Aashto - Rigid Pavement

Note 1: Click CTRL+j on your keyboard before using this spreadsheet in EXCEL97.
Note 2: Due to different monitor, EXCEL, and fonts capabilities on different computers, the text on some of the
sheets may be truncated. It may be necessary to unprotect the sheet and resize some of the columns.
Note 3: This spreadsheet needs to be copied to the hard drive to be used. It cannot be run off a floppy drive.
Note 4: Figures accompanying the text are scanned into the spreadsheet. For clarity of these figures it may be
useful to print these pages and use the printed figures.

I.

Input Sheet - General Information
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II.

The general information section requests information about the agency. This
information is not required for the analysis, but the information entered here
may be displayed on the "Results" sheet.

Input Sheet - Design Information
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All design inputs are required except sensitivity analysis.
No default values are used.
Information can be retrieved from the "Saved Data" sheet using the "Retrieve Data"
button. The existing data can be replaced or saved as a new set using the
"Save Data" button.
Clicking on the "Retrieve Data" button opens the "Saved Data" sheet. Select the
appropriate row to be retrieved and click on the "Export" button.
If the retrieval is successful, the data are retreived. Changes can be made and saved
as a new data set using a different value for the search ID. The data can also
be overwritten using the same search ID. The search value can be text, numbers, or a
combination of the two that uniquely identifies the data (example: Project Numbers).
This feature can also be used to save a default set of values.
Using the "Clear All" ID to retrieve the "Clear All" data set clears all the data in
the spreadsheet.
Design information such as initial and terminal serviceability, concrete properties, base
properties, and reliability and standard deviation can be input in the appropriate cells.
Table 14 provides help for estimating base property values.
Climatic properties such as wind, temperature, and precipitation, which are required for
positive temperature differential calculation, can be estimated using the table of climatic
properties for major cities provided in table 15.
A pavement type can be selected by clicking the option buttons provided. For JPCP and
JRCP, the joint spacing needs to be entered in ft in the space provided. This
automatically calculates the effective joint spacing to be used in design.
Edge support can also be selected using the option buttons provided. This
automatically calculates the edge support factor to be used in design.
A first run MUST be performed using design inputs for all variables and using an
estimated effective subgrade k-value. This determines an approximate slab thickness
for the inputs provided. The user can then navigate to the seasonal k-value calculation
sheet (and, if necessary, the "Fill/Rigid Layer" sheet) to calculate the k-value adjusted for
the effects of season and presence of fill section or rigid layer beneath the pavement.
(The approximate slab thickness obtained from the first run is used in calculating the damage
during different seasons of the year.)
Approximately 3 to 4 iterations will be required (i.e., after a first run with a trial k-value,
a trial thickness is obtained). The "Calculate seasonal k-value" button can then be used to
calculate a seasonally adjusted k-value. This is exported back to the "Input Form" sheet.
The slab thickness is calculated again using the new k-value. This changes the seasonal
adjusted k-value and the procedure need to be repeated again. This is done till the
change in thickness does not change the seasonally adjusted k-value.
Detailed information on k-value is provided in the "k-Value Information" Sheet.

Page 1

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III.

A traffic calculation should be performed before the first run. This will result in
a more appropriate slab thickness for the seasonal k-value computation.
After all the design information has been entered, clicking on the "Calculate" button
displays the design thickness at the bottom of the Input Form.
The above calculation is performed in the "Calculation Sheet" sheet. The "Calculation Sheet"
also provides the design traffic for slab thicknesses varying from 7 in to 15 inches, in increments
of 0.5 in. The next row is not locked, to enable the user to change any variable and
observe its effects on the design traffic. The last row is locked and represents the thickness
for the traffic and other inputs provided by the user in the Input Form.
Sensitivity analysis can also be performed from the Input Form. A desired thickness
can be input, or the calculated thickness for the input design variable can be imported.
The sensitivity analysis produces a graph on a sheet labeled "Sensitivity (Other)."
The sensitivity for thickness vs. traffic is created automatically on the
"Sensitivity (Thickness)" sheet.
The actual data for the sensitivity analysis is contained in a sheet called "Sensitivity Sheet;"
this sheet is hidden.
The Input Form also contains a link to the "Faulting Check" sheet for JRCP and
JPCP. For CRCP, the "Faulting Check" sheet and the "Corner Break Check" sheet
remain hidden.
Red dots or flags at the top right corners of cells indicate that a note is attached to that cell.
This note can be read by moving the mouse over that cell.
NOTE: This spreadsheet was created in Excel95. Due to compatibility problems with Excel97,
the larger notes are partially cut off (because Excel97 displays notes with fixed sizes as default).
To see the entire note, a macro is written in this spreadsheet to change the size of notes
that are bigger than the comment box (The notes in Excel97 are now called comments).
However, the user must run this macro by pressing "ctrl+j" each time the spreadsheet is
opened in Excel97. This command does not affect spreadsheets in Excel95.
Certain cells are locked to prevent accidental erasure. Cells can only be locked when the
sheet is also protected, so some sheets are protected. To unprotect a sheet, go to Tools
on the menu, select Protection and select Unprotect Sheet. This creates the potential
for accidental erasure, so it is useful to keep the sheet protected. To reprotect the
sheet, select Tools, Protection, Protect Sheet and select OK without entering a password.
The workbook should not be protected because some of the Excel basic programs (macros)
need the workbook to be unprotected to be executed.
For the same reason, the "Sensitivity Sheet" (which is hidden) and the "Saved Data"
sheet should not be protected. Hidden sheets can be viewed by using Format, Sheet, Unhide,
or Edit, Sheet, Unhide from the menu.

Faulting Check Sheet
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For jointed pavements, the Input Form links to the "Faulting Check" sheet. All cells
need to be input in this sheet. The cells that do not need to be input are hidden using
the outlining ("+") at the left of the sheet. To observe the values at this location, the sheet has
to be unprotected and the "+" clicked.
Each time a cell value is changed, the "Calculate" button needs to be clicked to calculate
faulting, which is displayed at the bottom of the sheet. This is then compared with the criteria
set at the bottom of the sheet to "PASS" or "FAIL" the design.
The criteria can be changed by changing the values in the criteria table.
The doweled and nondoweled sheets are designed independent of each other to provide
the user control over the individual design. For example, the user may decide to provide
edgedrains for the nondoweled design, which will change the drainage coefficient, C d.
While making a one-on-one comparison between the faulting check for the doweled and
nondoweled designs, the user needs to ensure that all values are comparable.
Corner break checks need to be performed only for nondoweled pavements. This sheet
Page 2

can be accessed by clicking on the "Corner Break Check" button.

Page 3

Table 14. Modulus of elasticity and coefficient of friction for various base types.

Notes:

Base Type or
Interface Treatment

Modulus of
Elasticity
(psi)

Peak Friction Coefficient
low
mean
high

Fine-grained soil

3,000 - 40,000

0.5

1.3

2.0

Sand

10,000 - 25,000

0.5

0.8

1.0

Aggregate

15,000 - 45,000

0.7

1.4

2.0

Polyethylene sheeting

NA

0.5

0.6

1.0

Lime-stabilized clay

20,000 - 70,000

3.0

NA

5.3

Cement-treated gravel

(500 + CS) * 1000

8.0

34

63

Asphalt-treated gravel

300,000 - 600,000

3.7

5.8

10

Lean concrete without
curing compound

(500 + CS) * 1000

Lean concrete with single
or double wax curing
compound

(500 + CS) * 1000

> 36
3.5

CS = compressive strength, psi
Low, mean, and high measured peak coefficients of friction summarized from various references
are shown above.

Page 4

4.5

Fine-Grained Subgrade
Edge
Drains

No

Yes

Notes:

Coarse-Grained Subgrade

Precip.
Level
Nonpermeable
Base

Permeable
Base

Nonpermeable
Base

Permeable
Base

Wet

0.70-0.90

0.85-0.95

0.75-0.95

0.90-1.00

Dry

0.90-1.10

0.95-1.10

0.90-1.15

1.00-1.15

Wet

0.75-0.95

1.00-1.10

0.90-1.10

1.05-1.15

Dry

0.95-1.15

1.10-1.20

1.10-1.20

1.15-1.20

1.

Fine subgrade
= A-1 through A-3 classes;
Coarse subgrade = A-4 through A-8 classes.
2. Permeable Base = k = 1000 ft/day (305 m/day) or uniformity coefficient (Cu)  6.
3. Wet climate
= Precipitation > 25 in/year (635 mm/year);
Dry climate
= Precipitation  25 in/year (635 mm/year).
4.
Select midpoint of range and use other drainage features (adequacy of cross slopes, depth of
ditches, presence of daylighting, relative drainability of base course, bathtub design, etc.) to adjust upward
or downward.

Page 5

ALABAMA
Birmingham
Mobile
Montgomery
ALASKA
Anchorage
Fairbanks
King Salmon
ARIZONA
Flagstaff
Phoenix
Tucson
ARKANSAS
Little Rock
CALIFORNIA
Bakersfield
Fresno
Los Angeles
Sacramento
San Diego
San Francisco
Santa Barbara
COLORADO
Colorado Spring
Denver
CONNECTICUT
Hartford
DC
Washington
DELAWARE
Wilmington
FLORIDA
Jacksonville
Miami
Orlando
Tallahassee
Tampa
West Palm Beac
GEORGIA
Atlanta
Augusta
Macon

62.2
67.5
67.5

52.2
64.6
49.2

35.3
25.9
32.8

15.2
10.4
19.3

45.4
71.2
68.0

20.9
7.1
11.1

61.9

49.2

65.6
62.5
62.6
60.6
63.8
56.6
58.9

5.7
10.5
12.1
17.1
9.3
19.7
16.2

48.9
50.3

15.4
15.3

49.8

44.4

57.5

39.0

54.0

41.4

68.0
75.6
72.4
67.2
72.0
74.6

52.8
57.6
47.8
64.6
46.7
59.7

61.2
63.2
64.7

48.6
43.1
44.9

KANSAS
7.2 Topeka
54.1
9.0 Wichita
56.4
6.7 KENTUCKY
Lexington
54.9
6.9 Louisville
56.2
5.5 LOUISIANA
10.8 Baton Rouge
67.5
Lake Charles
68.0
7.1 New Orleans
68.2
6.3 Shreveport
65.4
8.2 MAINE
Caribou
38.9
7.9 Portland
45.0
MARYLAND
6.4 Baltimore
55.1
6.4 MASSACHUSETTS
7.5 Boston
51.5
8.1 Worcester
46.8
6.9 MICHIGAN
10.5 Detroit
48.6
6.1 Flint
46.8
Grand Rapids
47.5
10.1 MINNESOTA
8.8 Duluth
38.2
Minneapolis
44.7
9.2 MISSISSIPPI
Jackson
64.6
9.3 MISSOURI
Kansas City
56.3
9.2 MONTANA
Great Falls
44.7
8.1 NEBRASKA
9.2 Omaha
49.5
8.6 NEVADA
6.4 Las Vegas
66.3
8.5 Reno
49.4
9.4 NEW JERSEY
Atlantic City
53.1
9.1 NEW MEXICO
6.5 Albuquerque
56.2
7.7 NEW YORK

28.6
40.1

10.1
12.3

45.7
43.6

7.1
8.3

55.8
53.0
59.7
43.8

7.7
8.6
8.2
8.5

36.6
43.8

11.2
8.7

41.8

9.2

43.8
47.6

12.4
12.4

4.0
29.2
34.4

10.2
10.6
9.7

29.7
26.4

11.2
10.6

52.8

7.4

35.2

10.7

15.2

12.8

29.9

10.6

4.2
7.5

9.2
6.5

41.9

10.1

8.1

9.0

Page 6

OKLAHOMA
Oklahoma City 59.9
Tulsa
60.3
OREGON
Medford
53.6
Portland
53.0
Salem
52.0
PENNSYLVANIA
Harrisburg
53.0
Philadelphia
54.3
Pittsburgh
50.3
RHODE ISLAND
Providence
50.3
SOUTH CAROLINA
Charleston
64.8
Columbia
63.3
SOUTH DAKOTA
Huron
44.7
Rapid City
46.7
TENNESSEE
Chattanooga
59.4
Knoxville
58.9
Memphis
61.8
Nashville
59.2
TEXAS
Amarillo
57.2
Brownsville
73.6
Corpus Christi
72.1
Dallas
66.0
El Paso
63.4
Galveston
69.6
Houston
68.3
Lubbock
59.9
Midland
63.5
San Antonio
68.7
Waco
67.0
Wichita Falls
63.5
UTAH
Salt Lake City
51.7
VERMONT
Burlington
44.1
VIRGINIA

Mean Annual Wind Speed, mph

Mean Annual Precipitation, in

Location

Mean Annual Temperature, °F

Mean Annual Wind Speed, mph

Mean Annual Precipitation, in

Location

Mean Annual Temperature, °F

Mean Annual Wind Speed, mph

Mean Annual Precipitation, in

Location

Mean Annual Temperature, °F

Table 15. Mean annual temperature, precipitation, and wind speed for selected U.S. cities.

