Pavem Pav ement ent Des Design ign Cal Calcul culati ation on She Sheet et N FORMULA FOR SOLVING AASHTO 1986/93 FL STA 0+000 to 5+000
Fl 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 + {log 10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
0.890 x 10 (18KIP ESAL)
W18 =
7,770 psi 1.70 (4.2-2.5)
AC Wea
5.949 =
5.950
Crushed (CBR>8
SN =
3.363
MR = D P SI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggr Aggreg egat at (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
7,770
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log 10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
0.890 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = D P SI =
W18 MR DPSI
(For try&error computation)
5.949 =
(For try&error compu
6.064
5.949
Result:
Result: SN1 =
2.128
SN2
decrease SN !!!
SN1 SN SN
SN2
D1 =
8 cm
D2 =
15 cm
D3 =
25.8 cm
T Subgarde D1 >=
SN1
=
5.32 inches =
13.51 cm
a1 D2 >=
SN2 - SN1*
=
9.89 inches =
25.11 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
10.13 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 380 1672 167200 000 0
25.74 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks) - Design ESAL: +1)
0.890 x 10
6
5.19
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
0.40 0.40
30 50
0.472 0.787
0.135
150
0.877
1.10
75 80 85 90 91 92 93 94
e Sub-base 0%)
0.11
258 (= 260) Total Design Design SN = Required SN =
1.227
3.363 3.363
\ Drianage Crfficients m2 Base m3
Subbase
(with (wit h Crushed Aggregate Base) ired ired SN SN = 3.363 3.363
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
1.10
o.k. !!!
95 96 97 98 99 99.9 99.99
1.10 1.10
= = = = =
-1.282 0.45 6
0.890 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
3.363 o.k. !!! 3.363 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) (ATB) Crushed Aggregate Base (CBR>80 Aggregate Subbase (CBR>30% (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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 5+000 to 13+500 , STA 16+
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
0.890 x 10 (18KIP ESAL)
W18 =
8,980 psi 1.70 (4.2-2.5)
MR = DPSI =
AC Wea AC Bind
(For try&error computation)
5.949 =
5.949
SN =
3.181
Crushed (CBR>8
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
8,980
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
0.890 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
5.949 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
5.09 inches =
12.92 cm
a1 D2 >=
SN2 - SN1*
=
9.10 inches =
23.11 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
8.63 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
21.92 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 00 to 30+500
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
0.890 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 3.181
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
0.890 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
3.181 o.k. !!! 3.181 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 5+000 to 14+50
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
1.170 x 10 (18KIP ESAL)
W18 =
8,980 psi 1.70 (4.2-2.5)
AC Wea
6.068 =
6.068
Crushed (CBR>8
SN =
3.328
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
8,980
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
1.170 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
6.068 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
5.09 inches =
12.92 cm
a1 D2 >=
SN2 - SN1*
=
9.10 inches =
23.11 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
9.84 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
25.01 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
1.170 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 3.328
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
1.170 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
3.328 o.k. !!! 3.328 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 14+500 to 16+00
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
1.170 x 10 (18KIP ESAL)
W18 =
8,830 psi 1.70 (4.2-2.5)
AC Wea
6.068 =
6.067
Crushed (CBR>8
SN =
3.349
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
8,830
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
1.170 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
6.068 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
5.32 inches =
13.52 cm
a1 D2 >=
SN2 - SN1*
=
9.89 inches =
25.11 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
10.02 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
25.45 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 0
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
1.170 x 10
- Design ESAL: +1)
6
5.19
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 3.349
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
1.170 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
3.349 o.k. !!! 3.349 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 16+000 to 30+70
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
1.170 x 10 (18KIP ESAL)
W18 =
8,150 psi 1.70 (4.2-2.5)
AC Wea
6.068 =
6.068
Crushed (CBR>8
SN =
3.454
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
8,150
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
1.170 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
6.068 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
5.09 inches =
12.92 cm
a1 D2 >=
SN2 - SN1*
=
9.10 inches =
23.11 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
10.89 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
27.65 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 0
