{"id":2512,"date":"2018-03-08T12:08:56","date_gmt":"2018-03-08T06:38:56","guid":{"rendered":"https:\/\/www.onlinecivilforum.com\/site\/?p=2512"},"modified":"2022-12-13T11:33:15","modified_gmt":"2022-12-13T06:03:15","slug":"is-code-method-of-concrete-mix-design","status":"publish","type":"post","link":"https:\/\/onlinecivilforum.com\/site\/is-code-method-of-concrete-mix-design\/","title":{"rendered":"IS Code Method of Concrete Mix Design"},"content":{"rendered":"

IS Code Method of Concrete Mix Design<\/strong><\/h2>\n

Procedure <\/strong><\/h3>\n

1. Target strength for mean strength<\/p>\n

The target mean compressive strength at 28 days<\/p>\n

<\/p>\n

K<\/strong> = a statistical value , usually taken as 1.65<\/p>\n

S <\/strong>= standard deviation for each grade of concrete( table 8 of I.S. 456 -2000 )<\/p>\n

Values of K<\/strong><\/h3>\n\n\n\n\n\n\n\n\n\n
Accepted proportion of <\/strong><\/p>\n

low results<\/strong><\/td>\n

K<\/strong><\/td>\n<\/tr>\n
1 in 5, 20%<\/td>\n0.84<\/td>\n<\/tr>\n
1 in 10, 10%<\/td>\n1.28<\/td>\n<\/tr>\n
1 in 15, 6.7%<\/td>\n1.50<\/td>\n<\/tr>\n
1 in 20, 5%<\/td>\n1.65<\/td>\n<\/tr>\n
1in 40, 2.5%<\/td>\n1.86<\/td>\n<\/tr>\n
1 in 100, 1%<\/td>\n2.33<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

TABLE-8, IS CODE<\/strong><\/h3>\n\n\n\n\n\n\n
Grade of concrete<\/strong><\/td>\nAssumed Standard , <\/strong><\/p>\n

Deviations (N\/mm\u00b2 )<\/strong><\/td>\n<\/tr>\n

M10 ,M15<\/td>\n3.5<\/td>\n<\/tr>\n
M 20, M25<\/td>\n4.0<\/td>\n<\/tr>\n
M30,M35,M40,M45 & M50<\/td>\n5.0<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

Selection of water cement ratio<\/strong><\/h3>\n

A) The free water cement ratio corresponding to the target strength is to be determined from the graph<\/p>\n

<\/p>\n

Modified graph for Selection of water cement ratio<\/h3>\n

<\/p>\n

The water cement ratio, as selected above should be checked against the limiting water cement ratio for the durability requirements as given in table<\/p>\n

<\/p>\n

Durability Criteria as per IS 456- 2000 Adjustments to minimum cement content for aggregates other than 20 mm nominal max. size aggregates as per IS 456: 2000.<\/p>\n

<\/p>\n

<\/p>\n

Approximate water content (Kg) per cubic metre of concrete (Table 32, SP:23-1982)<\/p>\n

<\/p>\n

Estimation of entrapped air<\/p>\n

Depends on nominal max size of aggregate as given in table<\/p>\n\n\n\n\n\n\n
Max. size of aggregate (mm)<\/strong><\/td>\nEntrapped air as % of volume of <\/strong><\/p>\n

concrete<\/strong><\/td>\n<\/tr>\n

10<\/td>\n3.0<\/td>\n<\/tr>\n
20<\/td>\n2.0<\/td>\n<\/tr>\n
40<\/td>\n1.0<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

Selection of water content and fine to total aggregate ratio<\/p>\n

The values are given in the tables, based on the following conditions<\/p>\n

(a) Crushed (Angular) Coarse aggregate conforming to IS:383<\/p>\n

(b) Sand conforming to grading zone II of table 4 of IS 383<\/p>\n

(c) Workability corresponds to C.F. of 0.8<\/p>\n

Approximate sand and water contents per cu.m of concrete W\/C = 0.6, Workability = 0.8 C.F. (For medium strength concrete up to M35)<\/p>\n\n\n\n\n\n\n
Maximum size of <\/strong><\/p>\n

aggregate (mm)<\/strong><\/td>\n

Water content <\/strong><\/p>\n

including surface <\/strong><\/p>\n

water per m\u00b3 of <\/strong><\/p>\n

concrete (kg)<\/strong><\/td>\n

Sand as % of total <\/strong><\/p>\n

aggregate by <\/strong><\/p>\n

absolute volume<\/strong><\/td>\n<\/tr>\n

10<\/td>\n200<\/td>\n40<\/td>\n<\/tr>\n
20<\/td>\n186<\/td>\n35<\/td>\n<\/tr>\n
40<\/td>\n165<\/td>\n30<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

