239118201-Pavement-Design(1)
45
Pavement Design Calculation Sh FORMULA FOR SOLVING AASHTO 1986/ STA 0+000 Flexible Pavement Design For Design CBR 7.3 (Reconstruction and Wideni Design Equation: = Design Inputs: R= 90 % PAVEMENT STRU = -1.282 So = 0.45 = 0.890 MR = 7,770 psi DPSI = 1.70 (4.2-2.5) (For try&error computation) 5.949 = 5.950 Result: = 3.363 o.k. !!! ///\\\\\////\\\\ MR = 1500*CBR(%) if a CBR value < 10 otherwise, MR = value in cell G20 if CBR (%) 7,770 Flexible Pavement Design Layer Thickness D Design Equation: = Required SN for Surface Course Required SN for log10 W18 ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 - ZR W18 x 10 6 (18KIP ESAL) SN MR psi Enter MR or CBR log10 W18 ZR*So + 9.36*log10(SN+1) - 0.20 + {log10[APSI / (4.2 -
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Transcript of 239118201-Pavement-Design(1)
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 0+000 to 5+000
Flexible Pavement Design For Design CBR 7.35 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 0.890
MR = 7,770 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)5.949 = 5.950
Result:
= 3.363 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
7,770
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
SN
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 0.890MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.949 = 6.064
Result:
= 2.128 decrease SN !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 5.32 inches = 13.51 cm
D2 >= SN2 - SN1* = 9.89 inches = 25.11
D3 >= = 10.13 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 0+000 to 5+000
For Design CBR 7.35 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 0.890
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 30 0.472
AC Binder Cource0.40 50 0.787
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 258 1.227 (CBR>30%) (= 260)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 3.363Required SN = 3.363
\MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 3.363
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 0.890MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.949 = 6.064
Result:
= 2.728 decrease SN !!!
8 cm 1.260 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
25.8 cm 1.227 OK (D2 x a3 x m3)
Total Design SN = 3.363 o.k. !!!
( Required SN = 3.363 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
25.74 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 0+000 to 5+000
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.476
94 -1.5551.10 95 -1.645
96 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 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:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 0.890
MR = 8,980 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)5.949 = 5.949
Result:SN = 3.181 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
8,980
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 0.890MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.949 = 5.949
Result:
= 2.035 o.k. !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 5.09 inches = 12.92 cm
D2 >= SN2 - SN1* = 9.10 inches = 23.11
D3 >= = 8.63 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 5+000 to 13+500 , STA 16+500 to 30+500
For Design CBR 9.06 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 0.890
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 30 0.472
AC Binder Cource0.40 50 0.787
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 219 1.044 (CBR>30%) ( = 220)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 3.181Required SN = 3.181
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 3.181
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 0.890MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.949 = 5.949
Result:
= 2.611 o.k. !!!
8 cm 1.260 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
21.9 cm 1.044 OK (D2 x a3 x m3)
Total Design SN = 3.181 o.k. !!!
( Required SN = 3.181 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
21.92 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 5+000 to 13+500 , STA 16+500 to 30+500
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 5+000 to 14+500
Flexible Pavement Design For Design CBR 9.06 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 1.170
MR = 8,980 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 6.068
Result:SN = 3.328 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
8,980
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 1.170MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 5.949
Result:
= 2.035 increase SN !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 5.09 inches = 12.92 cm
D2 >= SN2 - SN1* = 9.10 inches = 23.11
D3 >= = 9.84 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 5+000 to 14+500
For Design CBR 9.06 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 1.170
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 30 0.472
AC Binder Cource0.40 50 0.787
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 250 1.191 (CBR>30%)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 3.328Required SN = 3.328
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 3.328
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 1.170MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 5.949
Result:
= 2.611 increase SN !!!
8 cm 1.260 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
25.0 cm 1.191 OK (D2 x a3 x m3)
Total Design SN = 3.328 o.k. !!!
( Required SN = 3.328 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
25.01 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 5+000 to 14+500
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 14+500 to 16+000
Flexible Pavement Design For Design CBR 8.84 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 1.170
MR = 8,830 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 6.067
Result:SN = 3.349 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
8,830
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 1.170MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 6.065
Result:
= 2.129 increase SN !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 5.32 inches = 13.52 cm
D2 >= SN2 - SN1* = 9.89 inches = 25.11
D3 >= = 10.02 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 14+500 to 16+000
For Design CBR 8.84 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 1.170
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 30 0.472
AC Binder Cource0.40 50 0.787
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 254 1.212 (CBR>30%) (= 250)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 3.349Required SN = 3.349
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 3.349
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 1.170MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 6.064
Result:
= 2.728 increase SN !!!