30.9
38.8

12.5
10.4

19.8
37.4
40.4

4.8
7.9
7.0

39.1
41.4
36.3

7.6
9.5
9.1

45.3

10.6

51.6
49.1

8.7
6.9

18.7
16.3

11.6
11.3

52.6
47.3
51.6
48.5

6.1
7.1
9.0
8.0

19.1
25.4
30.2
29.5
7.8
40.2
44.8
17.8
13.7
29.2
31.0
26.7

13.6
11.6
12.0
10.8
9.0
11.0
7.8
12.4
11.1
9.4
11.3
11.7

15.3

8.8

33.7

8.8

Savannah
65.9
49.7
7.9 Albany
47.3
HAWAII
Buffalo
47.6
Hilo
73.6 128.2
7.1 New York City 54.5
Honolulu
77.0
23.5 11.5 Rochester
47.9
IDAHO
Syracuse
47.7
Boise
51.1
11.7
8.8 NORTH CAROLINA
Pocatello
46.6
10.9 10.2 Charlotte
60.0
ILLINOIS
Greensboro
57.9
Chicago
49.2
33.3 10.2 Raleigh
59.0
Peoria
50.4
34.9 10.1 Wilmington
63.4
Springfield
52.6
33.8 11.3 NORTH DAKOTA
INDIANA
Bismarck
41.3
Evansville
55.7
41.6
8.2 Fargo
40.5
Fort Wayne
49.7
34.4 10.1 OHIO
Indianapolis
52.1
39.1
9.6 Akron-Canton
49.5
South Bend
49.4
38.2 10.4 Cleveland
49.6
IOWA
Columbus
51.7
Des Moines
49.7
30.8 10.9 Dayton
51.9
Sioux City
48.4
25.4 11.0 Youngstown
48.3
Waterloo
46.1
33.1 10.7
°C =(°F - 32)/1.8, 1 in = 25.4 mm, 1 mph = 1.61 km/h

35.7
37.5
44.1
31.3
39.1
43.2
42.5
41.8
53.4
15.4
19.6
35.9
35.4
37.0
34.7
37.3

8.9 Norfolk
12.1 Richmond
12.1 Roanoke
9.7 WASHINGTON
9.7 Olympia
Seattle
7.5 Spokane
7.5 WEST VIRGINIA
7.8 Charleston
8.8 Huntington
WISCONSIN
10.3 Green Bay
12.4 Madison
Milwaukee
9.8 WYOMING
10.7 Casper
8.7 Cheyenne
10.1
10.0

59.5
57.7
56.1

45.2
44.1
39.2

10.6
7.6
8.2

49.6
52.7
47.2

51.0
38.8
16.7

6.7
9.0
8.8

54.8
55.2

42.4
40.7

6.4
6.5

43.6
45.2
46.1

28.0
30.8
30.9

10.1
9.8
11.6

45.2
45.7

11.4
13.3

13.0
12.9

Source: National Climatic Data Center, 1986

Page 7

Rigid Pavement Design - Based on AASHTO Supplemental Guide
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction
I. General
Agency: INCO
Street Address:
City: SOROAKO
State:
Project Number: 35391

ID:

INCO

Description: Ramp Access Road
Location: Soroako

II. Design
Pavement Type, Joint Spacing (L)

Serviceability
Initial Serviceability, P1:
Terminal Serviceability, P2:

JPCP

4.5
2.5

●

PCC Properties
28-day Mean Modulus of Rupture, (S'c)':
Elastic Modulus of Slab, Ec:
Poisson's Ratio for Concrete, m:

26.2

ft

JRCP

Effective Joint Spacing:

314.964 in

Edge Support

1,000,000 psi
9.8 in
1.4

90.0
0.30

Conventional 12-ft wide traffic lane
●

Conventional 12-ft wide traffic lane + tied PCC
2-ft widened slab w/conventional 12-ft traffic lane

Reliability and Standard Deviation
Reliability Level (R):
Overall Standard Deviation, S0:

JRCP
CRCP

725 psi
3,500,000 psi
0.15

Base Properties
Elastic Modulus of Base, Eb:
Design Thickness of Base, Hb:
Slab-Base Friction Factor, f:

Joint Spacing:

%

Edge Support Factor:

0.94

Sensitivity Analysis

Climatic Properties
Mean Annual Wind Speed, WIND:
Mean Annual Air Temperature, TEMP:
Mean Annual Precipitation, PRECIP:

45.0
86.0
25.4

mph
o
F
in

Subgrade k-Value

Slab Thickness used for
Sensitivity Analysis:

15.40 in

Modulus of Rupture

Elastic Modulus (Slab)

Elastic Modulus (Base)

Base Thickness

k-Value

Joint Spacing

200 psi/in
Design ESALs
11.3 million

Calculated Slab Thickness for Above Inputs:

Reliability

15.40 in

●

Standard Deviation

Rigid Pavement Design - Based on AASHTO Supplemental Guide
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction

Results
Project # 35391
Description: Ramp Access Road
Location: Soroako

Slab Thickness Design
Pavement Type
18-kip ESALs Over Initial Performance Period (million)
Initial Serviceability
Terminal Serviceability
28-day Mean PCC Modulus of Rupture
Elastic Modulus of Slab
Elastic Modulus of Base
Base Thickness
Mean Effective k-Value
Reliability Level
Overall Standard Deviation

JRCP
11.25
4.5
2.5
725
3,500,000
1,000,000
9.8
200
90
0.3

Calculated Design Thickness

15.40

in

Mean Annual Wind Speed

45

mph

Mean Annual Air Temperature
Mean Annual Precipitation

86
25.4

o

Maximum Positive Temperature Differential

28.53

million
psi
psi
psi
in.
psi/in
%

Temperature Differential

Modulus of Subgrade Reaction
Period

Description

Subgrade k-Value, psi

F
in
o

F

Seasonally Adjusted Modulus of Subgrade Reaction
Modulus of Subgrade Reaction Adjusted for Rigid Layer
and Fill Section

165

psi/in

0

psi/in

20
64
1
100%
100%

years

Traffic
Performance Period
Two-Way ADT
Number of Lanes in Design Direction
Percent of All Trucks in Design Lane
Percent Trucks in Design Direction
Vehicle Class Percent of
ADT
1

100.0%

Annual
Growth
4.0%

Initial
Annual Accumulated
Truck Factor Growth in 18-kip ESALs
Truck Factor (millions)
16.3

Total Calculated Cumulative ESALs

11.25

11.25

million

1.26
0.90

in

Faulting
Doweled
Dowel Diameter
Drainage Coefficient
Average Fault for Design Years with Design Inputs
Criteria Check

in

Nondoweled
Drainage Coefficient
Average Fault for Design Years with Design Inputs
Criteria Check

0.9
in

Calculation Sheet

D

Design Traffic

L

E

(in)

MESALs

in

7.0
7.5

0.27
0.20

315
315

0.94
0.94

8.0

0.19

315

8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
13.5
14.0
14.5

0.20
0.24
0.29
0.37
0.49
0.66
0.90
1.23
1.69
2.34
3.25
4.51
6.27

315
315
315
315
315
315
315
315
315
315
315
315
315

15.0

8.71

11.00
15.40

l

F

Term1

Term2

Term3

Term4

26.75
28.17

1.42
1.39

-1.94
-1.94

0.60
0.61

1.08
1.03

-0.21
-0.19

0.94

29.56

1.37

-1.94

0.62

0.98

-0.18

0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94
0.94

30.94
32.29
33.63
34.95
36.25
37.54
38.81
40.07
41.32
42.55
43.77
44.98
46.18

1.34
1.31
1.29
1.26
1.23
1.20
1.18
1.15
1.12
1.09
1.07
1.04
1.01

-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94

0.63
0.64
0.64
0.65
0.66
0.67
0.68
0.68
0.69
0.70
0.70
0.71
0.72

0.93
0.89
0.86
0.83
0.80
0.77
0.74
0.72
0.70
0.68
0.66
0.64
0.63

-0.17
-0.16
-0.15
-0.15
-0.14
-0.13
-0.13
-0.12
-0.12
-0.11
-0.11
-0.10
-0.10

315

0.94

47.37

0.99

-1.94

0.72

0.61

-0.10

0.66

315

0.94

37.54

1.20

-1.94

0.67

0.77

-0.13

11.31

315

0.94

48.30

0.96

-1.94

0.73

0.60

-0.09

in

Page 11

Calculation Sheet

Term5

Term6

Term7

log b

b

TD

l

t'

L

F

psi

psi

in

o

E

0.76
0.72

-0.15
-0.16

-0.74
-0.66

-0.60
-0.60

0.2523
0.2513

24.46
24.96

57.1
61.2

547.5
583.8

180
180

1.00
1.00

0.69

-0.16

-0.60

-0.60

0.2487

25.40

63.2

593.9

180

1.00

0.66
0.63
0.61
0.58
0.56
0.54
0.53
0.51
0.49
0.48
0.47
0.45
0.44

-0.17
-0.17
-0.18
-0.18
-0.18
-0.19
-0.19
-0.20
-0.20
-0.20
-0.21
-0.21
-0.22

-0.55
-0.50
-0.47
-0.43
-0.40
-0.37
-0.35
-0.33
-0.31
-0.29
-0.27
-0.26
-0.25

-0.61
-0.62
-0.63
-0.64
-0.65
-0.66
-0.67
-0.68
-0.69
-0.70
-0.71
-0.72
-0.72

0.2449
0.2404
0.2356
0.2305
0.2254
0.2202
0.2152
0.2104
0.2056
0.2011
0.1968
0.1926
0.1886

