Pavement Design Calculation Sheet No.

A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 0+000 to 5+000

Flexible Pavement Design

For Design CBR 7.35 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
0.890 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

7,770 psi
1.70 (4.2-2.5)

AC Wearing Course

5.949 =

5.950

Crushed Aggregate Base

(CBR>80%)

SN =

3.363

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
7,770

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
0.890 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

5.949 =

6.064

5.949

Result:

Result:
SN1 =

2.128

SN2

decrease SN !!!

SN1
SN

SN2

D1 =

8 cm

D2 =

15 cm

D3 =

25.8 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

5.32 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

13.51 cm

9.89 inches =

25.11 cm

10.13 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

25.74 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 5+000

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
- Design ESAL:

6
0.890 x 10

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

30
50

0.472
0.787

0.135

150

0.877

1.10

0.11

258
(= 260)

1.227

1.10

Total Design SN =
Required SN =

3.363
3.363

\
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 3.363

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
0.890 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

6.064

2.728

decrease SN !!!

SN1* =

1.260

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.227
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

3.363 o.k. !!!

3.363 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 5+000 to 13+500 , STA 16+500 to 30+500

Flexible Pavement Design

For Design CBR 9.06 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
0.890 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

8,980 psi
1.70 (4.2-2.5)

AC Wearing Course

5.949 =

5.949

Crushed Aggregate Base

(CBR>80%)

SN =

3.181

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
8,980

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
0.890 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

5.949 =

5.949

5.949

Result:

Result:
SN1 =

2.035

SN2

o.k. !!!

SN1
SN

SN2

D1 =

8 cm

D2 =

15 cm

D3 =

21.9 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

5.09 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

12.92 cm

9.10 inches =

23.11 cm

8.63 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

21.92 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

, STA 16+500 to 30+500

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
0.890 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

30
50

0.472
0.787

0.135

150

0.877

1.10

0.11

219
( = 220)

1.044

1.10

Total Design SN =
Required SN =

3.181
3.181

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 3.181

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
0.890 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.949

2.611

o.k. !!!

SN1* =

1.260

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.044
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

3.181 o.k. !!!

3.181 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 5+000 to 14+500

Flexible Pavement Design

For Design CBR 9.06 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
1.170 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

8,980 psi
1.70 (4.2-2.5)

AC Wearing Course

6.068 =

6.068

Crushed Aggregate Base

(CBR>80%)

SN =

3.328

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
8,980

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
1.170 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

6.068 =

5.949

6.068

Result:

Result:
SN1 =

2.035

SN2

increase SN !!!

SN1
SN

SN2

D1 =

8 cm

D2 =

15 cm

D3 =

25.0 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

5.09 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

12.92 cm

9.10 inches =

23.11 cm

9.84 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

25.01 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 14+500

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
1.170 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

30
50

0.472
0.787

0.135

150

0.877

1.10

0.11

250

1.191

1.10

Total Design SN =
Required SN =

3.328
3.328

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 3.328

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
1.170 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.949

2.611

increase SN !!!

SN1* =

1.260

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.191
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

3.328 o.k. !!!

3.328 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 14+500 to 16+000

Flexible Pavement Design

For Design CBR 8.84 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
1.170 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

8,830 psi
1.70 (4.2-2.5)

AC Wearing Course

6.068 =

6.067

Crushed Aggregate Base

(CBR>80%)

SN =

3.349

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
8,830

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
1.170 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

6.068 =

6.065

6.068

Result:

Result:
SN1 =

2.129

SN2

increase SN !!!

SN1
SN

SN2

D1 =

8 cm

D2 =

15 cm

D3 =

25.4 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

5.32 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

13.52 cm

9.89 inches =

25.11 cm

10.02 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

25.45 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 16+000

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
1.170 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

30
50

0.472
0.787

0.135

150

0.877

1.10

0.11

254
(= 250)

1.212

1.10

Total Design SN =
Required SN =

3.349
3.349

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 3.349

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
1.170 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

6.064

2.728

increase SN !!!

SN1* =

1.260

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.212
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

3.349 o.k. !!!