8 cm 1.260 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
25.4 cm 1.212 OK (D2 x a3 x m3)
Total Design SN = 3.349 o.k. !!!
( Required SN = 3.349 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
25.45 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 14+500 to 16+000
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 16+000 to 30+700
Flexible Pavement Design For Design CBR 7.93 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 1.170
MR = 8,150 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 6.068
Result:SN = 3.454 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
8,150
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 1.170MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 5.949
Result:
= 2.035 increase SN !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 5.09 inches = 12.92 cm
D2 >= SN2 - SN1* = 9.10 inches = 23.11
D3 >= = 10.89 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 16+000 to 30+700
For Design CBR 7.93 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 1.170
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 30 0.472
AC Binder Cource0.40 50 0.787
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 277 1.318 (CBR>30%) (= 280)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 3.454Required SN = 3.454
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 3.454
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 1.170MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)6.068 = 5.949
Result:
= 2.611 increase SN !!!
8 cm 1.260 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
27.7 cm 1.317 OK (D2 x a3 x m3)
Total Design SN = 3.454 o.k. !!!
( Required SN = 3.454 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
27.65 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 16+000 to 30+700
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 30+700 to 32+500
Flexible Pavement Design For Design CBR 6.13%(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 0.520
MR = 6,810 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.717
Result:SN = 3.238 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
6,810
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 0.520MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:
= 1.857 o.k. !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 4.64 inches = 11.79 cm
D2 >= SN2 - SN1* = 10.77 inches = 27.36
D3 >= = 10.59 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 30+700 to 32+500
For Design CBR 6.13% Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 0.520
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 50 0.787
AC Binder Cource0.40 0 0.000
Crushed Aggregate Base (CBR>80%) 0.135 200 1.169
Aggregate Sub-base 0.11 269 1.281 (CBR>30%) (= 270)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 3.238Required SN = 3.238
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 3.238
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 0.520MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.715
Result:
= 2.387 o.k. !!!
5 cm 0.787 Not OK
20 cm 1.169 Not OK (D2 x a2 x m2)
26.9 cm 1.281 OK (D2 x a3 x m3)
Total Design SN = 3.238 o.k. !!!
( Required SN = 3.238 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
26.90 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 30+700 to 32+500
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 32+500 to 37+800
Flexible Pavement Design For Design CBR 10.0 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 0.520
MR = 9,500 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:SN = 2.848 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
9,500
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 0.520MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:
= 1.857 o.k. !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 4.64 inches = 11.79 cm
D2 >= SN2 - SN1* = 10.77 inches = 27.36
D3 >= = 9.78 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 32+500 to 37+800
For Design CBR 10.0 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 0.520
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 50 0.787
AC Binder Cource0.40 0 0.000
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 248 1.183 (CBR>30%) (= 250)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 2.848Required SN = 2.848
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 2.848
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 0.520MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.715
Result:
= 2.387 o.k. !!!
5 cm 0.787 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
24.8 cm 1.184 OK (D2 x a3 x m3)
Total Design SN = 2.848 o.k. !!!
( Required SN = 2.848 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
24.85 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 32+500 to 37+800
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 37+800 to 43+600
Flexible Pavement Design For Design CBR 9.37 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 0.520
MR = 9,150 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:SN = 2.889 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
9,150
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 0.520MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:
= 1.857 o.k. !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 4.64 inches = 11.79 cm
D2 >= SN2 - SN1* = 10.77 inches = 27.36
D3 >= = 10.12 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 37+800 to 43+600
For Design CBR 9.37 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 0.520
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 50 0.787
AC Binder Cource0.40 0 0.000
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 257 1.224 (CBR>30%) (= 260)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 2.889Required SN = 2.889
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 2.889
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 0.520MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.715
Result:
= 2.387 o.k. !!!
5 cm 0.787 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
25.7 cm 1.225 OK (D2 x a3 x m3)
Total Design SN = 2.889 o.k. !!!
