GEOTECH SERVICESSoil & Materials Testing Laboratory

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TEST REPORT

PageReport

Date

5satyam.net.in

1 of 6109/CMD/NOV10

16.12.2010

CUSTOMER

LETTER REF.

PROJECT

DATE OFRECEIPTSAMPLE;CONDITIONWHEN RECEIVED

DATE OF TEST

: Stdhesliwar IIPL-IGCMPL

: Nil

; NA

: 13.11.10

: Sealed

: From 13. 11. 10 onwards

ADDRESS

AGENCY

MATERIALIDENTIFICATION

SAMPLED BY

TFST1 LJ 1

PERFORMED

METHOD OFTEST

: Nagpur.

: NA

Ultratech OPCcement, 20 mmCA Natural Sandcrushed sample

: Customer

: Mix Design M25

: 15:10262-2009

5310

and

1 INTRODUCTION:

Mix design of concrete grade M25 (Pumpable and Non Pumpable) was carried out for

Sidheshwar IIPL-IGCMPL Nagpur. The material submitted for the mix includes,

Ullratech OPC 53 grade cement, 20 mm. 10 mm. coarse aggregate, Natural sand and

Crushed sand as fine aggregate.

2 MATERIAL TEST DATA

2.1 Sieve Analysis

Sieve Size

mm' 20 mm.40 10&

20 97.010.0 2.0

4.75 oJ .... __..

2.36

1.18 •0.6

0.3

0.15

Percent Passing

10 mm. Crushed Sand

100 1001 i

100 100

84.8 100i 1

9.2 100

0.3 94.7

0 61.8

31.11 ij 17.5

11.0

Fineness Modulus of Sand 3.768 jSand Conforming to Zone Zone 1

Natural Sand

100

100

100

97.S

91.1

74.2

46.7

14.2

1.5

2.742

Zone [I

Report NoDale

2 of 6109/CMD/NOV10

16.122010

2.2 Other Properties

a.

b.

c.

Properties Natural Sand

Specific Gravity

Water absorption

2.62

1.4%

Surface moisture NIL

Crushed Sand

2.72

2.2%

NIL

Coarse aggregate

2.83

1 .2 %

NIL

2.3 Tests on Cement

Consistency

Specific Gravity

28.0 %

I 3.087 "

Initial Setting time

Final Setting time

Soundness by Le'Chattelier Expansion

200 min

255 min

0.45 mm

Fineness by Blains Air Permeability 339 sq.m/kg.

| 3 Days Compressive Strength

; 7 Days Compressive Strength

; 28 Days Compressive Strength

39.0 Mpa

T"43.0Mpa1 64.0 Mpa

3. MIX DESIGN

3.1 Design Stipulations

Following design stipulations are considered based on the site conditions and requirements of

IS: 456-2000.

Properties

Type of concrete

Degree of exposure

Degree of quality control

Degree of Workability

Maximum size of aggregate

Maximum Water Cement Ratio

Minimum cement content

Retention

M 25 Non Pumpable

RCC

Moderate

Good

0.85 Compaction factor

20mm

0.5

300Kg/cu.m

NA

M25 Pumpable

RCC

Moderate

Good

0.95 Compaction factor

20 mm

0.5

300Kg/cu.m

15 Minutes

Page 3 of 6Report No 109/CMD/NOV10

Date 16.12.2010

3.2 Target Mean Strength (ft)

The target mean strength is given as

ft = fck + K.S

fck = Characteristic strength required

K = A statistical value based on accepted proportion of

Lower test results and number of test

1.65 for 5 % tests results below fck.

S = Standard deviation taken as 4

Hence ft = 31.6Mpafor M25

3.3 Mix Trial as per 18:10262 - 2009

The initial trial was carried out on mix designed as per IS: 10262-2009 (Enclosed in

appendix for M25 Non-Pumpable with crushed sand).

Cement Content : 326.0 Kg/cu.m.

Water Content : 162.9 Kg/cu.m.

C.Aggregates Content : 1240.0 Kg/cu.m.

Sand Content : 794.0 Kg/cu.m.

Admixture Content : 1.63 Kg/cu.m.

THEOROTICAL YIELD : 2525 Kg/cu.m.

The mix prepared as per IS: 10262 indicated satisfactory workability. Sand content in

mix is slightly higher (40.0 %) indicating high fines in concrete.

Since, 20 mm. aggregates are slightly oversized, instead of grading the aggregates to

meet IS:383 requirements, mixes were prepared with varying proportion of sand and

CA to produce cohesive and workable mix. The proportion finalised are as under:-

• For Non Pumpable Concrete 75 : 25 (20 mm: 10 mm) with 35% fine aggregate.

• For Pumpable Concrete 60 : 40 (20 mm : 10 mm) with 40% fine aggregate .

During trials Plasticizer SP-430 G8 were used to maintain the workability.

Page 6 of 6Report No 109/CMD/NOV10

Date 16.122010

4.2 The grading of the aggregates shall be checked regularly & should match the

grading of aggregate received in the laboratory as this may have an effect on the strength &

other characteristic of the concrete. For sand, the gradation shall be strictly maintained -

because any major variation, particularly on 600 n sieve can affect the strength of concrete.

