SDBC Design Calculations

Contractor's Representative Consultant's Representative

Selection of data for SDBC mix Design

I) Aggregates Physical Properyies Requirments As per MORTH Table 500-14

S.No. Test Description Test Method Test Results Remarks

1 Grain Size Analysis IS:2386 Part-1 0

2 Flakiness and Elongation Index (Combined) IS:2386 Part-1 23.5 Max 30%

3 Loss Angeles Abrasion Value* IS:2386 Part-4 21.6 Max 35%

4 Aggregate Impact Value* IS:2386 Part-4 18.9 Max 27%

5 Sodium Sulphate IS:2386 Part-5 Max 12%

6 Magnesium Sulphate IS:2386 Part-5 Max 18%

7 Water Absorption (Combined) IS:2386 Part-3 1.58 Max 2%

8 Coating & Stripping of Bitumenous Aggregate IS:6241 100

9 Water sensitivity** Retained Tensile Strength AASHTO T283** Min. 80%

II) Aggregate Grading & binder Content As per MORTH Table-500-15

1 Grading 2

2 Nominal aggregate size (in mm) 10

3 Layer Thickness (in mm) 25-30

4

IS Sieve in mmCummulative % by Wt. of total aggregate Passing

Obtained As per Specification

13.2 100 100

9.5 99.9 90-100

4.75 40.0 35-51

2.36 30.9 24-39

1.18 22.6 15-30

0.3 11.3 9-19

0.075 4.7 3-8

54.8 Min. 5.0

6 60/70 60 - 70

Specification Limits

Max 5% passing 0.075mm sieve

Min. retained coating 95%

* Aggreagate Satisfy requirments of both tests.

** The water sensityvity test is only required if the min. retained coating in the stripping test is less than 95%.

Bitumen Content %by mass of total mix

Bitumen Grade(pen)


III) Requirment for the mixure as per MORTH table 500-12 & 16

S.No. Description Obtained As per Specification

a 11.9 8.2

b Min. Flow (in mm)3.3

2

c Max. Flow (in mm) 4

d Compaction Level (Number of blows)

e Per cent of Air voids 4.2 3-5

f Per cent voids in mineral aggregate (VMA) 14.7 14 Min (as per Table 500-12)

g per cent voids filled with bitumen (VFB) 71.8 65-78

IV) Permissible variation in job mix formula for Dense Graded bituminous Macadam as per MORTH Table 500-13

S.No. Description

Base/Binder Course

1 Aggregate passing 19mm sieve or Larger Plus or Minus 8%

2 Aggregate passing 13.2mm ,9.5mm Plus or Minus 7%

3 Aggregate passing 4.75mm Plus or Minus 6%

4 Aggregate passing 2.36mm,1.18mm,0.600mmm Plus or Minus 5%

5 Aggregate passing 0.300mm,0.015mm Plus or Minus 4%

6 Aggregate passing 0.075mm Plus or Minus 2%

7 Binder Content Plus or Minus 0.3%

8 Aggrgate Temparature

9 Binder/Asphalt Temparature

10 Mix of SDBC Temparature at Plant

V) Proportion & Specific Gravity , Water absorptions of Aggregate

S.No Description Proportion in %

3 Aggregate-2 (10mm to 6mm) 60 2.823 2.956 1.592

4 Aggregate-1 (less than 6mm) 40 2.784 2.910 1.554

Min. Stability (KN at 600C)

75 on each of the two faces of the specimen

75 on each of the two faces of the specimen

As per specification Requirment & Permissible variation in %

1630C - 100C

1500C to 1770C%

Plus or Minus 100C

Bulk Specific Gravity

Apparent Specific Gravity

Water Absorption


1) PAVING MIXTURE DATA FOR SAMPLE CALCULATIONSa) BULK SPECIFIC GRAVITY OF AGGREGATE

(For CA - AASHTO T 85 or ASTM C 127, For FA - AASHTO T 84 or ASTM C 128)

Gsb = P1+ P2+P3+……………..Pn

G1+G2+G3+……………..Gn

Gsb = Bulk Specific GravityP1,P2,P3,P4,… = Individual percentage by weight of aggregateG1,G2,G3,G4,... = individual bulk specific gravity of aggregate