( Required SN = 2.889 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
25.71 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 37+800 to 43+600
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 43+600 to 57+500
Flexible Pavement Design For Design CBR 10.0 %(Reconstruction and Widening Sections)
Design Equation:
=
Design Inputs:
R = 90 % PAVEMENT STRUCTURE= -1.282
So = 0.45
= 0.520
MR = 9,500 psiDPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:SN = 2.848 o.k. !!!
///\\\\\////\\\\////\\\\\////\\\
MR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank.
9,500
Flexible Pavement Design Layer Thickness Design (with Crushed Aggregate Base)
Design Equation:
=
Required SN for Surface Course Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
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*log10MR - 8.07
ZR
W18 x 106 (18KIP ESAL)
MR psi
Enter MR or CBR
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*log10MR - 8.07
ZR
= 0.520MR = 28,500 psi (Base CBR = 80%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.716
Result:
= 1.857 o.k. !!!
D1 =
SN D2 =
D3 =
Subgarde
D1 >= = 4.64 inches = 11.79 cm
D2 >= SN2 - SN1* = 10.77 inches = 27.36
D3 >= = 9.78 inches =
0.4536 544.32
1200 Lbf 30.48 0.093 5,859
4000 0.1 11 4400 380 1672000
W18 x 106 (18KIP ESAL)
SN1
SN1
SN2
SN1
a1
a2 x m2
SN - (SN1* + SN2*)
a3 x m3
kgcm2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 43+600 to 57+500
For Design CBR 10.0 % Design Conditions:(Reconstruction and Widening Sections) - Design Period: 10 years
- Loading: Actual (including overloaded-trucks)
- Design ESAL: 0.520
.
PAVEMENT STRUCTURE Coefficient Thickness Product
per inch mm in inch
AC Wearing Course 0.40 50 0.787
AC Binder Cource0.40 0 0.000
Crushed Aggregate Base (CBR>80%) 0.135 150 0.877
Aggregate Sub-base 0.11 248 1.183 (CBR>30%) (= 250)
///\\\\\////\\\\////\\\\\////\\\ Total Design SN = 2.848Required SN = 2.848
Recommended DesignMR = 1500*CBR(%) if a CBR value < 10% is enteredotherwise, MR = value in cell G20 if CBR is blank. Drianage Crfficients
CBR (%) Base 1.10
Subbase 1.10
Layer Thickness Design (with Crushed Aggregate Base)Required SN = 2.848
Required SN for Base CourseDesign Inputs:
R = 90 %
= -1.282So = 0.45
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
m2
m3
[APSI / (4.2 - 1.5)] / [0.40 + 1094/(SN+1)5.19]} + 2.32*log10MR - 8.07
ZR
= 0.520MR = 15,000 psi (Subbase CBR = 30%)
DPSI = 1.70 (4.2-2.5)
(For try&error computation)5.716 = 5.715
Result:
= 2.387 o.k. !!!
5 cm 0.787 Not OK
15 cm 0.877 Not OK (D2 x a2 x m2)
24.8 cm 1.184 OK (D2 x a3 x m3)
Total Design SN = 2.848 o.k. !!!
( Required SN = 2.848 )
Layer Coefficients
Surface Course (Wearing & Binder) 0.40
Asphalt Treated Base (ATB) 0.25
cm Crushed Aggregate Base (CBR>80%) 0.135
Aggregate Subbase (CBR>30% 0.11Drianage Crfficients
24.85 cm Base 1.10
Subbase 1.10
W18 x 106 (18KIP ESAL)
SN2
SN1* =
SN2* =
SN3* =
a1
a1'
a2
a3
m2
m3
Pavement Design Calculation Sheet No. A01-01, Dili- Manatuto
FORMULA FOR SOLVING AASHTO 1986/93 FLEXIBLE PAVEMENT DESIGNSSTA 43+600 to 57+500
(including overloaded-trucks)
Reliability Standard Normal
Drainage R %
Coefficient 50 0.00060 -0.253
70 -0.524
75 -0.67480 -0.84185 -1.03790 -1.28291 -1.340
1.10 92 -1.40593 -1.47694 -1.555
1.10 95 -1.64596 -1.75197 -1.881
o.k. !!! 98 -2.04599 -2.327
99.9 -3.09099.99 -3.750
x 106
Deviate ZR
0.40
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