25.78
26.12
26.43
26.70
26.95
27.17
27.38
27.57
27.74
27.90
28.05
28.19
28.32

63.7
63.2
62.1
60.7
59.0
57.1
55.2
53.3
51.4
49.5
47.7
45.9
44.2

586.4
567.8
542.5
513.3
482.5
451.4
420.8
391.3
363.1
336.6
311.7
288.4
266.8

180
180
180
180
180
180
180
180
180
180
180
180
180

1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00

0.43

-0.22

-0.23

-0.73

0.1848

28.44

42.6

246.7

180

1.00

0.54

-0.19

-0.37

-0.66

0.2202

27.17

57.1

451.4

180

1.00

0.42

-0.22

-0.23

-0.74

0.1819

28.53

41.3

231.8

180

1.00

Page 12

Calculation Sheet

l

F

Term1

Term2

Term3

Term4

Term5

Term6

Term7

log b

32.65
34.39

1.10
1.10

-1.94
-1.94

0.49
0.50

0.51
0.48

-0.17
-0.16

0.09
0.09

-0.18
-0.19

-0.23
-0.21

-1.44
-1.44

36.09

1.09

-1.94

0.51

0.46

-0.15

0.08

-0.20

-0.19

-1.43

37.77
39.43
41.06
42.67
44.26
45.83
47.38
48.92
50.44
51.95
53.44
54.92
56.38

1.08
1.08
1.07
1.07
1.06
1.05
1.05
1.04
1.03
1.03
1.02
1.02
1.01

-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94
-1.94

0.51
0.52
0.53
0.53
0.54
0.55
0.55
0.56
0.56
0.57
0.58
0.58
0.59

0.44
0.42
0.40
0.39
0.37
0.36
0.35
0.34
0.33
0.32
0.31
0.30
0.29

-0.14
-0.13
-0.13
-0.12
-0.11
-0.11
-0.10
-0.10
-0.10
-0.09
-0.09
-0.08
-0.08

0.08
0.08
0.07
0.07
0.07
0.07
0.06
0.06
0.06
0.06
0.06
0.05
0.05

-0.20
-0.21
-0.21
-0.22
-0.22
-0.23
-0.23
-0.24
-0.24
-0.25
-0.25
-0.26
-0.26

-0.17
-0.16
-0.15
-0.14
-0.13
-0.12
-0.11
-0.10
-0.10
-0.09
-0.09
-0.08
-0.08

-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43
-1.43

57.83

1.00

-1.94

0.59

0.29

-0.08

0.05

-0.27

-0.07

-1.44

45.83

1.05

-1.94

0.55

0.36

-0.11

0.07

-0.23

-0.12

-1.43

58.97

1.00

-1.94

0.59

0.28

-0.08

0.05

-0.27

-0.07

-1.44

in

Page 13

Calculation Sheet

TD

l

t

L1

F

psi

psi

kips

0.0362
0.0367

6.16
6.69

284.6
258.9

384.1
353.9

0.0370

7.15

236.6

0.0373
0.0374
0.0375
0.0375
0.0375
0.0375
0.0374
0.0373
0.0372
0.0371
0.0370
0.0369
0.0367

7.56
7.92
8.24
8.53
8.79
9.03
9.25
9.45
9.64
9.81
9.96
10.11
10.25

217.0
199.7
184.4
170.9
158.8
147.9
138.2
129.4
121.4
114.2
107.6
101.5
96.0

0.0366

10.37

0.0375
0.0365

b

L2

log R

G

Y

log W

18
18

1
1

6.58
6.77

-0.176
-0.176

1.37
1.22

6.45
6.63

326.4

18

1

6.96

-0.176

1.14

6.80

301.6
279.2
258.8
240.4
223.7
208.5
194.7
182.1
170.6
160.1
150.4
141.5
133.3

18
18
18
18
18
18
18
18
18
18
18
18
18

1
1
1
1
1
1
1
1
1
1
1
1
1

7.13
7.29
7.45
7.60
7.74
7.87
8.00
8.13
8.25
8.37
8.48
8.59
8.69

-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176
-0.176

1.09
1.06
1.04
1.03
1.02
1.01
1.01
1.01
1.00
1.00
1.00
1.00
1.00

6.97
7.13
7.28
7.42
7.57
7.70
7.83
7.95
8.07
8.19
8.30
8.41
8.52

90.9

125.8

18

1

8.79

-0.176

1.00

8.62

9.03

147.9

208.5

18

1

7.87

-0.176

1.01

7.70

10.47

87.2

120.2

18

1

8.87

-0.176

1.00

8.69

o

Page 14

Calculation Sheet

log W' W'(50%)

Z

MESALs

W 18 R

log W 18 R D = A0 + A1 log W18 R

MESALS

5.82
5.69

0.66
0.50

1.282
1.282

0.27
0.20

5.44
5.31

5.66

0.46

1.282

0.19

5.28

5.69
5.76
5.85
5.96
6.08
6.20
6.34
6.47
6.61
6.75
6.90
7.04
7.18

0.49
0.57
0.71
0.90
1.19
1.60
2.17
2.98
4.10
5.68
7.87
10.93
15.19

1.282
1.282
1.282
1.282
1.282
1.282
1.282
1.282
1.282
1.282
1.282
1.282
1.282

0.20
0.24
0.29
0.37
0.49
0.66
0.90
1.23
1.69
2.34
3.25
4.51
6.27

5.31
5.37
5.46
5.57
5.69
5.82
5.95
6.09
6.23
6.37
6.51
6.65
6.80

7.32

21.12

1.282

8.71

6.94

6.20

1.60

1.282

0.66

5.82

7.44

27.41

1.282

11.31

7.05

A0 =
A1 =

-14.711
4.336

R2 =
Stand Err of X =

0.941
0.632

15.3959385782

15.39593858

Page 15

Sensitivity Analysis (Standard Deviation)
16.00

Modulus of
Rupture = 725 psi
Elastic Modulus of
Concrete =
3,500,000 psi
Elastic Modulus of
Base = 1,000,000
psi
Base Thickness =
9.843 in

14.00

Design Traffic, MESALs

12.00

10.00

k-Value of
subgrade = 200
psi/in
Joint Spacing =

8.00

26.247 ft

6.00

Reliability = 90 %
4.00

Standard
Deviation = 0.2 to
0.6
Slab Thickness =
15.4 in

2.00

0.00
0.20

0.25

0.30

0.35

0.40

Standard Deviation

0.45

0.50

0.55

0.60

Sensitivity Analysis (Thickness)

Design Traffic, MESALs

10.00

1.00
7.0

8.0

9.0

10.0

11.0

0.10
Slab Thickness, in

12.0

13.0

14.0

15.0

Faulting
DOWELED PAVEMENT
Dowel Diameter:
Kd:
Es:

NONDOWELED PAVEMENT

1.26 in
1,500,000 psi/in
29,000,000 psi

###
###
###

Base/Slab Frictional Restraint
Stabilized Base
●

Aggregate Base or LCB w/ bond breaker

ALPHA:
TRANGE:
e:
D:
P:
T:

0.000006 /oF
86.0
0.00015
15.40
9,000
0.45

Days90:

F
strain
in
lbf

Base Type
●

###

o

D:

17 days
15.40 in

#
###
###
###
###

Base Type

Stabilized Base

Stabilized Base

Unstabilized Base

FI:
CESAL:
Age:
Cd:

●

Unstabilized Base

91 oF-days
11.25 million
20.0 years
0.90

Faulting (doweled)

FI:
CESAL:
Age:
Cd:

Faulting (nondoweled)

in
Faulting Check -

in
Faulting Check -

Recommended critical mean joint faulting levels for design (Table 28)
Joint Spacing
< 25 ft
> 25 ft

91 oF-days #
11.25 million
###
20.0 years
D
0.90
###
###
###
ND
###

Critical Mean Joint Faulting
0.06 in
0.13 in

###
###

Note: Joint load position stress checks need to be performed only for nondoweled pavements
Only two numbers need to be entered in this sheet:
Temperature gradient
Tensile stress at top of slab
Step 1:
Total Negative Temperature Differential
Slab Thickness:

15.40 in

Total Negative Temperature Differential:

9.1 oF

Construction Curling and Moisture Gradient Temperature Differential
F/in

Enter temperature gradient:

o

(enter positive value from below)

For temperature gradient use:
Wet Climate:

0 to 2 oF/in

(Annual Precipitation >= 30 in or
Thornthwaite Moisture Index > 0)

Dry Climate:

1 to 3 oF/in

(Annual Precipitation < 30 in or
Thornthwaite Moisture Index < 0)

9.1

Total Effective Negative Temp. Differential:

F

o

Step 2:
Use one or more of the following charts to estimate the tensile stress at top of slab.
Note that the charts show the variation of tensile stress with negative temperature differential
for slab thicknesses ranging from 7 to 13 in. These are plotted for a base course thickness
of 6 in. The six charts represent three k-values (100, 250 and 500 psi/in) and two values for the
elastic modulus of the base (25,000 psi and 1,000,000 psi). Use judgment to
extrapolate the value of the tensile stress at the top of the slab from these charts.
Enter Tensile Stress at Top of Slab:

psi

(use charts below)

Step 3:
Compare the above tensile stress with the maximum tensile stress at the bottom of the slab for
which the slab is designed. For the given inputs and the above thickness, this value is
232

psi

The slab is designed for a tensile stress of
232 psi.
If the tensile stress at the top of the slab (obtained from the charts below and entered above) is
less than the design stress, the design is acceptable. If the check fails, new inputs have to be provided.
Corner Break Check:

NOTE: The k-value used in this design procedure is not a composite k, as in the original AASHTO
design procedure. The k-value to be input in the "Input Form" and in the "Seasonal k-Value" sheet
is the actual subgrade soil modulus of subgrade reaction.

The k-value input required for this design method is determined using the following steps:
Step 1. Select a subgrade soil k-value for each season, using any of the three following methods:
(a) Correlations with soil type and other soil properties or tests.
(b) Deflection testing and backcalculation (recommended).
(c) Plate bearing tests.
Detailed information for Step 1 is included below.
Step 2. The "Seasonal k-Value" Sheet can then be used to determine a seasonally adjusted
effective k-value.
Step 3. This seasonally adjusted effective k-value can then be adjusted for the effects of
a shallow rigid layer, if present, or an embankment above the natural subgrade using the
"Fill/Rigid Adjustment" sheet.

Method A -- Correlations. Guidelines are presented for selecting an appropriate k-value based
on soil classification, moisture level, density, California Bearing Ratio (CBR), or Dynamic Cone
Penetrometer (DCP) data. These correlation methods are anticipated to be used routinely for
design. The k-values obtained from soil type or tests correlation methods may need to be
adjusted for embankment above the subgrade or a shallow rigid layer beneath the subgrade.
The k-values and correlations for cohesive soils (A-4 through A-7): The bearing capacity of
cohesive soils is strongly influenced by their degree of saturation (S r, percent), which is a function
3

of water content (w, percent), dry density (g, lb/ft ), and specific gravity (Gs):
Recommended k-values for each fine-grained soil type as a function of degree of saturation are
shown in Figure 40. Each line represents the middle of a range of reasonable values for k. For
any given soil type and degree of saturation, the range of values is about + 40 psi/in [11 kPa/mm].
A reasonable lower limit for k at 100 percent saturation is considered to be 25 psi/in [7 kPa/mm ].
Thus, for example, an A-6 soil might be expected to exhibit k-values between about 180 and 260
psi/in [49 and 70 kPa/mm] at 50 percent saturation, and k-values between about 25 and 85 psi/in
[7 and 23 kPa/mm] at 100 percent saturation.
Two different types of materials can be classified as A-4: predominantly silty materials (at least 75
percent passing the #200 sieve, possibly organic), and mixtures of silt, sand, and gravel (up to 64
percent retained on #200 sieve). The former may have a density between about 90 and 105 lb/ft

3

3

[1442 and 1682 kg/m ], and a CBR between about 4 and 8. The latter may have a density
3

3

between about 100 and 125 lb/ft [1602 and 2002 kg/m ], and a CBR between about 5 and 15.
The line labeled A-4 in Figure B-4 is more representative of the former group. If the material in
question is A-4, but possesses the properties of the stronger subset of materials in the A-4 class,
a higher k-value at any given degree of saturation (for example, along the line labeled A-7-6 in
Figure 40) is appropriate.
Recommended k-value ranges for fine-grained soils, along with typical ranges of dry density and
CBR for each soil type, are summarized in Table 11.
The k -values and correlations for cohesionless soils (A-1 and A-3): The bearing capacity of
cohesionless materials is fairly insensitive to moisture variation and is predominantly a function of
their void ratio and overall stress state. Recommended k-value ranges for cohesionless soils,
along with typical ranges of dry density and CBR for each soil type, are summarized in Table 11.