Estimation of Coarse Aggregate Proportion<\/p>\n

For W\/C ratio of 0.5 use following Table<\/p>\n

<\/p>\n

Correction in Coarse Aggregate values Thetable specified for W\/C ratio of 0.5<\/p>\n

1. For Every +0.05 change in W\/C ratio: -0.01<\/p>\n

2. For Every -0.05 change in W\/C ratio: +0.01<\/p>\n

3. For Pumpable Mix : -10 %<\/p>\n

<\/p>\n

For Other Conditions as per IS:10262,2009<\/p>\n\n\n\n\n\n\n\n\n\n
Condition<\/strong><\/td>\nCorrection<\/strong><\/td>\n<\/tr>\n
Sub-Angular Aggregates<\/td>\n– 10 Kg<\/td>\n<\/tr>\n
Gravel + Crushed Particles<\/td>\n– 20 Kg<\/td>\n<\/tr>\n
Rounded Gravel<\/td>\n– 25 Kg<\/td>\n<\/tr>\n
For every slump increase<\/p>\n

of 25 mm<\/td>\n

+ 3 %<\/td>\n<\/tr>\n
Use of Water Reducing<\/p>\n

Admixture<\/td>\n

– 5 to 10 %<\/td>\n<\/tr>\n
Use of Superplasticzing<\/p>\n

Admixtures<\/td>\n

– 20 %<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

Determination of cement content <\/strong><\/p>\n

a) From free W\/C ratio and <\/strong><\/p>\n

b) quantity water per unit volume of concrete for workability (as derived in 5.c) <\/strong><\/p>\n

Cement by mass = (Water content) \/ (w.c.r.) <\/strong><\/p>\n

This cement content should not be less than minimum content from the aspect of durability (given in 2.b)<\/strong><\/p>\n

Calculation of aggregate content (fa and Ca)<\/p>\n

<\/p>\n

<\/p>\n

where V = absolute volume of concrete<\/p>\n

= gross volume (1m 3 ) minus the volume of entrapped air<\/p>\n

S c = specific gravity of cement<\/p>\n

W = Mass of water per cubic metre of concrete, kg<\/p>\n

C = mass of cement per cubic metre of concrete, kg<\/p>\n

p = ratio of fine aggregate to total aggregate by absolute volume<\/p>\n

f a , C a = total masses of fine and coarse aggregates, per cubic metre of concrete, respectively, kg, and<\/p>\n

S fa , S ca = specific gravities of saturated surface dry fine and coarse aggregates, respectively<\/p>\n

Determine the concrete mix proportions for the first trial mix.<\/p>\n

Prepare the concrete using the calculated<\/p>\n

proportions and cast three cubes of 150 mm size and test them wet after 28-days moist curing and check for the strength.<\/p>\n

Prepare trial mixes with suitable adjustments till the final mix proportions are arrived at.<\/p>\n

So the mix proportion works out to be<\/p>\n

W : C : fa : ca<\/p>\n

= 185 : 411 : 635 : 1150<\/p>\n

= 0.45 : 1 : 1.55 : 2.80<\/p>\n

This mix will be considered as Trial Mix No.2<\/p>\n","protected":false},"excerpt":{"rendered":"

IS Code Method of Concrete Mix Design Procedure 1. Target strength for mean strength The target mean compressive strength at 28 days K = a statistical value , usually taken as 1.65 S = standard deviation for each grade of concrete( table 8 of I.S. 456 -2000 ) Values of K Accepted proportion of low …<\/p>\n","protected":false},"author":2264,"featured_media":2524,"comment_status":"open","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"two_page_speed":[],"footnotes":""},"categories":[22],"tags":[76,378],"class_list":["post-2512","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-concrete-technology","tag-concrete-mix-design","tag-is-code"],"yoast_head":"\nIS Code Method of Concrete Mix Design<\/title>\n<meta name=\"description\" content=\"IS Code Method of Concrete Mix Design Procedure 1. 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