Gsb = 60+40

2.823 2.784

= 2.807

b) APPARENT SPECIFIC GRAVITY OF AGGREGATE

Gsa = P1+ P2+P3+……………..Pn

G1+G2+G3+……………..Gn

Gsb = Apparent Specific GravityP1,P2,P3,P4,… = Individual percentage by weight of aggregateG1,G2,G3,G4,... = individual apparent specific gravity of aggregate

Gsa = 60+40

2.956 2.910

= 2.937

c) EFFECTIVE SPECIFIC GRAVITY OF AGGREGATE

(AASHTO T 209, ASTM D 2041)

Gse = Pmm - Pb

Gmm Gb

Gse = effective specific gravity of aggregateGmm = Maximum specific gravity(ASTM D 2041) of paving mixture(no Air voids)Pmm = percent by weight of total loose mixture = 100Pb = Asphalt contant at which test was performed by total weight of mixtureGb = Specific gravity of asphalt

P1+ P2+P3+……………..Pn

60 + 40

P1+ P2+P3+……………..Pn

60 + 40

Pmm - Pb


d)MAXIMUM SPECIFIC GRAVITY OF MIXTURE WITH DIFFERENT ASPHALTCONTENTS

(AASHTO T 209, ASTM D 2041)

Gmm = Pmm

Gse Gb

Gmm = Maximum specific gravity of paving mixture (no Air Voids)Pmm = Percent by weight of total loose mixture = 100Ps = Aggregate content, percent by total weight of mixturePb = asphalt content, percent by total weight mixture Gse = effective specific gravity of aggregate Gb = specific gravity of asphalt

e) ASPHALT ABSORPTION

Pba = 100X(Gse-Gsb)XGb Gse Gsb

Pba = absorbed asphalt , percent by weight of agregateGse = effective specific gravity of aggregateGsb = bulk specific gravity of aggregate Gb = specific gravity of asphalt

Pba = 100X(2.856 -2.807)X1.021 (2.856X2.807)

= 0.62

f) EFFECTIVE ASPHALT CONTENT OF A PAVING MIXTURE

Pbe =100

Pbe = effective asphalt content, percent by total weight of mixturePb = asphalt content, percent by weight of mixturePba = absorbed asphalt, percent by weight of aggregatePs = aggregate content, percent by total weight of mixture

Pbe =100

= 4.41

Ps + Pb

Pb - ( Pba )X Ps

5.0-( 0.62X95.00)


g) PERCENT VMA COMPACTED PAVING MIXTURE

VMA = Gsb

VMA = voids in mineral aggregate, percent of bulk volumeGsb = bulk specific gravity of total aggregateGmb = bulk specific gravity of compacted mixturePs = aggregate content, percent by total weight of mixture

VMA =2.807

= 14.7

h) PERCENT AIR VOIDS IN COMPACTED MIXTURE

Va = Gmm

Va = air voids in compacted mixture, percent of total volumeGmm = maximum specific gravity of paving mixtureGmb = bulk specific gravity of conpacted mixture

Va =2.629

= 4.1

i) PERCENT VFA IN COMPACTED MIXTURE

VFA = VMA

VFA = voids filled with asphalt, percent of VMAVMA = voids in mineral aggregate, percent of total volumeVa = air voids in compacted mixture, percent of total volume

VFA =14.7

= 71.8

100 - ( GmbXPs )

100 - ( 2.520 X 95.00 )

100 X Gmm-Gmb

100 X ( 2.629 - 2.521 )

100 x ( VMA - Va )

100 x ( 14.7 - 4.1 )

MIX DESIGN TRIAL TEST RESULTS WITH MARSHAL METHOD

Hot Bin Blend Trial - 1 (AGG.-1, AGG.-2, AGG.-3, AGG.-4)

Location/Source Hot Mix Plant DEPL at Km:161+250LHS Asphalt Source HPCL Date Tested

Mix Type SDBC Bulk Specific Gravity (Gsb) 2.807 Flow Gauge No. 40923 (25mm)

Compaction 75 Blows Apparent Specific Gravity (Gsa) 2.937 Proving Ring No. 07-117 (50KN)