Figure 40. The k-value versus degree of saturation for cohesive soils

Table 11. Recommended k-value ranges for various soil types.
AASHTO
Class

Description

Unified
Class

Dry
Density
3
(lb/ft )

CBR
(perce
nt)

k Value
(psi/in)

Coarse-grained Soils:
A-1-a, well graded

gravel

GW, GP

A-1-a, poorly graded

125 - 140

60 - 80

300 - 450

120 - 130

35 - 60

300 - 400

A-1-b

coarse sand

SW

110 - 130

20 - 40

200 - 400

A-3

fine sand

SP

105 - 120

15 - 25

150 - 300

A-2 Soils (granular materials with high fines):
A-2-4, gravelly

silty gravel

A-2-5, gravelly

silty sandy gravel

A-2-4, sandy

silty sand

A-2-5, sandy

silty gravelly sand

A-2-6, gravelly

clayey gravel

A-2-7, gravelly

clayey sandy gravel

A-2-6, sandy

clayey sand

A-2-7, sandy

clayey gravelly
sand

GM

130 - 145

40 - 80

300 - 500

SM

120 - 135

20 - 40

300 - 400

GC

120 - 140

20 - 40

200 - 450

SC

105 - 130

10 - 20

150 - 350

90 - 105

4-8

25 - 165 *

100 - 125

5 - 15

40 - 220 *

Fine-grained Soils:
A-4

silt

ML, OL

silt/sand/
gravel mixture
A-5

poorly graded
silt

MH

80 - 100

4-8

25 - 190 *

A-6

plastic clay

CL

100 - 125

5 - 15

25 - 255 *

A-7-5

moderately plastic
elastic clay

CL, OL

90 - 125

4 - 15

25 - 215 *

A-7-6

highly plastic
elastic clay

CH, OH

80 - 110

3-5

40 - 220 *

* k-value of fine-grained soil is highly dependent on degree of saturation. See Figure 40.

These recommended k-value ranges apply to a homogeneous soil layer at least 10 ft [3 m] thick. If an
embankment layer less than 10 ft [3 m] thick exists over a softer subgrade, the k-value for the underlying
soil should be estimated from this table and adjusted for the type and thickness of embankment material
using Step 3. If a layer of bedrock exists within 10 ft [3 m] of the top of the soil, the k should be adjusted
3
3
using Step 3. 1 lb/ft =16.018 kg/m , 1 psi/in = 0.271 kPa/mm

The k-values and correlations for A-2 soils: Soils in the A-2 class are all granular materials
falling between A-1 and A-3. Although it is difficult to predict the behavior of such a wide variety of
materials, the available data indicate that in terms of bearing capacity, A-2 materials behave
similarly to cohesionless materials of comparable density. Recommended k-value ranges for A-2
soils, along with typical ranges of dry density and CBR for each soil type, are summarized in
Table 11.
Correlation of k-value to California Bearing Ratio: Figure 41 illustrates the approximate range
of k-values that might be expected for a soil with a given CBR.
Correlation of k-values to penetration rate by Dynamic Cone Penetrometer: Figure 42
illustrates the range of k-values that might be expected for a soil with a given penetration rate
(inches per blow) measured with a Dynamic Cone Penetrometer. This is a rapid hand-held testing
device that can be used to quickly test dozens of locations along an alignment. The DCP can also
penetrate AC surfaces and surface treatments to test the foundation below.
Assignment of k-values to seasons. Among the factors that should be considered in selecting
seasonal k-values are the seasonal movement of the water table, seasonal precipitation levels,
winter frost depths, number of freeze-thaw cycles, and the extent to which the subgrade will be
protected from frost by embankment material. A "frozen" k may not be appropriate for winter,
even in a cold climate, if the frost will not reach and remain in a substantial thickness of the
subgrade throughout the winter. If it is anticipated that a substantial depth (e.g., three feet or
more) of the subgrade will be frozen, a k-value of 500 psi/in [135 kPa/mm] would be an
appropriate "frozen" k.
The seasonal variation in degree of saturation is difficult to predict, but in locations where a water
table is constantly present at a depth of less than about 10 ft [3 m], it is reasonable to expect that
fine-grained subgrades will remain at least 70 to 90 percent saturated, and may be completely
saturated for substantial periods in the spring. County soil reports can provide data on the
position of the high-water table (i.e., the typical depth to the water table at the time of the year that
it is at its highest). Unfortunately, county soil reports do not provide data on the variation in depth
to the water table throughout the year.

Figure 41. Approximate relationship of k-value range to CBR.

Figure 42. Approximate relationship of k-value range to DCP penetration rate.

Method B — Deflection Testing and Backcalculation Methods. These methods are suitable
for determining k-value for design of overlays of existing pavements, for design of a reconstructed
pavement on existing alignments, or for design of similar pavements in the same general location
on the same type of subgrade. An agency may also use backcalculation methods to develop
correlations between nondestructive deflection testing results and subgrade types and properties.
Cut and fill sections are likely to yield different k-values. No embankment or rigid layer adjustment
is required for backcalculated k-values if these characteristics are similar for the pavement being
tested and the pavement being designed, but backcalculated dynamic k-values do need to be
reduced by a factor of two to estimate a static elastic k-value for use in design which is required in
this catalog.
An appropriate design subgrade elastic k-value for use as an input to this design method is
determined by the following steps:
1.

Measure deflections on an in-service concrete or composite (AC-overlaid PCC) pavement
with the same or similar subgrade as the pavement being designed.

2.

Compute the appropriate AREA of each deflection basin.

3.

Compute an initial estimate (assuming an infinite slab size) of the radius of relative stiffness, l.

4.

Compute an initial estimate (assuming an infinite slab size) of the subgrade k-value.

5.

Compute adjustment factors for the maximum deflection d0 and the initially estimated l to
account for the finite slab size.

6.

Adjust the initially estimated k-value to account for the finite slab size.

7.

Compute the mean backcalculated subgrade k-value for all of the deflection basins
considered.

8.

Compute the estimated mean static k-value for use in design for the specific season during
the testing.

9.

Determine the effective seasonally adjusted elastic k-value considering the factors discussed
above.

These steps are described below, with the relevant equations for bare concrete and composite
(asphalt concrete over concrete slab) pavements given for each step.

Measure deflections. Measure slab deflection basins along the project at an interval sufficient to
adequately assess conditions. Intervals of 100 to 1000 ft [30 to 300 m] are typical. Measure
deflections with sensors located at 0, 8, 12, 18, 24, 36, and 60 in [0, 203, 305, 457, 610, 915, and
1524 mm] from the center of the load. Measure deflections in the outer wheel path. A heavy-load
deflection device (e.g., Falling Weight Deflectometer) and a load magnitude of 9,000 lbf [40 kN]
are recommended. ASTM D4694 and D4695 provide additional guidance on deflection testing.
Compute AREA. For a bare concrete pavement, compute the AREA 7 of each deflection basin

 d8 

AREA7 = 4 + 6 

 d 12 

 + 5 

 d 18 

 + 6 

 d 24 

 + 9 

 d 36 

 + 18 

 d 60 

 + 12 



adequately assess conditions. Intervals of 100 to 1000 ft [30 to 300 m] are typical. Measure
deflections with sensors located at 0, 8, 12, 18, 24, 36, and 60 in [0, 203, 305, 457, 610, 915, and
1524 mm] from the center of the load. Measure deflections in the outer wheel path. A heavy-load
deflection device (e.g., Falling Weight Deflectometer) and a load magnitude of 9,000 lbf [40 kN]
are recommended. ASTM D4694 and D4695 provide additional guidance on deflection testing.
Compute AREA. For a bare concrete pavement, compute the AREA 7 of each deflection basin

 d8
 d0

AREA7 = 4 + 6 



 d 12
 d0

 + 5 




 d 18
 d0

 + 6 




 d 24
 d0

 + 9 




 d 36
 d0

 + 18 




 d 60
 d0

 + 12 






using the following equation:
where d0 = deflection in center of loading plate, inches
di =

deflections at 0, 8, 12, 18, 24, 36, and 60 in [0, 203, 305, 457, 610, 915, and 1524
mm] from plate center, inches

For a composite pavement, compute the AREA5 of each deflection basin using the following

 d 18
AREA5 = 3 + 6 
 d 12



 d 24
 + 9 

 d 12



 d 36
 + 18 

 d 12



 d 60
 + 12 

 d 12




[27]



equation:
Estimate l assuming an infinite slab size. The radius of relative stiffness for a bare
concrete pavement (assuming an infinite slab) may be estimated using the following equation:

2.566



est

 60 AREA7 
 ln  289.708 


= 
- 0.698







[28]




The radius of relative stiffness for a composite pavement (assuming an infinite slab) may be



 48 AREA5 

 158.40 
- 0.476

2.220



 ln 

est = 






[29]




estimated using the following equation:
Estimate k assuming an infinite slab size. For a bare concrete pavement, compute an

k est =

P d *0

d 0  est 

2

[30]

initial estimate of the k-value using the following equation:
where k = backcalculated dynamic k-value, psi/in
P = load, lb
d0 = deflection measured at center of load plate, inch
lest

= estimated radius of relative stiffness, inches, from previous step

[26]

k est =

P d *0

d 0  est 

2

initial estimate of the k-value using the following equation:
where k = backcalculated dynamic k-value, psi/in
P = load, lb
d0 = deflection measured at center of load plate, inch
lest
*
0

d

= estimated radius of relative stiffness, inches, from previous step
= nondimensional coefficient of deflection at center of load plate:

 -0.14707 e
*
d 0 = 0.1245 e

k est =

 -0.0 75 65est 



P d *12

d 12  est 

[31]

[32]

2

For a composite pavement, compute an initial estimate of the k-value using the following equation:
d12 = deflection measured 12 in [305 mm] from center of load plate, inch
lest
d

*
12

= estimated radius of relative stiffness, in, from previous step
= nondimensional coefficient of deflection 12 in [305 mm] from center of load plate:

 -0.79432e
*
d 12 = 0.12188 e

 -0 .0 7 0 7 4est 



[33]

Compute adjustment factors for d0 and l for finite slab size. For both bare concrete and
composite pavements, the initial estimate of l is used to compute the following adjustment factors

AF d 0



= 1 - 1.15085 e-0.71878

AF  = 1 - 0.89434 e

0 .8 01 5 1

L 


est 
1 .0 4 8 3 1
L 
-0.61662 

 est 


[34]
[35]

to d0 and l to account for the finite size of the slabs tested:
where, if the slab length is less than or equal to twice the slab width, L is the square root of the
product of the slab length and width, both in inches, or if the slab length is greater than twice the

if Ll  2 * L w , L = Ll L w
[36]

if Ll > 2 * L w , L = 2 * Ll
width, L is the product of the square root of two and the slab length in inches:
Adjust k for finite slab size. For both bare concrete and composite pavements, adjust the

product of the slab length and width, both in inches, or if the slab length is greater than twice the

if Ll  2 * L w , L = Ll L w
if Ll > 2 * L w , L = 2 * Ll
width, L is the product of the square root of two and the slab length in inches:
Adjust k for finite slab size. For both bare concrete and composite pavements, adjust the

k=

k est
AF AF d 0
2


[37]

initially estimated k-value using the following equation:
Compute mean dynamic k-value. Exclude from the calculation of the mean k-value any
unrealistic values (i.e., less than 50 psi/in [14 kPa/mm] or greater than 1500 psi/in [407 kPa/mm]),
as well as any individual values that appear to be significantly out of line with the rest of the
values.