4.3 The above water content is recommended considering dry aggregate, as such

correction for absorption is made. In order to maintain workability, proportionate

adjustment as above (water absorption), in the quantity of water shall be made, if the

aggregate received are wet.

4.4 The plasticizer used shall be SP-430 G8 of Fosroc Chemicals only. In case of

other Brand or Make of admixture. 28 days strength shall be ensured.

For GEOtECH SERVICES,

Sudhlr liadkjjedkarG.M.(Tech-)

• The above results ate related only in the sample tested in this laboratory.• No report shall be reproduced, except in fall, without written approval of this laboratory.• Any query about report may be reported immediately, sample will he preserved for 91) days

4 of 6Report No I09/CMD/NOV10

Date 16.12.2010

3.4 TRIALS

Considering all above points, proportions of aggregates etc. trials are taken with

varying cement contents. The summary of main trials are given below -

Properties

Mix Proportion

Water Cement Ratio

Cement Content

Sand Content

Admixture

Slump Observed (Initial)

Slump after 15 min

7 Days Strength Mpa

28 Days strength Mpa

Properties

Mix Proportion

Water Cement Ratio

Cement Content

Sand Content

Admixture

Slump Observed

7 Days Strength Mpa

28 Days strength Mpa

Pumpable

With 100% crushed sand

Mix 1 Mix 2

1 :2J2 :3.48 1 : 2.44: 3.67

0.48 0.50i

340 kg/cu.m. 325 kg/cam.

40% 40%

@ 0.8 % @ 0.8 %

140mm. 130mm.

120mm. 110mm.

22.6 17.4

35.7 32.7

Non Pumpable

With 100% crushed sand

Mix 5 Mix 6

1 : 2.12: 3.94 1 : 2.23 : 4.15

0.47 0.50

340 kg/cu.m. 325 kg/cu.m.

35% 35%

@0.5% @0.5%

70 mm. 65 mm.

23.5 20.4

35.4 33.0

With 50% crushed sand +! 50% Natural sand

Mix 3 Mix 5

1 :2.32 :3.48 1 : 2.44: 3.67| 1

0.48 0.501

= ' 1 ' — — — — — —-

340 kg/cu.m. i 325 kg/cu.m.

40% 40%i [@ 0.8 % @ 0.8 %

] i130mm. 140mm.

1 !1 10 mm. 100mm.

21.6 19.2

34.6 31.8

With 50% crushed sand +' 50% Natural sand

Mix 7 Mix 8! :1 : 2.12: 3.94 1 : 2.23: 4. 15

|

0.47 0.50! 1

340 kg/cu.m. 325 kg/cu.m.

35% 35%i

@ 0.5% @ 0.5%

65 mm. 70 mm.

25.7 21.3i i

38.2 32.1

Based on above results following mix is recommended.

A P P E N D I X

CONCRETE MIX DESIGN15:10262-2009

Material Code 109/CMD/KOV10

A. DESIGN STIPULATIONS

1. Concrete Grade

2. Characteristic Strength Required at 28 Days at Site

3. Maximum Size Of Aggregate

4. Degree Of Quality Control

5. Degree Of Exposure

6. Type of concrete

7. Desired Slump

8. Minimum Cement Content

9. Maximum Water Cement Ratio

10. Specifications to be followed

11. Flyash to be used,.?

13. If admixture is to be used...?

14. Type of Admixture

M 25

25

20

Mpa

mm.

Good

about

Moderate

RCC

50 mm.

300 kg/cu.m.

0.5

IS

No

Yes

Plasticizer

B. TEST DATA OF MATERIAL

Cement Used

Type of Cement

Specific Gravity Of Cement (Gcem)

Specific Gravity Of Sand (Gs)

Specific Gravity Of Aggregates (Gm)

Water Absorption Of sand

Water Absorption Of Coarse Aggregates

Sand Conforms to Grading Zone

Brand

Relative Density Of Admixture

Ultratech

OPC 53

3.087

_2.72_

2.83

2.2

1.2

SP-430 G8

1.23

C. TARGET MEAN STRENGTHft = fck + K S

Ft = 25 + 1.65 x 4.0 31.6 Mpa

D. Water Cement Ratio

Let's start with maximum water cement ratio. The WCR utilised in the desigh -will be : 0.50(Ref- as per clause 4.1 of IS-10262-2009)

E. Water Content

As per table 2 of IS: 10262-2009, the water content for 2 0 MSA is 186 Kg/cu.m.This water content corresponds to a slump of 25-50 mm. For each 25 mm. increase or decrease in slumpincrease or decrease water content hy 3 %. Hence for a required smump of 50 mm. the changedwater content shall be 191.6 kg/cu.m.

Since, admixture is proposed to be used, reduction in water requirement is to be made

Type of admixture: Plasticizer % "Water reduction: 15 (Bsed on experience

Corrected water content 162 . 9 Kg/cu.m. with this type of admixture)

Note : Dosage of admixture is maintained as 0.5 % By weight of cementatious content

F. Cement Content

Water cement ratio : 0.50 Water content: 162.9 Kg/cu.m.

