Aashto - Rigid Pavement 5d1e5u

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 l

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 l l

l

l l

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 JP and JR, the t spacing needs to be entered in ft in the space provided. This automatically calculates the effective t spacing to be used in design. Edge can also be selected using the option buttons provided. This automatically calculates the edge 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 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

l l

l

l

l

l

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 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 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 JR and JP. For CR, 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 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 . 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 l

l

l l

For ted 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 "" 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 control over the individual design. For example, the 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 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, t Spacing (L)

Serviceability Initial Serviceability, P1: Terminal Serviceability, P2:

JP

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

JR

Effective t Spacing:

314.964 in

Edge

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:

JR CR

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:

t Spacing:

%

Edge 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

t 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

JR 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 t 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 t faulting levels for design (Table 28) t Spacing < 25 ft > 25 ft

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

Critical Mean t Faulting 0.06 in 0.13 in

### ###

Note: t 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 (D) 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 ing 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 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 D 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 D 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 for the finite slab size.

6.

Adjust the initially estimated k-value to 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 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 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

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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

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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

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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

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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

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33.3 25.4

Saved Data

Faulting Ch Subgrade k-Value

ESALs

Edge Factor:Pavement Type t Spacing: Dowel 1 JP 165 21.88065817 1 JP 15 1.5 200 11.760973 0.94 JR 26.247

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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

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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

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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

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4 120

Saved Data

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

8000 64

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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

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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

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Saved Data

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

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Saved Data

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

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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 AIC 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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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