Compute the estimated mean static k-value for design. Divide the mean dynamic k-value by
two to estimate the mean static k-value for design.
A blank worksheet for computation of k from deflection data and example computations of k from
deflection basins measured on two pavements, one bare concrete and the other composite, are
given in Table 12.
Seasonal variation in backcalculated k-values. The design k-value determined from
backcalculation as described above represents the k-value for the season in which the deflection
testing was conducted. An agency may wish to conduct deflection testing on selected projects in
different seasons of the year to assess the seasonal variation in backcalculated k-values for
different types of subgrades.

Table 12.

Table
Table12.
A2. Determination of design subgrade k-value from deflection measurements.
BARE CONCRETE PAVEMENT
Step

Equation

Calculated Value

Example

d0

______________

0.00418

d8

______________

0.00398

d12

______________

0.00384

d18

______________

0.00361

d24

______________

0.00336

d36

______________

0.00288

d60

______________

0.00205

AREA7

[26]

45.0

Initial estimate of l

[28]

40.79

Nondimensional d0*

[31]

0.1237

and initial estimate of k

[30]

160

Afd

0

[34]

0.867

AFl

[35]

0.934

Adjusted k

[37]

212

Mean dynamic k
Mean static k for design

212
106

COMPOSITE PAVEMENT
Step

Equation

Calculated Value

Example

d12

______________

0.00349

d18

______________

0.00332

d24

______________

0.00313

d36

______________

0.00273

d60

______________

0.00202

AREA5

[27]

37.8

Initial estimate of l

[29]

48.83

Nondimensional d12*

[33]

0.1189

and initial estimate of k

[32]

128

Afd

0

[34]

0.823

AFl

[35]

0.896

Adjusted k

[37]

195

Mean dynamic k
Mean static k for design

195
97

Method C -- Plate Bearing Test Methods. The subgrade or embankment elastic k-value may
be determined from either of two types of plate bearing tests: repetitive static plate loading
(AASHTO T221, ASTM D1195) or nonrepetitive static plate loading (AASHTO T222, ASTM
D1196). These test methods were developed for a variety of purposes, and do not provide explicit
guidance on the determination of the required k-value input to the design procedure described
here.
For the purpose of concrete pavement design, the recommended subgrade input parameter is
the static elastic k-value. This may be determined from either a repetitive or nonrepetitive test on
the prepared subgrade or on a prepared test embankment, provided that the embankment is at
least 10 ft [3 m] thick. Otherwise, the tests should be conducted on the subgrade, and the k-value
obtained should be adjusted to account for the thickness and density of the embankment, using
the nomograph provided in Step 3.
In a repetitive test, the elastic k-value is determined from the ratio of load to elastic
deformation (the recoverable portion of the total deformation measured). In a nonrepetitive test,
the load-deformation ratio at a deformation of 0.05 in [1.25 mm] is considered to represent the
elastic k-value, according to extensive research by the U.S. Army Corps of Engineers.
Note also that a 30-in-diameter [762-mm-diameter] plate should be used to determine the
elastic static k-value for use in design. Smaller diameter plates will yield substantially higher kvalues, which are not appropriate for use in this design procedure. An adequate number of tests
should be run to ensure coverage over the project length. The mean of the tests becomes the
static elastic k-value for the season of testing. This value is then used to determine the effective
seasonally adjusted elastic k-value considering the factors discussed above.

Season

Number of Months Subgrade k-Value,
psi/in

Total:

0

W18,

Relative Damage

millions
21.72
19.19
23.12
22.31

in the Season
0.0000
0.0000
0.0000
0.0000

Mean Damage:
W18:
Seasonally Adjusted Subgrade k-Value (psi/in):

0

0

165

Adjustment for the Effects of Embankment and/or Shallow Rigid Layer:
The seasonally adjusted subgrade k-value is to be adjusted using the following nomograph if:
(a) fill material will be placed above the natural subgrade, and/or
(b) a rigid layer (e.g., bedrock or hardpan clay) is present at a depth of 10 ft or less beneath
the existing subgrade surface.
Note: The rigid layer adjustment should only be applied if the subgrade k was determined
on the basis of soil type or similar correlations. If the k-value was determined from
nondestructive deflection testing or from plate bearing tests, the effect of a rigid layer,
if present at a depth of less than 10 ft, is already represented in the k-value obtained.

Seasonally Adjusted Subgrade k-Value:

psi/in

If required, use the nomograph below to adjust the above subgrade k-value for fill and/or
rigid layer and enter the adjusted value here:

psi/in
Size image for better resolution.

Traffic Worksheet
Performance Period:
Two-Way Daily Traffic (ADT):
Number of Lanes in Design Direction:
Percent of All Trucks in Design Lane:
Percent Trucks in Design Direction:

Vehicle Percent of ADT Annual %
Class (Total = 100%)
Growth
1
2
3
4
5
6
7
8
9
10
11
12
13
Sum of % ADT:
(Should be 100)

100.0%

100.0

4.0%

20 years
64
1
100%
100%

###
###
###

Average Initial Annual % Accumulated
Truck Factor
Growth in
ESALs
(ESALs/truck) Truck Factor (millions)
16.257

0.0%

Calculated ESALs:

11.25

11.25

###

###
million
###
###

Saved Data

Select row to be exported and click the "Export" button.
ID
Clear
Example
INCO

Agency:
ERES
INCO

Street Address:
505 W. University Ave.

City:

State: Project Number:

Champaign IL
SOROAKO

Page 44

Description:

1-20-98LCB
Lean Concrete Base, 5-in
35391 Ramp Access Road

Saved Data

Location:

Initial Serviceability, P1:Terminal Serviceability, P2: 28-day Mean Modulus of Rupture, (S'c)':

Champaign, IL
Soroako

4.5
4.5

2.5
2.5

Page 45

700
725

Saved Data

Elastic Modulus of Slab, Ec:

Poisson's Ratio for Concrete, : Elastic Modulus of Base, Eb:
0.15
4500000
0.15
25000
6300000
0.15
1000000

Page 46

Saved Data

Design Thickness of Base, Hb:Slab-Base Friction Factor, f:Reliability Level (R):Overall Standard Deviation, S0:
6
19.68

1.4
1.4

Page 47

90
90

0.34
0.3

Saved Data

Mean Annual Wind Speed, WIND:
Mean Annual Air Temperature, TEMP:
Mean Annual Precipitation, PRECIP:
10.2
45

49.2
86

Page 48

33.3
25.4

Saved Data

Faulting Ch
Subgrade k-Value

ESALs

Edge Support Factor:Pavement Type Joint Spacing: Dowel
1 JPCP
165 21.88065817
1 JPCP
15
1.5
200
11.760973
0.94 JRCP
26.247

Page 49

Saved Data

Faulting Check Sheet (doweled)

Faulting Check Sheet

Base/Slab Friction RestriantTRANGE Slab Thickness Base Type FI
0.8
0.8

65 11.2398181822
17.2197178071

CESAL

0 500 21.88065817
0
11.760973

Page 50

AGE Cd Days90
20

1

20

Saved Data

Faulting Check Sheet (non doweled)
Slab Thickness Base Type FI
11.2398181822
17.2197178071

CESAL

0 500 21.88065817
0
11.760973

Corner Break Check Sheet Fill/Rigid Adjustment
AGE Cd Gradient Tensile Stress top
20 1.1

Page 51

1

120

Adjusted k-Value

Season1

175 Fall

Saved Data

k-Value Sheet
Months1 k1 Season2 Months2 k2 Season3 Months3 k3 Season4 Months4 k4 Season5 Months5 k5 Season6
2 150 Winter

3 300 Spring

3 80 Summer

Page 52

4 120

Saved Data

Months6 Seasons6 Performance Period:Two-Way Daily Traffic (ADT):Number of lanes in Design Direction:
20
20

8000
64

Page 53

2
1

Saved Data

Percent of All Trucks in Design Lane:Percent Trucks in Design Direction:ADT1 GADT1 TF1 GTF1 ADT2 GADT2
0.95
1

0.5
1

Page 54

0.65
1

0.05 0.004
0.04 16.26

0.03
0

0.25

0.06

Saved Data

Traffic Sheet
TF2 GTF2 ADT3 GADT3 TF3 GTF3 ADT4 GADT4 TF4 GTF4 ADT5 GADT5 TF5 GTF5 ADT6 GADT6 TF6
0.39

0.02

0.1

0.08 1.62

0.05

Page 55

Saved Data

GTF6 ADT7 GADT7 TF7 GTF7 ADT8 GADT8 TF8 GTF8 ADT9 GADT9 TF9 GTF9 ADT10 GADT10 TF10

Page 56

Saved Data

GTF10 ADT11 GADT11 TF11 GTF11 ADT12 GADT12 TF12 GTF12 ADT13 GADT13 TF13 GTF13

Page 57

FI&DAYS90

SHRP_id State_id
State
6019
1
Alabama
5008
1
Alabama
4129
1
Alabama
4126
1
Alabama
1021
1
Alabama
4155
1
Alabama
4073
1
Alabama
4084
1
Alabama
3028
1
Alabama
4007
1
Alabama
1011
1
Alabama
1001
1
Alabama
3998
1
Alabama
6012
1
Alabama
1004
2
Alaska
6010
2
Alaska
1008
2
Alaska
9035
2
Alaska
1007
4
Arizona
1006
4
Arizona
6055
4
Arizona
1034
4
Arizona
1021
4
Arizona
1022
4
Arizona
1062
4
Arizona
1018
4
Arizona
1017
4
Arizona
1016
4
Arizona
6060
4
Arizona
1065
4
Arizona
1024
4
Arizona
3048
5
Arkansas
2042
5
Arkansas
3071
5
Arkansas
3058
5
Arkansas
4046
5
Arkansas
4019
5
Arkansas
4021
5
Arkansas
3073
5
Arkansas
5803
5
Arkansas
5805
5
Arkansas
3059
5
Arkansas
3074
5
Arkansas
4023
5
Arkansas
3011
5
Arkansas