Hence, the cement content will be 162.9 / 0.50 326 kg/cu.m.

This cement content is more than minimum cement content, hence OK

The cement content used in the design will be 32 6 kg/cu.m.

G. Coarse Aggregates Content

Sand conforming to grading zone : I

As per table 3 of 15:10262-09, for this sand zone and maximum aggregate size 20 mm.

Volume of coarse aggregates per unit volume of total aggregate is 0 . 60

Hence, the unit CA content by vol. in the design wi l l be 0 . 60

H. Mix Calculations

The mix calculations per unit volume of concrete shall be as follows -

a. Volume of concrete : 1 cu.m.

b. Volumen of cement: 1/1000 x (Mass of Cement/ Specific gravity Of Cement)326 / 3.087 x 1/1000 0.1056 cu.m.

c Volume of Flyash : f/1000 x (Mass of Flyash / Specific gravity Of Flyash)NA /

d. Volume of Admixture 1/1000 x (% Dosage x cementatious content /Relative density of admixture)326 x 0.005 / 1.23 x 1/JOOO

0.0013 cu.m.

e. Volume of water 1/1000 x (Mass of Water/ Specific gravity Of Water)162.9 / 1 x 1/1000 0.1629 cu.m.

f. Vol.of Total Aggregates = 1 -(b + c + d + e)1.0000

= 1 - [ 0.106 + 0.0000 + 0.0013 + 0.1629 ]

0.7302 cu.m.

g. Mass of CA -f x Vol ofCA per unit Vol of total aggregates x Spc.Gr of CA x 10000.7302 x 0.60 x 2.83 x 1000

1240 Kg/cu.m.

h Mass of FA = f x( l - Vot of CA per unit Vol of total aggregates) x. Spc.Gr of FA x 10000.7302 0.40 2.720 x 1000

794 Kg/cu.m.

I Mix Proportion Balch for Trial 1

Cemementatious content

Cement Content

Flyash Content

Water Content

C.Aggregates Content

Sand Content

Admixture Content

THEOROTICAL YIELD

326.0 Kg/cu.m.326.0 Kg/cu.m.

0 Kg/cu.m.

162 .9 Kg/cu.m.

1240.0 Kg/cu.m.

794 .0 Kg/cu.m.

1.63 Kg/cu.m.

2525 Kg/cu.m.

PageReport No

Date

5 of 6109/CMD/NOV10

16.12.2010

RECOMMENDATIONS

4.1 Following mix is recommended for concreting

For Pum panic Concrete:

Properties1

Mix Proportion

Water Cement Ratio

Cement Content

Crushed Sand Content

Natural Sand Content

Admixture SP-430 G8 @ 0.8%

Coarse Aggregates 20 mm @60%

Coarse Aggregates 10 mm @40%

Water Content (W,rt.WC Ratio)

Water Absorption of coarse aggregate @ 1 .2 % ;

Water Absorption of crushed sand @ 2.2 %

Water Absorption of natural sand @ 1.4 %

Total Water Content

M25 with crushed

1 : 2.44 : 3.67

0.50

325 kg/cu.m.

793 kg/cu.m.

NA

2.6 Kg/cu.m.

715Kg/cu.m.

477 Kg/cu.m.

162.5 Lit /cu.m.

14.3 Lit /cu.m

17.4 Lit /cu.m

NA

194.2 Lit /cu.m

M25 with crushed sand+natural sand1 : 2.44 : 3.67

i

0.50

325 kg/cu.m.

396 kg/cu.m.

396 Kg / cu.m

2.6 Kg /cu.m.

715Kg/cu.m.

477 Kg / cu.m.'

162.5 Lit /cu.m.

14.3 Lit /cu.m

8.7 Lit /cu.mi

5.5 Kg/cu.m

191.0 Lit/ciun

For Non Pumpable Concrete:

Properties

Mix Proportion

Water Cement Ratio

Cement Content

Crushed Sand Content

Natural Sand Content

Admixture SP-430 G8 @ 0.8%

Coarse Aggregates 20 mm @75%

Coarse Aggregates 10 mm @25%

Water Content (W.rt.WC Ratio)

Water Absorption of coarse aggregate @ 1 .2 %

Water Absorption of crushed sand @ 2.2%

Water Absorption of natural sand @ 1.4 %

Total Water Content

M25 with crushed

1 : 2.23: 4. 15

0.50

325 kg/cu.m.

725 kg/cu.m.

NA

2.6Kg/cu.m.

944 Kg/cu.m.

337Kg/cu.m.

162.5 Lit /cu.m.

16.1 Lit/cu.m

15.9 Lit /cu.m

NA

194.5 Li t /cu.m

M25 with crushed sand+natural sand1 : 2.23: 4. 15

0.50

325 kg/cu.m.

362 kg/cu.m.

362 Kg/cu.m

2.6 Kg / cu.m.

944Kg/cu.rn.

337 Kg /cu.m.

162. 5 Lit/cu.m.

16.1 Lit/cu.m

7.9 Lit / cu.m

5.0Kg/cu.m

191. 5 Lit /cu.m