3.349 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 16+000 to 30+700

Flexible Pavement Design

For Design CBR 7.93 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
1.170 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

8,150 psi
1.70 (4.2-2.5)

AC Wearing Course

6.068 =

6.068

Crushed Aggregate Base

(CBR>80%)

SN =

3.454

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
8,150

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
1.170 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

6.068 =

5.949

6.068

Result:

Result:
SN1 =

2.035

SN2

increase SN !!!

SN1
SN

SN2

D1 =

8 cm

D2 =

15 cm

D3 =

27.7 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

5.09 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

12.92 cm

9.10 inches =

23.11 cm

10.89 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

27.65 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 30+700

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
1.170 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

30
50

0.472
0.787

0.135

150

0.877

1.10

0.11

277
(= 280)

1.318

1.10

Total Design SN =
Required SN =

3.454
3.454

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 3.454

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
1.170 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.949

2.611

increase SN !!!

SN1* =

1.260

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.317
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

3.454 o.k. !!!

3.454 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 30+700 to 32+500

Flexible Pavement Design

For Design CBR 6.13%

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
0.520 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

6,810 psi
1.70 (4.2-2.5)

AC Wearing Course

5.716 =

5.717

Crushed Aggregate Base

(CBR>80%)

SN =

3.238

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
6,810

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
0.520 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

5.716 =

5.716

5.716

Result:

Result:
SN1 =

1.857

SN2

o.k. !!!

SN1
SN

SN2

D1 =

5 cm

D2 =

20 cm

D3 =

26.9 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

4.64 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

11.79 cm

10.77 inches =

27.36 cm

10.59 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

26.90 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 32+500

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
0.520 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

50
0

0.787
0.000

0.135

200

1.169

1.10

0.11

269
(= 270)

1.281

1.10

Total Design SN =
Required SN =

3.238
3.238

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 3.238

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
0.520 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.715

2.387

o.k. !!!

SN1* =

0.787

Not OK

1.169
(D2 x a2 x m2)
SN3* =
1.281
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

3.238 o.k. !!!

3.238 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 32+500 to 37+800

Flexible Pavement Design

For Design CBR 10.0 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
0.520 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

9,500 psi
1.70 (4.2-2.5)

AC Wearing Course

5.716 =

5.716

Crushed Aggregate Base

(CBR>80%)

SN =

2.848

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
9,500

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
0.520 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

5.716 =

5.716

5.716

Result:

Result:
SN1 =

1.857

SN2

o.k. !!!

SN1
SN

SN2

D1 =

5 cm

D2 =

15 cm

D3 =

24.8 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

4.64 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

11.79 cm

10.77 inches =

27.36 cm

9.78 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

24.85 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 37+800

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
0.520 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

50
0

0.787
0.000

0.135

150

0.877

1.10

0.11

248
(= 250)

1.183

1.10

Total Design SN =
Required SN =

2.848
2.848

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 2.848

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
0.520 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.715

2.387

o.k. !!!

SN1* =

0.787

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.184
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

2.848 o.k. !!!

2.848 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 37+800 to 43+600

Flexible Pavement Design

For Design CBR 9.37 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
0.520 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

9,150 psi
1.70 (4.2-2.5)

AC Wearing Course

5.716 =

5.716

Crushed Aggregate Base

(CBR>80%)

SN =

2.889

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
9,150

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
0.520 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

5.716 =

5.716

5.716

Result:

Result:
SN1 =

1.857

SN2

o.k. !!!

SN1
SN

SN2

D1 =

5 cm

D2 =

15 cm

D3 =

25.7 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

4.64 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

11.79 cm

10.77 inches =

27.36 cm

10.12 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

25.71 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 43+600

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
0.520 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

50
0

0.787
0.000

0.135

150

0.877

1.10

0.11

257
(= 260)

1.224

1.10

Total Design SN =
Required SN =

2.889
2.889

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 2.889

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
0.520 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.715

2.387

o.k. !!!

SN1* =

0.787

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.225
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

2.889 o.k. !!!