County
BALDWIN
CLEBURNE
COOSA
CULLMAN
ELMORE
HOUSTON
JACKSON
JEFFERSON
JEFFERSON
JEFFERSON
LAUDERDALE
LEE
SUMTER
TUSCALOOSA
ANCHORAGE
ANCHORAGE
FAIRBANKS
MATANUSKA-SUSITNA
MARICOPA
MARICOPA
MARICOPA
MOHAVE
MOHAVE
MOHAVE
MOHAVE
PIMA
PIMA
SANTA CRUZ
SANTA CRUZ
YAVAPAI
YAVAPAI
ARKANSAS
ASHLEY
BENTON
CRAIGHEAD
CRAIGHEAD
JEFFERSON
LONOKE
PULASKI
PULASKI
PULASKI
SEBASTIAN
ST FRANCIS
WHITE
WHITE

Page 58

Freezing
Index (oFdays)
9
75
57
93
22
20
97
59
67
75
124
28
54
41
1888
2113
4543
2739
0
0
0
0
21
41
103
4
4
3
4
60
117
122
79
297
53
201
114
123
107
124
131
168
156
146
149

Average Annual
Total
Precipitation,
PRECIP (in)
65.59
52.95
54.54
63.34
53.53
53.68
66.07
57.00
54.91
53.28
54.33
49.83
56.04
57.91
21.65
19.36
12.73
29.22
8.94
8.41
7.26
5.34
10.90
11.65
14.75
22.58
21.95
18.81
17.22
14.07
13.89
54.93
59.82
46.83
64.65
47.39
54.92
51.05
51.05
52.60
51.10
43.82
52.42
53.41
51.23

FI&DAYS90
1253
7454
2038
2040
2041
8534
8535
8201
8202
7452
3017
2051
6044
9107
2004
3024
3013
3019
8150
7491
8149
8151
3010
7493
9048
3021
3042
7455
7456
8153
2053
8156
3030
3005
2002
2647
9049
7035
7776
7036
7781
2008
1053
7780
3032
7783
9020
6013
1057
1029

6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
6
8
8
8
8
8
8
8
8
8
8
8
8
8

California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
California
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado
Colorado

BUTTE
CALAVERAS
DEL NORTE
HUMBOLDT
HUMBOLDT
IMPERIAL
IMPERIAL
KERN
KINGS
LAKE
LOS ANGELES
NAPA
NEVADA
PLACER
RIVERSIDE
RIVERSIDE
RIVERSIDE
RIVERSIDE
SAN BERNARDINO
SAN BERNARDINO
SAN BERNARDINO
SAN BERNARDINO
SAN DIEGO
SAN DIEGO
SAN DIEGO
SAN DIEGO
SAN JOAQUIN
SAN JOAQUIN
SAN JOAQUIN
SAN LUIS OBISPO
SAN MATEO
SANTA BARBARA
SHASTA
SISKIYOU
SISKIYOU
TUOLUMNE
YOLO
ADAMS
ADAMS
ARAPAHOE
BENT
BENT
DELTA
EL PASO
GARFIELD
GARFIELD
LARIMER
LOGAN
MESA
MOFFAT

Page 59

3
1
1
1
1
0
0
0
1
4
0
1
13
145
0
0
0
0
0
0
0
12
0
0
0
2
1
1
1
0
0
0
3
70
143
2
0
548
612
660
471
471
464
1453
655
672
617
850
459
1395

45.94
16.22
71.33
48.40
48.01
2.97
3.04
8.80
7.36
33.03
19.95
26.51
52.62
68.72
12.48
10.63
9.99
11.23
9.39
5.86
6.57
12.83
13.56
15.56
17.74
17.56
18.08
10.64
10.88
18.76
24.56
15.83
25.44
49.60
20.45
27.05
18.29
16.61
15.74
15.54
12.04
12.04
10.00
22.54
14.14
15.49
14.83
16.34
8.31
14.72

FI&DAYS90
6002
1047
9019
4008
4020
1803
5001
5005
4002
1450
5004
1201
4096
3997
1060
4103
4105
3811
3996
4057
3804
4097
4099
1030
9054
4108
4100
4101
3995
4106
4135
4136
4137
4153
4107
4154
4138
4000
4059
4109
4119
4420
5023
4112
4113
3015
3020
1031
4096
7028

8
8
8
9
9
9
9
10
10
10
10
10
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
13
13
13
13
13
13
13
13
13
13

Colorado
Colorado
Colorado
Connecticut
Connecticut
Connecticut
Connecticut
Delaware
Delaware
Delaware
Delaware
Delaware
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Florida
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia

PUEBLO
RIO BLANCO
WELD
HARTFORD
HARTFORD
NEW LONDON
TOLLAND
KENT
KENT
KENT
NEW CASTLE
SUSSEX
BAY
CLAY
DADE
DADE
DUVAL
GADSDEN
HERNANDO
HILLSBOROUGH
HILLSBOROUGH
JACKSON
LEE
MARTIN
NASSAU
OKALOOSA
OKALOOSA
ORANGE
PALM BEACH
PALM BEACH
POLK
POLK
POLK
ST LUCIE
ST LUCIE
VOLUSIA
VOLUSIA
VOLUSIA
VOLUSIA
VOLUSIA
BARTOW
BRYAN
CAMDEN
CAMDEN
CAMDEN
CANDLER
CRISP
DAWSON
EARLY
FRANKLIN

Page 60

477
1218
686
552
620
399
715
225
231
241
354
205
8
2
0
0
4
9
2
0
0
14
0
0
3
8
12
1
0
0
0
0
0
0
0
0
1
1
1
1
105
7
3
5
6
11
7
91
12
51

11.38
11.47
14.08
46.01
44.75
49.55
48.92
45.67
44.98
44.23
43.07
44.90
65.83
48.71
56.52
57.32
46.18
56.84
54.87
49.52
49.21
57.94
54.09
55.55
48.63
69.59
70.45
47.43
58.55
53.88
48.95
48.94
48.74
45.67
47.71
51.03
51.55
55.63
47.48
47.55
49.44
46.85
49.85
48.56
48.29
45.76
41.24
59.82
49.06
55.26

FI&DAYS90
3019
3016
1005
4111
3007
1004
3017
4093
4092
3011
1001
3018
1008
7080
1003
1006
1005
5025
6027
9034
1009
1010
1021
1020
1001
9032
3023
3017
5849
1003
5020
4082
7937
5453
5217
9327
5843
5854
5869
9267
6050
1002
4074
5908
2008
3002
3030
9020
4021
5538

13
13
13
13
13
13
13
13
13
13
13
13
15
15
15
15
16
16
16
16
16
16
16
16
16
16
16
16
17
17
17
17
17
17
17
17
17
17
17
17
17
17
17
17
18
18
18
18
18
18

Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Georgia
Hawaii
Hawaii
Hawaii
Hawaii
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Idaho
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Illinois
Indiana
Indiana
Indiana
Indiana
Indiana
Indiana

HALL
HARALSON
HOUSTON
OCONEE
PICKENS
SPALDING
TALIAFERRO
THOMAS
THOMAS
TREUTLEN
WALTON
WARREN
HAWAII
HAWAII
MAUI
MAUI
ADAMS
BANNOCK
BEAR LAKE
BONNER
CASSIA
JEFFERSON
JEFFERSON
JEROME
KOOTENAI
KOOTENAI
PAYETTE
POWER
CHAMPAIGN
CLINTON
CLINTON
CLINTON
HENRY
JEFFERSON
MC LEAN
MC LEAN
OGLE
PEORIA
PEORIA
ROCK ISLAND
ST CLAIR
STEPHENSON
STEPHENSON
WILLIAMSON
ALLEN
BENTON
DELAWARE
GRANT
HAMILTON
LA PORTE

Page 61

60
67
11
39
103
47
32
4
5
12
26
37
0
0
0
0
923
977
1604
548
701
1278
1347
568
399
461
706
629
843
336
353
377
1041
486
792
792
1095
856
878
1000
461
1065
1065
459
773
892
742
842
788
847

53.77
51.94
41.34
46.26
57.56
44.64
47.51
45.32
49.91
44.89
44.44
48.95
44.23
28.40
28.09
21.92
19.42
14.57
15.50
31.67
10.19
11.92
10.91
9.42
26.41
27.94
9.48
10.29
39.39
40.30
40.78
41.83
36.58
42.42
37.46
37.46
35.85
38.11
37.19
35.93
38.36
30.19
30.18
45.72
37.51
37.01
39.68
37.87
41.43
39.50

FI&DAYS90
5528
5022
3003
4042
3031
1037
1028
5518
5043
6049
3006
5046
3055
3033
3028
3009
9126
9116
5042
4054
7073
3015
1010
1005
3013
4053
7085
6026
9037
1009
4063
1034
3016
6043
4025
6040
1010
1014
4001
3056
1012
3013
7023
1026
1009
1028
1001
3014
5807
1632

18
18
18
18
18
18
18
18
18
19
19
19
19
19
19
19
19
19
19
20
20
20
20
20
20
20
20
20
20
20
20
21
21
21
21
21
21
21
22
22
23
23
23
23
23
23
23
23
24
24

Indiana
Indiana
Indiana
Indiana
Indiana
Indiana
Indiana
Indiana
Indiana
Iowa
Iowa
Iowa
Iowa
Iowa
Iowa
Iowa
Iowa
Iowa
Iowa
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kansas
Kentucky
Kentucky
Kentucky
Kentucky
Kentucky
Kentucky
Kentucky
Louisiana
Louisiana
Maine
Maine
Maine
Maine
Maine
Maine
Maine
Maine
Maryland
Maryland

LA PORTE
MARION
MARSHALL
POSEY
POSEY
SPENCER
SPENCER
TIPPECANOE
VANDERBURGH
CEDAR
CLINTON
FRANKLIN
HAMILTON
JOHNSON
JOHNSON
LINN
SCOTT
WORTH
WRIGHT
DICKINSON
DICKINSON
FINNEY
FORD
FRANKLIN
JOHNSON
LINCOLN
MARSHALL
RENO
SHAWNEE
STAFFORD
WYANDOTTE
BARREN
BULLITT
CLAY
FAYETTE
FAYETTE
OWSLEY
PIKE
LIVINGSTON
RAPIDES
CUMBERLAND
CUMBERLAND
CUMBERLAND
FRANKLIN
LINCOLN
OXFORD
PENOBSCOT
SAGADAHOC
ANNE ARUNDEL
CALVERT

Page 62

847
708
867
375
404
300
442
796
358
1101
1037
1466
1400
845
849
1198
973
1680
1458
495
577
554
436
530
469
448
787
439
598
378
507
287
254
279
384
394
307
225
13
31
981
1027
1037
1522
1023
1585
1534
1028
236
152

39.60
41.42
39.73
45.96
45.43
47.60
48.69
36.82
45.82
37.08
33.41
32.30
32.62
35.53
35.88
32.46
34.34
32.32
32.10
29.44
30.22
17.73
22.70
39.33
41.07
35.41
31.04
29.19
35.22
26.06
39.92
54.67
48.10
50.27
44.70
45.18
48.90
45.49
67.93
56.16
44.37
47.65
45.45
45.48
47.09
44.77
44.19
47.67
42.32
42.51

FI&DAYS90
2805
2401
1004
1002
1003
3069
3068
1001
1010
1004
9029
9030
5363
1023
6251
1016
4082
4033
4037
1087
3013
4034
1029
4040
1019
1018
1085
3003
6300
1028
4050
9075
7090
6064
5076
4054
4055
3097
5805
3081
3093
3094
3089
3087
2807
3091
5006
5025
3085
3083

24
24
25
25
25
26
26
26
26
26
26
26
26
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
28
28
28
28
28
28
28
28
28
28
28
28
28