Asphalt 60/70 Asphalt Specific Gravity (Gb) 1.021 Correction Factor 59.5238

Remarks

3.0

1 97.0 59 1190 715.5 1190.5 475 2.505

2.669 8.2 15.3 46.6

154 9 1.14 10 2.4

2 97.0 59 1182 710 1182.5 472.5 2.502 145 9 1.14 10 2.0

3 97.0 59 1185.5 713.5 1187 473.5 2.504 143 9 1.14 10 2.3

4 97.0 59 1187 714.5 1188 473.5 2.507 155 9 1.14 11 2.1

5 97.0 59 1179.5 710 1180 470 2.510 145 9 1.19 10 2.6

6 97.0 59 1191 716 1192 476 2.502 145 9 1.14 10 2.5

Average 97 59.1 1185.83 701.5 1186.7 473.4 2.505 148 8.8 1.15 10.1 2.3

2.450Gse=(Pmm-pb)/((Pmm/Gmm)-(Pb/Gb)) Va=100X(Gmm-Gmb)/Gmm VMA=100-(GmbXPs/Gsb) VFA=100X(VMA-Va)/VMA


Lab Tech/QCE Lab Tech/QCE

Material Engineer Material Engineer

Asphalt % by Wt. of

Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc

Max. Specific Gravity

Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

KN

Correction Factor

Satability Adjusted

KN

Flow in mm







RemarksAsphalt % by Wt. of

Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc


Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

KN

Correction Factor

Satability Adjusted

KN

Flow in mm

3.75

1 96.25 58 1180.5 713.0 1181.0 468 2.522

2.651 6.5 15.0 56.9

155 9 1.19 11 2.6

2 96.25 59 1192.0 721.0 1193.0 472 2.525 142 8 1.14 10 2.5

3 96.25 58 1183.5 716.0 1184.5 468.5 2.526 175 10 1.19 12 2.9

4 96.25 58 1176.0 711.0 1177.0 466 2.524 145 9 1.19 10 2.5

5 96.25 58 1178.0 711.5 1178.0 466.5 2.525 165 10 1.19 12 3.1

6 96.25 59 1191.0 721.5 1192.5 471 2.529 150 9 1.14 10 2.8

Average 96.25 58.5 1183.5 715.7 1184.3 468.7 2.525 155 9.2 1.17 10.9 2.7



Lab Tech/QCE Lab Tech/QCE









Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc


Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

KN

Correction Factor

Satability Adjusted

KN

Flow in mm

4.5

1 95.5 58 1190.0 723.5 1190.0 466.5 2.551

2.636 4.6 14.4 68.2

170 10 1.19 12 3.2

2 95.5 58 1190.5 724.5 1191.5 467.0 2.549 165 10 1.19 12 3.3

3 95.5 58 1187.0 722.5 1188.0 465.5 2.550 175 10 1.19 12 3.0

4 95.5 58 1191.5 725.0 1192.0 467.0 2.551 155 9 1.19 11 3.2

5 95.5 58 1192.0 725.0 1192.5 467.5 2.550 165 10 1.19 12 3.2

6 95.5 58 1190.0 724.0 1190.5 466.5 2.551 155 9 1.19 11 3.2

Average 95.5 58.2 1190.2 724.1 1190.8 466.7 2.550 164 9.8 1.19 11.6 3.2


Contractor's Representative Consultant's RepresentativeLab Tech/QCE Lab Tech/QCEMaterial Engineer Material Engineer








Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc


Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

KN

Correction Factor

Satability Adjusted

KN

Flow in mm

5.25

1 94.75 58 1192.0 724.5 1192.5 468 2.547

2.609 3.6 15.1 76.0

165 10 1.19 12 4.2

2 94.75 58 1186.5 720.0 1187 467 2.541 165 10 1.19 12 3.9

3 94.75 58 1187.5 722.0 1188 466 2.548 170 10 1.19 12 3.9

4 94.75 58 1190.0 722.5 1190.5 468 2.543 175 10 1.19 12 3.6

5 94.75 58 1188.0 723.5 1190 466.5 2.547 160 10 1.19 11 4.5

6 94.75 58 1191.0 723.5 1191.5 468 2.545 165 10 1.19 12 3.9

Average 94.75 58.3 1189.2 722.7 1189.9 467.3 2.545 167 9.9 1.19 11.8 4.0










Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc


Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

KN

Correction Factor

Satability Adjusted

KN

Flow in mm

6.00

1 94.00 59 1184.0 710.5 1184.0 473.5 2.501

2.549 2.5 16.8 85.1

140 8 1.14 10 4.2

2 94.00 59 1182.5 711.0 1183.0 472.0 2.505 150 9 1.14 10 4.5

3 94.00 59 1182.0 707.5 1182.5 475.0 2.488 165 10 1.14 11 3.9

4 94.00 59 1184.0 712.0 1185.0 473.0 2.503 155 9 1.14 11 5.1

5 94.00 59 1183.5 708.0 1184.0 476.0 2.486 165 10 1.14 11 5.0

6 94.00 59 1184.5 708.5 1185.0 476.5 2.486 150 9 1.14 10 4.6

Average 94 59.2 1183.4 709.6 1183.9 474.3 2.495 154 9.2 1.14 10.5 4.6










Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc


Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

KN

Correction Factor

Satability Adjusted

KN

Flow in mm

5.00

1 95.0 59 1191.0 718.0 1191.0 473.0 2.518

2.629 4.1 14.7 71.9

165 9.8 1.14 11 3.4

2 95.0 59 1192.5 719.5 1192.5 473.0 2.521 175 10.4 1.14 12 3.3

3 95.0 59 1193.0 720.0 1193.5 473.5 2.520 155 9.2 1.14 11 3.4

4 95.0 59 1190.5 718.5 1190.5 472.0 2.522 190 11.3 1.14 13 3.1

5 95.0 59 1192.0 719.5 1192.0 472.5 2.523 150 8.9 1.14 10 3.1

6 95.0 59 1189.5 718.0 1190.0 472.0 2.520 170 10.1 1.19 12 3.3

Average 95 59.0 1191.4 718.9 1191.6 472.7 2.521 168 10.0 1.15 11.5 3.3

Gse=(Pmm-pb)/((Pmm/Gmm)-(Pb/Gb)) Va=100X(Gmm-Gmb)/Gmm VMA=100-(GmbXPs/Gsb) VFA=100X(VMA-Va)/VMA


NATIONAL HIGH WAYS AUTHORITY OF INDIA

Consultant BCEOM - AARVEE (JV)

Contractor M/s Devi Enterprises Ltd.,

ASHPHALT MIX DESIGN DATA BY THE MARSHAL METHOD

(Ashphalt institute MS-2. ASTM D1559)