2.889 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
-1.340
-1.405
-1.476
-1.555
-1.645
-1.751
-1.881
-2.045
-2.327
-3.090
-3.750

Pavement Design Calculation Sheet No. A01-01, Dili-

FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEME

STA 43+600 to 57+500

Flexible Pavement Design

For Design CBR 10.0 %

(Reconstruction and Widening Sections)

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Design Inputs:
R=
ZR =
So =
W18 =

90 %
-1.282
0.45
6
0.520 x 10 (18KIP ESAL)

MR =
DPSI =

PAVEMENT STRUCTURE

9,500 psi
1.70 (4.2-2.5)

AC Wearing Course

5.716 =

5.716

Crushed Aggregate Base

(CBR>80%)

SN =

2.848

AC Binder Cource

(For try&error computation)

Result:
o.k. !!!
Aggregate Sub-base
(CBR>30%)
///\\\\\////\\\\////\\\\\////\\\

MR = 1500*CBR(%) if a CBR value < 10% is entered

otherwise, MR = value in cell G20 if CBR is blank.
MR psi CBR (%)
Enter MR or CBR
9,500

Flexible Pavement Design

Layer Thickness Design (with Crushe

Required SN =

Design Equation:
log10 W18 =

ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1) 5.19]} + 2.32*log10M

Required SN for Surface Course

Design Inputs:
R=
90 %

Required SN for Base Course

Design Inputs:
R

ZR =
So =

-1.282
0.45

ZR
So

6
0.520 x 10 (18KIP ESAL)
28,500 psi
(Base CBR = 80%)
1.70 (4.2-2.5)

W18 =
MR =
DPSI =

W18
MR
DPSI

(For try&error computation)

(For try&error computation)

5.716 =

5.716

5.716

Result:

Result:
SN1 =

1.857

SN2

o.k. !!!

SN1
SN

SN2

D1 =

5 cm

D2 =

15 cm

D3 =

24.8 cm

Total Design SN =
Subgarde
D1 >=

D2 >=

D3 >=

SN1
a1

4.64 inches =

SN2 - SN1*
a2 x m2

SN - (SN1* + SN2*)

11.79 cm

10.77 inches =

27.36 cm

9.78 inches =

a3 x m3

1200

4000 0.1

0.4536 kg
30.48 cm2

Lbf

11

4400 m3

544.32
0.093

5,859

380 1672000

24.85 cm

Sheet No. A01-01, Dili- Manatuto

986/93 FLEXIBLE PAVEMENT DESIGNS

00 to 57+500

Design Conditions:

ing Sections)

- Design Period: 10 years

- Loading:
Actual
(including overloaded-trucks)
6
0.520 x 10

- Design ESAL:

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

Reliability

STRUCTURE

Coefficient
per inch

Thickness
mm

Product
in inch

Drainage
Coefficient

R%
50
60
70

AC Wearing Course
AC Binder Cource
Crushed Aggregate Base
(CBR>80%)

Aggregate Sub-base
(CBR>30%)

0.40
0.40

50
0

0.787
0.000

0.135

150

0.877

1.10

0.11

248
(= 250)

1.183

1.10

Total Design SN =
Required SN =

2.848
2.848

Recommended Design
Drianage Crfficients
m2
Base
m3
Subbase

Design (with Crushed Aggregate Base)

Required SN = 2.848

40 + 1094/(SN+1) 5.19]} + 2.32*log10MR - 8.07

or Base Course
=

90 %

1.10
1.10

o.k. !!!

75
80
85
90
91
92
93
94
95
96
97
98
99
99.9
99.99

=
=
=
=
=

-1.282
0.45
6
0.520 x 10 (18KIP ESAL)
15,000 psi
(Subbase CBR = 30%)
1.70 (4.2-2.5)

&error computation)

5.715

2.387

o.k. !!!

SN1* =

0.787

Not OK

0.877
(D2 x a2 x m2)
SN3* =
1.184
(D2 x a3 x m3)

Not OK

SN2* =

Total Design SN =
( Required SN =

OK

2.848 o.k. !!!

2.848 )

Layer Coefficients
a1
Surface Course (Wearing & Binder)
a1'

Asphalt Treated Base (ATB)

a2

Crushed Aggregate Base (CBR>80%)

a3
Aggregate Subbase (CBR>30%
Drianage Crfficients
m2
Base
m3

Subbase

0.40
0.25
0.135
0.11
1.10
1.10

0.40

Standard Normal
Deviate ZR
0.000
-0.253
-0.524
-0.674
-0.841
-1.037
-1.282
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