Maryland
FREDERICK
Maryland
HARFORD
MassachusettsBRISTOL
MassachusettsHAMPDEN
MassachusettsNORFOLK
Michigan
CLARE
Michigan
CLARE
Michigan
CLARE
Michigan
GENESEE
Michigan
HOUGHTON
Michigan
IONIA
Michigan
MONROE
Michigan
WAYNE
Minnesota
BELTRAMI
Minnesota
BELTRAMI
Minnesota
BELTRAMI
Minnesota
BLUE EARTH
Minnesota
DAKOTA
Minnesota
DAKOTA
Minnesota
DAKOTA
Minnesota
HENNEPIN
Minnesota
HENNEPIN
Minnesota
ISANTI
Minnesota
ITASCA
Minnesota
MILLE LACS
Minnesota
MORRISON
Minnesota
MOWER
Minnesota
NICOLLET
Minnesota
NOBLES
Minnesota
OTTER TAIL
Minnesota
POLK
Minnesota
RENVILLE
Minnesota
SCOTT
Minnesota
STEARNS
Minnesota
WASHINGTON
Minnesota
WINONA
Minnesota
WRIGHT
Mississippi
DE SOTO
Mississippi
HARRISON
Mississippi
ITAWAMBA
Mississippi
JACKSON
Mississippi
JACKSON
Mississippi
LAFAYETTE
Mississippi
LAFAYETTE
Mississippi
LAFAYETTE
Mississippi
LAUDERDALE
Mississippi
LEE
Mississippi
LINCOLN
Mississippi
MARSHALL
Mississippi
MARSHALL

Page 63

217
229
395
633
625
1211
1215
1392
978
1709
1009
831
870
2624
2624
2731
1681
1593
1596
1639
1602
1657
2108
2361
1919
2000
1727
1388
1810
2517
2710
1918
1806
2114
1698
1546
2071
114
7
79
11
13
129
134
138
35
102
43
148
150

38.04
52.77
49.99
46.31
47.42
32.54
32.38
30.97
32.37
36.22
33.62
33.14
33.89
25.90
25.90
24.53
27.52
31.92
31.90
31.13
29.75
30.18
28.73
27.75
30.33
26.76
31.06
27.23
27.18
25.36
22.01
27.45
30.71
27.74
31.42
33.33
28.70
52.55
65.16
55.35
63.55
63.29
58.88
57.00
59.16
57.71
54.62
61.47
56.64
56.24

FI&DAYS90
5803
3082
3090
3099
3019
3018
9030
7012
4024
6067
4036
5483
1002
5473
5091
5081
5058
5000
5413
5403
1008
7073
7054
1010
5393
5047
7076
8129
1001
7088
7066
7075
3018
7017
6702
4019
5052
1030
3023
6701
3028
6700
3033
1030
3013
7000
2027
3010
1020
1021

28
28
28
28
28
28
28
28
28
29
29
29
29
29
29
29
29
29
29
29
29
29
29
29
29
29
30
30
30
30
30
30
31
31
31
31
31
31
31
31
31
31
31
32
32
32
32
32
32
32

Mississippi
Mississippi
Mississippi
Mississippi
Mississippi
Mississippi
Mississippi
Mississippi
Mississippi
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Missouri
Montana
Montana
Montana
Montana
Montana
Montana
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nebraska
Nevada
Nevada
Nevada
Nevada
Nevada
Nevada
Nevada

MARSHALL
MONTGOMERY
PANOLA
SCOTT
TISHOMINGO
TISHOMINGO
WARREN
WARREN
WASHINGTON
CARTER
CLAY
CLAY
COLE
COOPER
DAVIESS
DAVIESS
DAVIESS
DAVIESS
DUNKLIN
DUNKLIN
JASPER
LIVINGSTON
NEWTON
PULASKI
ST CHARLES
ST LOUIS
BIG HORN
GOLDEN VALLEY
JUDITH BASIN
SWEET GRASS
SWEET GRASS
YELLOWSTONE
BUFFALO
CEDAR
CHEYENNE
DAKOTA
DOUGLAS
FURNAS
HALL
HALL
LANCASTER
PHELPS
PIERCE
CLARK
ELKO
ELKO
ELKO
ELKO
MINERAL
WASHOE

Page 64

174
94
126
32
148
150
28
37
62
342
568
569
382
543
874
874
876
876
188
207
66
640
309
396
542
549
1160
1121
1094
840
841
1092
844
1253
853
1256
1040
716
779
965
788
741
885
5
626
655
860
1070
200
230

56.75
67.88
56.09
61.81
54.74
54.84
56.69
55.33
55.63
47.17
37.19
37.59
39.56
39.54
36.24
36.22
36.23
36.22
50.00
50.97
55.07
38.22
43.23
45.69
37.98
37.72
16.07
11.84
17.28
15.35
15.35
15.09
24.40
25.01
17.06
25.59
28.90
22.24
26.70
25.28
31.46
22.95
24.74
5.18
5.95
6.48
8.56
11.27
3.84
8.31

FI&DAYS90
1001
4042
1034
1638
1033
6057
1030
1003
6401
6035
1112
3010
1002
2118
1022
1005
6033
4017
1008
1011
4018
1644
5037
1801
1992
2824
3008
1645
3807
3816
3044
1817
1802
2819
1024
1803
1814
2825
1040
3011
5827
1352
5826
1006
5002
2001
3005
3006
3801
3013

33
34
34
34
34
34
34
35
35
35
35
35
35
35
35
35
35
36
36
36
36
36
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
37
38
38
38
38
39
39

New HampshirMERRIMACK
New Jersey
BURLINGTON
New Jersey
GLOUCESTER
New Jersey
GLOUCESTER
New Jersey
HUNTERDON
New Jersey
MERCER
New Jersey
PASSAIC
New Mexico CHAVES
New Mexico CIBOLA
New Mexico CIBOLA
New Mexico LEA
New Mexico LEA
New Mexico LINCOLN
New Mexico QUAY
New Mexico SAN JUAN
New Mexico SANTA FE
New Mexico SOCORRO
New York
ALLEGANY
New York
ONEIDA
New York
ONONDAGA
New York
OTSEGO
New York
ST LAWRENCE
North Carolina BUNCOMBE
North Carolina BUNCOMBE
North Carolina CHATHAM
North Carolina CHATHAM
North Carolina CLEVELAND
North Carolina COLUMBUS
North Carolina DAVIDSON
North Carolina DURHAM
North Carolina DURHAM
North Carolina FORSYTH
North Carolina GRANVILLE
North Carolina GUILFORD
North Carolina JACKSON
North Carolina JACKSON
North Carolina MACON
North Carolina MECKLENBURG
North Carolina MITCHELL
North Carolina NASH
North Carolina ROCKINGHAM
North Carolina STANLY
North Carolina SURRY
North Carolina WAKE
North Dakota CASS
North Dakota GRAND FORKS
North Dakota NELSON
North Dakota PIERCE
Ohio
BELMONT
Ohio
BROWN

Page 65

1027
310
231
235
395
348
698
107
215
277
93
93
108
195
465
245
113
1028
1051
830
1065
1757
150
164
9
103
52
39
95
82
97
86
85
86
120
171
127
42
289
101
160
68
171
76
2339
2623
2481
2675
458
478

39.74
47.89
44.23
44.33
48.37
44.87
54.19
14.58
12.55
10.51
16.79
16.79
16.38
18.27
11.07
15.83
9.46
36.99
43.62
38.69
42.57
43.87
46.25
41.27
48.57
48.92
45.18
43.58
44.42
44.30
45.88
44.53
43.96
44.91
49.46
51.58
53.88
44.77
56.06
44.43
45.78
48.56
45.28
45.11
20.09
19.35
19.05
15.71
40.09
44.62

FI&DAYS90
9006
4031
4018
5003
5010
7021
4163
4162
4086
4154
4087
4088
6010
4164
4165
4157
5021
3018
4166
4160
4158
4155
7025
7019
5022
5021
6011
7018
5005
7081
5006
5008
6012
2002
1691
1608
1606
3044
9027
7025
1614
1627
1598
1613
1599
7037
1623
1690
1617
5020

39
39
39
39
39
39
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
40
41
41
41
41
41
41
41
41
41
41
41
41
42
42
42
42
42
42
42
42
42
42
42
42
42
42
42
42

Ohio
Ohio
Ohio
Ohio
Ohio
Ohio
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oklahoma
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Oregon
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania
Pennsylvania

CLINTON
FRANKLIN
GREENE
LORAIN
MAHONING
WOOD
BLAINE
COMANCHE
GRADY
GRADY
JACKSON
KAY
LE FLORE
MAJOR
MAJOR
MAYES
MAYES
OKLAHOMA
PITTSBURG
PONTOTOC
WASHINGTON
WASHINGTON
DOUGLAS
JACKSON
LANE
LANE
LINN
LINN
LINN
UMATILLA
UNION
UNION
WASCO
WASHINGTON
BEAVER
BEDFORD
BEDFORD
BERKS
BERKS
CAMBRIA
CENTRE
CLEARFIELD
CUMBERLAND
DELAWARE
ELK
JEFFERSON
LYCOMING
LYCOMING
MONTGOMERY
MONTGOMERY

Page 66

621
562
650
656
772
735
212
163
168
212
150
321
124
291
311
65
253
198
99
157
144
252
27
45
47
49
39
49
60
223
379
382
155
58
547
592
703
428
587
594
898
930
432
327
903
776
541
633
364
389

41.46
38.21
39.36
37.47
38.57
34.65
33.13
42.92
33.60
40.40
31.72
33.13
46.67
28.79
31.62
47.72
41.93
37.42
66.36
40.62
42.20
39.15
48.38
20.46
44.40
43.98
49.21
45.25
39.61
6.96
16.76
16.86
25.05
40.28
37.48
36.45
37.24
45.54
47.32
47.84
38.91
41.79
40.66
44.26
43.41
44.87
40.14
41.38
44.56
43.95

FI&DAYS90
1605
1618
1597
1610
7401
1011
5034
3012
5035
1025
1024
1008
5017
7019
3009
5025
9197
3052
3013
5020
3012
9187
5040
3053
9106
3010
7049
3108
3101
9025
3075
2001
2008
1028
3109
6015
3110
6022
9024
3104
3669
3679
1093
2133
9005
1094
5026
1178
3729
5323

42
42
42
42
44
45
45
45
45
45
45
45
45
45
46
46
46
46
46
46
46
46
46
46
46
46
46
47
47
47
47
47
47
47
47
47
47
47
47
47
48
48
48
48
48
48
48
48
48
48

Pennsylvania NORTHUMBERLAND
Pennsylvania SOMERSET
Pennsylvania TIOGA
Pennsylvania YORK
Rhode Island PROVIDENCE
South CarolinaCHARLESTON
South CarolinaDARLINGTON
South CarolinaFAIRFIELD
South CarolinaFLORENCE
South CarolinaGREENWOOD
South CarolinaLEXINGTON
South CarolinaOCONEE
South CarolinaRICHLAND
South CarolinaSPARTANBURG
South Dakota CODINGTON
South Dakota JACKSON
South Dakota JERAULD
South Dakota KINGSBURY
South Dakota LAWRENCE
South Dakota LAWRENCE
South Dakota MEADE
South Dakota MEADE
South Dakota MINNEHAHA
South Dakota PENNINGTON
South Dakota PERKINS
South Dakota ROBERTS
South Dakota YANKTON
Tennessee
ANDERSON
Tennessee
CANNON
Tennessee
CANNON
Tennessee
DE KALB
Tennessee
DYER
Tennessee
GIBSON
Tennessee
HAWKINS
Tennessee
MAURY
Tennessee
MC MINN
Tennessee
MC MINN
Tennessee
PUTNAM
Tennessee
RUTHERFORD
Tennessee
UNION
Texas
ANGELINA
Texas
ANGELINA
Texas
ATASCOSA
Texas
BELL
Texas
BEXAR
Texas
BEXAR
Texas
BRAZORIA
Texas
BURLESON
Texas
CAMERON
Texas
CARSON