Location/Source Date Sampled

Description of Sample Date Tested

Sp.Gr. Of Ashphalt 1.021 Ashphalt % by wt. of Mix (Pb) 5.00

Grade of Ashphalt 60/70 Bulk S.Gr. Of Aggregate (Gsb) 2.807

S.No. Sample Description FormulaSet I Set II

Average1 2 3 1 2 3

a Sample Height mm 59.0 59.0 59.1 58.9 59.0 58.9

b Wt. of Sample in Air gm 1191.0 1192.5 1193.0 1192.5 1192.0 1189.5

c Wt. of SSD in Air gm 1191.0 1192.5 1193.5 1190.5 1192.0 1190.0

d Wt. of Sample in Water gm 718.0 719.5 720.0 718.5 719.5 718.0

e Bulk Volume cc c-d 473.0 473 473.5 472.0 472.5 472.0

f Bulk Density gm/cc b/e 2.518 2.521 2.520 2.526 2.523 2.520 2.521

g Asp. By Wt. of Agg. %

h Asp. By Wt. of Mix % 4.95 4.95 4.95 4.95 4.95 4.95 4.95 Min. 5.0 %

i Vol. of Asp. % h*f/SG asp 12.21 12.22 12.22 12.25 12.23 12.22

j Vol. of Agg. % (100-h)*f/Gb 85.26 85.37 85.32 85.55 85.42 85.34

k Vol. of voids % 100-i-j 2.53 2.41 2.47 2.20 2.34 2.45

l Max.Theoritical density gm/cc 2.629 2.629 2.629 2.629 2.629 2.629

m Voids in Mineral Agg. % 100-j 14.7 14.6 14.7 14.4 14.6 14.7 14.6 Min. 14%

n Voids filled with Asp. % i/m*100 71.3 72.0 71.6 73.0 72.3 71.8 72.0 65 - 78%

o Air Voids in Total Mix % (l-f)*100/l 4.2 4.1 4.2 3.9 4.0 4.1 4.1 3 - 6 %

p Satbility (Measured) Kg 9.8 10.4 8.6 9.8 10.2 11.3

q Correction asper Calibration% 1.19 1.19 1.19 1.19 1.19 1.19

r Stability (Adjusted) Kg p*q 11.7 12.4 10.2 11.7 12.1 13.4 11.9 8.2 KN

t Flow measured mm 3.1 3.5 2.9 3.5 2.6 2.9 3.1 2 - 4 mm

Contractor's Representative Consultant's RepresentativeLab Tech/QCE Lab Tech/QCE


Four laning from NAGPUR - HYDERABAD section of NH-7 from Km: 153+000 to Km: 175+000 in the sate of Maharastra Contract package no.NS-62(MH)


Remarks :_______________________________________________________________________________

NATIONAL HIGHWAYS AUTHORITY OF INDIA

Consultant : BCEOM-AARVEE (JV)

Contractor : M/s DEVI ENTERPRISES Ltd.,

Sample No Date sampled :02.10.07

Location/Source Date Tested :03.10.07

Material Description Sampled by :Mr.Singh,Surendra,Kishor & Mr.G.V

COMBINED GRADATION

Sieve Size in mm 6-10mm <6/Dust 60 40

100 100 60 40

13.2 100 100 60.0 40.0 100.0 100 100

9.5 99.9 100 59.9 40.0 99.9 90-100 95

4.75 0.8 98.7 0.5 39.5 40.0 35-51 43

2.36 0.1 77.2 0.1 30.9 30.9 24-39 31.5

1.18 0.1 56.3 0.1 22.5 22.6 15-30 22.5

0.3 0.1 28.2 0.1 11.3 11.3 9-19 14

0.075 0.1 11.6 0.1 4.6 4.7 3-8 5.5-

Remarks:____________________________________________________________

Contractor's Repersentative Lab Tech./ QCE :

Material Engineer :

Four Laning of NAGPUR - HYDERABAD Section of NH-7 From Km:153+000 to Km:175+000 in the State of Maharashtra Contract Package NS-62(MH)

Combined % of

Passing


SDBC

Remarks (Mid Limit)

13.29.59.52.361.180.30.0750

10

20

30

40

50

60

70

80

90

100

110

Column M

Column N

Column O

Column P

Column Q

=



Contractor : M/s DEVI ENTERPRISES Ltd.,

SIEVE ANALYSISIS 2720 Part 4

Sample No Date sampled 12.09.07

Location/Source Date Tested 14.09.07

Material Description Sampled by :Mr.Surender & Mr.G.V

Sieve Size

Mass Cumulative Specification

Retained Mass Retained Passing Limits

in gm Retained (g) % % %

45.0mm 0 0 0.0 100.0 100

37.5 mm 0 0 0.0 100.0 100

26.5 mm 0 0 0.0 100.0 90-100

19.0 mm 0 0 0.0 100.0 71-95

13.2mm 0 0 0.0 100.0 56-80

4.75 mm 3675 3675 92.2 7.8 38-54

2.36 mm 125 3800 95.3 4.7 28-42

10 3810 95.6 4.4 7-21

5 3815 95.7 4.3 2-8

Pan 171 3986 100.0 0.0

TOTAL 3986

Remarks: ___________________________________________________________________________________

Contractor 's Repersentative Consultant 's Representative

Lab Tech/QCE: Lab Tech/QCE

Material Engineer: Material Engineer

Four Laning of NAGPUR - HYDERABAD Section of NH-7 From Km:153+000 to Km:175+000 in the State of Maharashtra Contract Package NH-62(MH)

300 mm

75 mm

45 100 100.0 100

37.5 100 100.0 100

26.5 90 100.0 100

19 71 100.0 95

13.2 56 100.0 80

4.75 38 7.8 54

2.36 28 4.7 42

0.3 7 4.4 21

0.075 2 4.3 8



Contractor :M/s DEVI ENTERPRISES Ltd.,

MAXIMUM SPECIFIC GRAVITY OFMIXTURE (ASTM D2041)

Layer Type : SDBC Date sampled:

Asphalt content IN % 3 Date tested:

Residual Pressure : 4 KPa Sampled by:

