Grasim )Admixture = Sika [Sikament 170 ( H ) ]Fine Aggregate = Zone-II

Sp. GravityCement = 3.15Fine Aggregate = 2.61Coarse Aggregate (20mm) = 2.65Coarse Aggregate (10mm) = 2.66

Minimum Cement (As per contract) =400 kg / m3

Maximum water cement ratio (As per contract) = 0.45

Mix Calculation: -

1. Target Mean Strength = 50 + ( 5 X 1.65 ) = 58.25 Mpa

2. Selection of water cement ratio:-Assume water cement ratio = 0.35

3. Calculation of water: -Approximate water content for 20mm max. Size of aggregate = 180 kg /m3 (As per Table No. 5 , IS : 10262 ). As plasticizer is proposed we can reduce water content by 20%.

Now water content = 180 X 0.8 = 144 kg /m3

4. Calculation of cement content:-Water cement ratio = 0.35Water content per cum of concrete = 144 kgCement content = 144/0.35 = 411.4 kg / m3

Say cement content = 412 kg / m3 (As per contract Minimum cement content 400 kg / m3 )Hence O.K.

5. Calculation for C.A. & F.A.: [ Formula's can be seen in earlier posts]-

Volume of concrete = 1 m3

Volume of cement = 412 / ( 3.15 X 1000 ) = 0.1308 m3

Volume of water = 144 / ( 1 X 1000 ) = 0.1440 m3

Volume of Admixture = 4.994 / (1.145 X 1000 ) = 0.0043 m3

Total weight of other materials except coarse aggregate = 0.1308 + 0.1440 +0.0043 = 0.2791 m3

Volume of coarse and fine aggregate = 1 – 0.2791 = 0.7209 m3

Volume of F.A. = 0.7209 X 0.33 = 0.2379 m3 (Assuming 33% by volume of total aggregate )

Volume of C.A. = 0.7209 – 0.2379 = 0.4830 m3

Therefore weight of F.A. = 0.2379 X 2.61 X 1000 = 620.919 kg/ m3

Say weight of F.A. = 621 kg/ m3

Therefore weight of C.A. = 0.4830 X 2.655 X 1000 = 1282.365 kg/ m3

Say weight of C.A. = 1284 kg/ m3

Considering 20 mm: 10mm = 0.55: 0.4520mm = 706 kg .10mm = 578 kg .Hence Mix details per m3

Increasing cement, water, admixture by 2.5% for this trial

Cement = 412 X 1.025 = 422 kgWater = 144 X 1.025 = 147.6 kgFine aggregate = 621 kgCoarse aggregate 20 mm = 706 kgCoarse aggregate 10 mm = 578 kgAdmixture = 1.2 % by weight of cement = 5.064 kg.

Water: cement: F.A.: C.A. = 0.35: 1: 1.472: 3.043

Observation: -A. Mix was cohesive and homogeneous.B. Slump = 120 mmC. No. of cube casted = 9 Nos.7 days average compressive strength = 52.07 MPa.28 days average compressive strength = 62.52 MPa which is greater than 58.25MPaHence the mix accepted.

M 15 Mix Designs as per IS-10262-2009Here i am giving the mix designs as per IS-10262-2009 which gives to change the procedure for calculating the concrete ingredientsRegardsRaj Mohammad Khan









6 Workability (MORT&H 1700-4) 25 mm (Slump)










4 Chemical Admixture Not Used












15Sp.Gravity of Combined Coarse Aggregates 2.882



1Target Mean Strength (MORT&H 1700-5) 25N/mm2






1Maximum Water content (10262-table-2) 186 Lit.

2Estimated Water content for 25 mm Slump 135 Lit.

3 Superplasticiser used nil









A-8Mix Calculations






4 Volume of Admixture @ 0% in m3 nil



Sr. no. 1 – (Sr. no. 2+3+4)


Sr. no. 5 x 0.65


Sr. no. 5 x 0.35








5 Mass of Admixture in kg/m3 nil



Concrete Mix Design – M 20 Grade Of Concrete1. REQUIREMENTSa) Specified minimum strength = 20 N/Sq mm

b) Durability requirementsi) Exposure Moderateii) Minimum Cement Content = 300 Kgs/cum

c) Cement(Refer Table No. 5 of IS:456-2000)i) Make Chetak (Birla)ii) Type OPCiii) Grade 43

d) Workabilityi) compacting factor = 0.7

e) Degree of quality control Good

2. TEST DATA FOR MATERIALS SUPPLIED a) CEMENTi) Specific gravity = 3.05ii) Avg. comp. strength 7 days = 46.5 more than 33.0 OK28 days = 55.0 more than 43.0 OK

b) COARSE AGGREGATEi) 20mm GradedType Crushed stone aggregateSpecific gravity = 2.68Water absorption = 1.46Free (surface) moisture = 0

c) FINE AGGREGATE (Coarse sand)i) Type Natural (Ghaggar)Specific gravity = 2.6Water absorption = 0.5Free (surface) moisture = 1.4

3. TARGET MEAN STRENGTH (TMS)a) Statistical constant K = 1.65

b) Standard deviation S = 4.6Thus, TMS = 27.59 N/Sqmm

4. SELECTION OF W/C RATIOa) As required for TMS = 0.5b) As required for ‘Moderate’ Exposure = 0.55Assume W/c ratio of 0.5

5. DETERMINATION OF WATER & SAND CONTENTFor W/C = 0.6C.F. = 0.8Max. Agg. Size of 20 mma) Water content = 186 Kg/cumb) Sand as percentage of total aggregate by absolute volume = 35 %

Thus,Net water content = 180.42 Kg/cumNet sand percentage = 33 %

6. DETERMINATION OF CEMENT CONTENTW/c ratio = 0.5Water content = 180.42 Kg/cumThus, Cement content = 360.84 Kg/cum Adequate for moderate exposure Say 360 Kg/cum

7. DETERMINATION OF COARSE AND FINE AGGREGATE CONTENTAssume entrapped air as 2 %Thus,0.98 cum = [180.42+360/3.05 + {1/0.33}*{fa/2.6}]/1000

& 0.98 cum = [180.42+360/3.05 + {1/0.67}*{Ca/2.68}]/1000Hence,fa = 584 Kg/cumCa = 1223.8 Kg/cum

The final mix proportions of M-20 grade of concrete become:-

Note: 1 The above recommended mix design must be verified, by actual cube tests.2 The mix design is based on the quality and grading of the materials actually supplied, by the client.Any variation in quality and gradation will result in changes in the mix design.

This mix design was submitted by a regular contributor to this site. We are thankful to him for his excellent service.

What is the difference between no-fines concrete, lightweight concrete and lean concrete?Pervious concrete is sometimes called “no fines” concrete. It is designed with high porosity and allows water to pass though. It is commonly used in concrete pavement so as to reduce surface runoff and allow the recharging of ground water. The high porosity is achieved by a network of interconnected void. “No fines” concrete has little or no fines and contains just enough cement paste to cover the surface of coarse aggregates while maintaining the interconnectivity of voids.

Lightweight concrete is characterized by low density (1,400kg/m3 to 1,800 kg/m3) and is made of lightweight coarse aggregates. In some cases, even the fine aggregates are also lightweight too. The primary use of lightweight concrete is to reduce the dead load of concrete structures.

Lean concrete, which is also known as cement bound material, has low cementitious material content. It has low concrete strength and is commonly used as roadbase material.