Page 67

609
492
1015
407
681
9
29
48
26
59
15
61
36
49
1953
1036
1527
1720
1089
1115
1061
1605
1651
1135
1750
1736
1400
187
174
174
236
256
226
194
241
176
178
277
233
161
29
41
11
44
13
16
16
54
4
250

43.10
38.99
31.55
40.68
45.33
49.35
45.15
43.45
44.80
44.71
45.72
59.91
46.26
52.84
23.26
15.75
21.22
21.09
21.69
17.74
25.99
14.25
23.74
17.29
16.26
21.58
23.44
54.06
52.52
52.50
56.82
53.50
55.71
42.53
53.89
55.73
54.33
57.53
53.36
47.96
44.07
45.35
25.49
33.67
29.58
31.99
44.20
33.41
26.49
22.27

FI&DAYS90
1047
1046
4146
3010
1119
3629
5024
3845
5035
3003
6079
3749
3779
9355
1039
3699
2108
1183
5154
5335
1050
1130
2176
1077
7165
3569
4142
3719
4143
3739
1068
4152
6086
1096
1092
5278
3865
5328
1049
9167
1174
1056
1065
6160
6179
3689
5336
1060
1113
1116

48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48

Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas

CARSON
CARSON
CHAMBERS
CHAMBERS
CHEROKEE
COLORADO
COLORADO
COOKE
DALLAS
DALLAS
DEAF SMITH
DUVAL
EL PASO
ELLIS
ELLIS
FORT BEND
GALVESTON
GARZA
GONZALES
GRAY
GRIMES
GUADALUPE
HALE
HALL
HARRIS
HOPKINS
JASPER
JEFFERSON
JEFFERSON
KENEDY
LAMAR
LIBERTY
LIVE OAK
MEDINA
MEDINA
MIDLAND
MILLS
MONTAGUE
NACOGDOCHES
NAVARRO
NUECES
OCHILTREE
OLDHAM
PARMER
PARMER
POLK
RANDALL
REFUGIO
RUSK
RUSK

Page 68

253
258
12
12
47
14
27
110
62
63
197
10
19
48
63
14
6
140
15
233
27
14
190
182
6
79
22
4
8
6
97
13
6
12
17
60
43
98
37
44
3
316
301
185
197
37
243
6
38
49

22.25
22.18
54.22
51.99
45.74
41.84
39.33
36.04
36.77
34.00
18.03
23.85
10.39
36.60
36.59
47.35
41.24
21.16
37.52
23.00
38.01
35.29
19.99
22.83
48.90
45.26
60.47
58.07
57.72
23.89
50.23
59.15
33.67
25.80
26.58
15.90
27.36
33.83
45.85
39.47
31.09
19.83
18.21
17.08
17.06
46.23
20.73
33.14
50.31
48.58

FI&DAYS90
1169
3875
1087
5287
5317
5274
5284
5283
5301
1076
1
3579
3559
5334
3589
5310
1168
7082
1007
1005
1004
3010
3011
3015
1001
1006
1017
1008
7083
1002
1683
1681
1004
2021
2564
1417
1002
5010
5009
5008
2004
1023
1419
1423
1464
1005
3019
1007
6020
3813

48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
48
49
49
49
49
49
49
49
49
49
49
49
49
50
50
50
50
51
51
51
51
51
51
51
51
51
51
51
51
53
53
53
53
53

Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Texas
Utah
Utah
Utah
Utah
Utah
Utah
Utah
Utah
Utah
Utah
Utah
Utah
Vermont
Vermont
Vermont
Vermont
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Virginia
Washington
Washington
Washington
Washington
Washington

RUSK
SHERMAN
SMITH
TARRANT
TARRANT
TARRANT
TARRANT
TARRANT
TARRANT
TERRY
TRAVIS
VAN ZANDT
WALKER
WHEELER
WILBARGER
WISE
WOOD
BOX ELDER
CARBON
DAVIS
GARFIELD
IRON
JUAB
SALT LAKE
SAN JUAN
SANPETE
SEVIER
SEVIER
SEVIER
ADDISON
CHITTENDEN
CHITTENDEN
GRAND ISLE
CARROLL
CHESAPEAKE CITY
FAUQUIER
FLOYD
HENRICO
HENRICO
NORFOLK CITY
PITTSYLVANIA
PRINCE GEORGE
RUSSELL
WISE
YORK
ADAMS
BENTON
BENTON
CHELAN
CLARK

Page 69

54
368
65
67
68
68
86
86
93
145
47
80
27
240
106
80
73
759
537
466
655
566
513
415
249
607
499
612
924
1379
1567
1571
1185
164
79
268
305
128
136
86
121
146
274
259
170
532
215
307
404
52

47.42
19.22
45.20
34.02
34.95
33.89
38.16
37.98
32.98
18.75
27.77
43.40
45.84
22.63
25.91
37.26
47.80
12.47
8.73
22.41
9.26
13.45
13.92
17.50
8.67
10.22
9.45
9.90
6.31
41.07
39.54
39.76
30.57
51.78
46.52
44.27
42.42
43.00
42.42
45.62
44.70
46.29
44.49
45.38
43.96
11.61
6.73
7.26
10.18
41.29

FI&DAYS90
1801
1002
3014
3812
6049
1006
6048
3013
1008
3011
6056
7322
7409
4003
4004
5007
1640
7008
5037
6355
6352
6354
6353
3015
3012
3019
5040
3010
3009
3014
3016
2017
2019
6031
7772
2015
6029
2018
7773
1007
2020
3027
2037
7775
6032

53
53
53
53
53
53
53
53
53
53
53
53
53
54
54
54
54
54
55
55
55
55
55
55
55
55
55
55
55
55
55
56
56
56
56
56
56
56
56
56
56
56
56
56
56

Washington
Washington
Washington
Washington
Washington
Washington
Washington
Washington
Washington
Washington
Washington
Washington
Washington
West Virginia
West Virginia
West Virginia
West Virginia
West Virginia
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wisconsin
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming
Wyoming

CLARK
COLUMBIA
FRANKLIN
KING
KING
OKANOGAN
SNOHOMISH
SPOKANE
SPOKANE
WHATCOM
WHITMAN
WHITMAN
YAKIMA
BOONE
FAYETTE
HARRISON
KANAWHA
KANAWHA
BARRON
DANE
IOWA
IOWA
IOWA
MARQUETTE
PIERCE
SAWYER
SHEBOYGAN
SHEBOYGAN
SHEBOYGAN
WALWORTH
WAUSHARA
CAMPBELL
CAMPBELL
FREMONT
HOT SPRINGS
LARAMIE
LINCOLN
NATRONA
NATRONA
PARK
SHERIDAN
SWEETWATER
SWEETWATER
SWEETWATER
TETON

Page 70

76
401
325
29
49
617
58
624
632
97
380
483
321
286
350
523
251
354
1954
1352
1363
1411
1447
1346
1718
2278
941
976
996
1165
1316
1167
1276
1625
1083
810
1720
1142
1163
1066
1155
1317
1540
1888
1885

84.16
17.95
6.61
37.44
39.59
12.07
47.94
16.59
16.62
35.85
19.70
20.87
6.32
46.40
43.00
44.58
43.47
41.59
31.94
28.42
28.49
29.09
29.47
33.51
31.98
32.63
33.27
32.96
36.91
35.33
31.04
11.93
13.84
8.35
10.57
16.05
18.65
10.54
9.44
9.19
14.27
7.93
6.36
7.08
16.44

FI&DAYS90

DAYS90
58
39
47
41
58
66
39
51
42
50
49
60
65
56
0
0
0
0
175
173
173
170
89
79
37
90
93
111
111
61
37
63
67
40
56
56
64
55
57
57
58
62
58
71
65

Page 71

FI&DAYS90
57
73
0
1
0
167
167
113
95
69
60
22
33
2
87
105
106
101
94
159
149
58
20
7
61
70
60
70
70
3
22
11
90
32
29
74
69
25
30
29
78
78
45
0
33
33
17
41
50
9

Page 72

FI&DAYS90
56
40
27
9
8
1
4
23
26
25
16
15
71
47
41
55
53
63
82
99
105
76
97
50
50
84
72
87
62
66
114
114
114
60
65
55
52
67
71
72
34
73
52
56
54
72
96
17
94
27

Page 73

FI&DAYS90
20
38
68
48
16
34
47
99
87
79
47
51
4
5
1
1
41
29
6
6
25
15
19
45
14
17
48
46
20
32
30
30
15
32
16
16
14
19
18
15
31
17
17
28
12
15
11
9
13
9

Page 74

FI&DAYS90
10
12
14
33
34
38
23
12
34
15
14
13
12
30
26
15
11
11
13
50
55
51
61
46
28
37
41
62
34
64
33
28
40
9
14
12
28
35
71
83
3
3
2
2
1
1
2
3
24
22

Page 75

FI&DAYS90
31
35
5
10
6
5
5
5
6
2
8
9
9
4
4
4
17
12
12
12
12
11
7
4
10
10
10
16
14
6
7
13
10
8
9
9
10
49
57
57
38
36
54
58
54
59
58
57
49
49

Page 76

FI&DAYS90
42
36
53
60
55
56
67
64
77
43
37
38
38
42
25
25
25
25
52
58
68
37
40
36
30
34
23
24
7
28
28
24
35
28
36
23
24
52
31
34
37
59
29
129
46
45
45
14
64
36

Page 77

FI&DAYS90
7
19
18
18
16
15
4
72
30
17
75
75
36
65
6
21
58
1
4
5
2
0
5
6
33
30
37
47
32
30
29
30
43
29
8
6
11
41
0
38
23
44
20
27
14
8
9
14
11
12

Page 78

FI&DAYS90
8
11
11
12
5
20
59
71
81
63
92
69
69
76
73
71
52
64
66
68
69
69
14
43
9
10
10
10
13
28
22
23
17
12
8
8
4
12
10
13
1
1
12
15
3
1
11
6
14
15

Page 79

FI&DAYS90
6
9
1
16
5
44
55
49
55
49
74
23
54
31
14
53
27
21
20
31
7
36
21
8
24
19
28
19
43
42
21
42
42
14
39
27
28
21
39
17
85
85
124
91
105
92
61
99
113
59

Page 80

FI&DAYS90
56
55
75
74
76
102
111
80
92
94
62
122
98
94
95
88
15
75
100
61
90
103
58
85
76
72
77
64
71
117
78
85
110
113
103
92
85
85
79
87
116
73
50
53
56
89
52
96
72
71

Page 81

FI&DAYS90
69
51
75
89
93
87
89
90
85
78
120
72
89
74
101
81
69
51
33
40
14
16
57
44
75
43
30
43
28
1
1
1
4
21
21
20
3
35
39
28
48
53
8
6
33
25
35
34
29
8

Page 82

FI&DAYS90
10
32
36
2
4
33
2
15
14
0
20
11
31
23
3
9
20
12
6
14
14
12
12
10
8
3
7
7
8
12
13
33
22
23
34
18
4
22
10
10
25
5
7
6
3

Page 83