SL. NO Test description Trial - 1 Trial - 2 Average

A Empty weight of flask (In Gm) -----------------------(a) 574 574

B Weight of flask + Sample (in Gm) -----------------(b) 1010 1020

C weight of flask + Sample + Water (in Gm) ------ (c) 2065 2071.5

D Weight of flask + Water (in Gm) ---------------------(d) 1792.5 1792.5

EMaximum Specific Gravity (Gmm)(e) = ( b-a )

2.667 2.671 2.669 (b-a)-(c-d)

F

Effective specific gravity(Gse) ( f )= ( Pmm-Pb )

2.807 2.811 2.809

(Gmm Gb )

Remarks :_______________________________________________________________________

Contractor Representative Consultant RepresentativeLab Tech/QCE Lab Tech/QCE



( Pmm - Pb )






Asphalt content in % 3.75 Date tested:




B Weight of flask + Sample (in Gm) -----------------(b) 1020.5 1013

C weight of flask + Sample + Water (in Gm) ------ (c) 2070.5 2066



2.650 2.653 2.651 (b-a)-(c-d)

F


2.825 2.829 2.827

(Gmm Gb )

Remarks :_______________________________________________________________________




( Pmm - Pb )










B Weight of flask + Sample (in Gm) -----------------(b) 1000.5 1009.5

C weight of flask + Sample + Water (in Gm) ------ (c) 2057.5 2062.5



2.641 2.631 2.636 (b-a)-(c-d)

F


2.854 2.843 2.867

(Gmm Gb )

Remarks :_______________________________________________________________________




( Pmm - Pb )










B Weight of flask + Sample (in Gm) -----------------(b) 1050 1010

C weight of flask + Sample + Water (in Gm) ------ (c) 2086 2061.5



2.608 2.611 2.609 (b-a)-(c-d)

F


2.854 2.857 2.856

(Gmm Gb )

Remarks :_______________________________________________________________________




( Pmm - Pb )






Asphalt content in % 6 Date tested:




B Weight of flask + Sample (in Gm) -----------------(b) 1000 1009.5

C weight of flask + Sample + Water (in Gm) ------ (c) 2051.5 2057



2.551 2.547 2.549 (b-a)-(c-d)

F


2.821 2.815 2.818

(Gmm Gb )

Remarks :_______________________________________________________________________




( Pmm - Pb )






Asphalt content in % 5 Date tested:


SL. NO Test description Trial - 1Trial - 2 Average


B Weight of flask + Sample (in Gm) -----------------(b) 1000.5 1012.5

C weight of flask + Sample + Water (in Gm) ------ (c) 2056.5 2064.5



2.625 2.634 2.629 (b-a)-(c-d)

F


2.861 2.872 2.867

(Gmm Gb )

Remarks :_______________________________________________________________________




( Pmm - Pb )




STRIPPING VALUE OF AGGREGATE (IS:6241)

Location/Source Bitumen Grade

Layer Type Date sampled

Asphalt content Date tested

Material Type Sampled by

S.NO. Test descriptuin Trial - 1 Trial - 2

a Time of Mixing (in Min.)

b

c Temparature of Aggregate after mixing (in 0C)

d Time of placing in water bath (in Min.)

e Temparature of water bath (in 0C)

f Time of visual inspection (in Hrs)

g Stripping Value retained coating ( in % )

Remarks :___________________________________________________________

Contractor's Representative Consultant's RepresentativeLab Tech/QCE Lab Tech/QCE



Temparature of Aggregate before mixing (in 0C)

Consultant's Representative


Contractor : M/s DEVI ENTERPRISES Ltd., Consultant : BCEOM-AARVEE (JV)

Four Laning of NAGPUR - HYDERABAD Section of NH-7 From Km:153+000 to Km:175+000

in the State of Maharashtra Contract Package NH-62(MH)

DBM MIX DESIGN





JMF DATA





AGGREGATE TEST

RESULTS


Contractor :M/s DEVI ENTERPRISES Ltd., Consultant : BCEOM-AARVEE (JV)



ASPHALT TEST

RESULTS


Contractor :M/s DEVI ENTERPRISES Ltd., Consultant :BCEOM-AARVEE (JV)



MARSHALL TEST DATA

Asphalt Content

Bulk Density

Stability

Air Voids

VMA

VFA

Flow

MIX DESIGN TRIAL TEST RESULTS WITH MARSHAL METHOD Hot Bin Blend Trial - 1 (HB1 - ,HB2 - ,HB3 - ,HB4 - )