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
1.170 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 3.454
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
1.170 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
3.454 o.k. !!! 3.454 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 30+700 to 32+50
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
0.520 x 10 (18KIP ESAL)
W18 =
6,810 psi 1.70 (4.2-2.5)
AC Wea
5.716 =
5.717
Crushed (CBR>8
SN =
3.238
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
6,810
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
0.520 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
5.716 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
4.64 inches =
11.79 cm
a1 D2 >=
SN2 - SN1*
=
10.77 inches =
27.36 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
10.59 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
26.90 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 0
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
0.520 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 3.238
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
0.520 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
3.238 o.k. !!! 3.238 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 32+500 to 37+80
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
0.520 x 10 (18KIP ESAL)
W18 =
9,500 psi 1.70 (4.2-2.5)
AC Wea
5.716 =
5.716
Crushed (CBR>8
SN =
2.848
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
9,500
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
0.520 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
5.716 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
4.64 inches =
11.79 cm
a1 D2 >=
SN2 - SN1*
=
10.77 inches =
27.36 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
9.78 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
24.85 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 0
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
0.520 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 2.848
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
0.520 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
2.848 o.k. !!! 2.848 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 37+800 to 43+60
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
0.520 x 10 (18KIP ESAL)
W18 =
9,150 psi 1.70 (4.2-2.5)
AC Wea
5.716 =
5.716
Crushed (CBR>8
SN =
2.889
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
9,150
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
0.520 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
5.716 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
4.64 inches =
11.79 cm
a1 D2 >=
SN2 - SN1*
=
10.77 inches =
27.36 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
10.12 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
25.71 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 0
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
0.520 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 2.889
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
0.520 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
2.889 o.k. !!! 2.889 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 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 FORMULA FOR SOLVING AASHTO 1986/93 FL STA 43+600 to 57+50
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
Design Inputs:
ZR =
PAVEMENT STRUCT
90 %
R=
-1.282
So =
0.45 6
0.520 x 10 (18KIP ESAL)
W18 =
9,500 psi 1.70 (4.2-2.5)
AC Wea
5.716 =
5.716
Crushed (CBR>8
SN =
2.848
MR = DPSI =
AC Bind
(For try&error computation)
Result: o.k. !!!
Aggregat (CBR>3 ///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is entered otherwise, MR = value in cell G20 if CBR is blank. MR psi BR (%) Enter MR or CBR
Flexible Pavement Design
9,500
Layer Thickness Design Requ
Design Equation: log10 W18 =
ZR *So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN
Required SN for Surface Course Design Inputs: R= 90 %
Required SN for Base Co Design Inputs: R
ZR = So =
-1.282 0.45
ZR So 6
0.520 x 10 (18KIP ESAL) (Base CBR = 80%) 28,500 psi 1.70 (4.2-2.5)
W18 = MR = DPSI =
W18 MR DPSI
(For try&error computation)
5.716 =
(For try&error compu
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
T Subgarde D1 >=
SN1
=
4.64 inches =
11.79 cm
a1 D2 >=
SN2 - SN1*
=
10.77 inches =
27.36 cm
a2 x m2 D3 >=
SN - (SN1* + SN2*)
=
9.78 inches =
a3 x m3
0.4536 kg 1200
4000 0.1
30.48 cm2
Lbf
11
4400 m3
544.32 0.093
5,859
380 1672000
24.85 cm
. A01-01, Dili- Manatuto XIBLE PAVEMENT DESIGNS 0
Design Conditions: - Design Period 10 years - Loading: Actual (including overloaded-trucks)
0.520 x 10
- Design ESAL: +1)
5.19
6
.
]} + 2.32*log10MR - 8.07
Reliability
RE
Coefficient
Thickness
Product
Drainage
R%
per inch
mm
in inch
Coefficient
50 60 70
ing Course er Cource ggregate Base 0%)
e Sub-base 0%)
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
99.9 99.99
Drianage Crfficients m2 m3
Base
1.10
Subbase
1.10
(with Crushed Aggregate Base) ired SN = 2.848
+1)
5.19
]} + 2.32*log10MR - 8.07
rse =
90 %
o.k. !!!
75 80 85 90 91 92 93 94 95 96 97 98 99
= = = = =
-1.282 0.45 6
0.520 x 10 (18KIP ESAL) (Subbase CBR = 30%) 15,000 psi 1.70 (4.2-2.5)
ation)
=
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* =
otal Design SN = ( Required SN =
OK
2.848 o.k. !!! 2.848 )
Layer Coefficients a1 Surface Course (Wearing & Binder) a1' a2 a3
Asphalt Treated Base (ATB) Crushed Aggregate Base (CBR>80 Aggregate Subbase (CBR>30%
Drianage Crfficients m2 Base m3
Subbase
0.40 0.25 0.135 0.11 1.10 1.10
0.40