Gse 2.769 Gb 1.01 Proving Ring No. Correction Factor 2.965

Remarks

4.0

1 96.5 62.5 1239 705 1243.5 538.5 2.301

2.602 7.38 15.12 51.67

483 1432 1.09 1561 2.52 96.5 63 1239 717 1245 528 2.347 475 1408 1.04 1465 2.63 96.5 61 1259.5 718 1259.5 541.5 2.326 482 1429 1.04 1486 2.2

Average 96.5 62.17 1245.83 713.33 1249.3 536.0 2.324 480 1423 1.06 1504 2.4

4.5

1 96 62 1243 730 1243.5 513.5 2.421

2.581 5.85 14.86 61.22

512 1518 1.04 1579 3.22 96 63 1243.5 731.5 1244 512.5 2.426 535 1586 1.09 1729 3.53 96 63 1250.5 734 1252 518 2.414 526 1560 1.09 1700 3.9

Average 96 62.67 1245.67 731.83 1246.5 514.7 2.420 524 1555 1.07 1669 3.5

5.0

1 95.5 64 1246 743 1246 503 2.477

2.56 2.34 12.86 82.52

560 1660 1.14 1893 4.22 95.5 63 1245 743.5 1245 501.5 2.483 575 1705 1.14 1944 4.53 95.5 63 1249.5 739 1251 512 2.440 540 1601 1.14 1825 4.3

Average 95.5 63.33 1246.83 741.83 1247.3 505.5 2.467 558 1655 1.14 1887 4.3

5.5

1 95 64 1257.5 734 1257.5 523.5 2.402

2.54 1.98 13.67 86.45

485 1438 1.14 1639 4.62 95 61 1255.5 733.5 1256 522.5 2.403 475 1408 1.14 1606 4.43 95 63 1262.5 735.5 1263 527 2.396 485 1438 1.14 1639 4.9

Average 95 62.67 1258.50 734.33 1258.7 524.3 2.400 482 1428 1.14 1628 4.6

6.0

1 94.5 64 1249.5 725 1249.5 524.5 2.382

2.52 1.97 14.81 87.52

355 1053 1.14 1200 4.52 94.5 63 1274 737 1275 538 2.368 375 993 1.09 1082 4.63 94.5 62 1256 727 1261 534 2.352 355 1112 1.14 1268 4.4

Average 94.5 63.00 1259.83 729.67 1261.8 532.2 2.367 362 1053 1.12 1183 4.5

Asphalt % by Wt. of

Mix

Specimen No.

% of Aggregate

Specimen Height in

mm

Weight in Air gm

Weight in Water

gm

SSD Weight in

Air gm

Bulk Volume

cc

Bulk Density

g/cc


Air Voids

%

VMA %

VFA %

Dial Gauge

Reading

Stability Measured

Kg

Correction Factor

Satability Adjusted

Kg

Flow in mm

Curves of Marshal Parameters

% of Ashpalt Bulk Density g/cc Gmm Stability % VMA %VFA Flow in mm % Air Voids

4.0 2.324 2.602 1504 15.12 51.67 2.4 7.384.5 2.420 2.581 1669 14.86 61.22 3.5 5.855.0 2.467 2.560 1887 12.86 82.52 4.3 2.345.5 2.400 2.540 1628 13.67 86.45 4.6 1.986.0 2.367 2.520 1183 14.81 87.52 4.5 1.97

3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.52.3

2.3

2.4

2.4

2.5

2.6

% of Ashpalt

GS

B in

g/c

c

3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.52.500

2.520

2.540

2.560

2.580

2.600

% of Ashpalt

Gm

m

3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.510001100120013001400150016001700180019002000

% of Ashpalt

Sta

bil

ity i

n K

N

3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.511.5

12

12.5

13

13.5

14

14.5

15

15.5

% of Ashpalt

% o

f V

MA

3.0 3.5 4.0 4.5 5.0 5.5 6.04045505560657075808590

% of Ashpalt

% V

FA

3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.52.0

2.5

3.0

3.5

4.0

4.5

5.0

% of Ashpalt

Flo

w i

n m

m

Documents

SDBC Design Calculations