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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 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.
II. Input Sheet - Design Information
l All design inputs are required except sensitivity analysis. No default values are used.
l 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.
l 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. l Edge support can also be selected using the option buttons provided. This
automatically calculates the edge support factor to be used in design.
l 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.
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l 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.
l 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.
l 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.
l 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.
l 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.
l 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.
III. Faulting Check Sheet
l 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.
l 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 l 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.
l Corner break checks need to be performed only for nondoweled pavements. This sheet edgedrains for the nondoweled design, which will change the drainage coefficient, Cd.
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Table 14. Modulus of elasticity and coefficient of friction for various base types. 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 > 36
Lean concrete with single or double wax curing
compound
(500 + CS) * 1000 3.5 4.5
Notes: CS = compressive strength, psi
Low, mean, and high measured peak coefficients of friction summarized from various references are shown above.
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Edge Drains
Precip. Level
Fine-Grained Subgrade Coarse-Grained Subgrade
Nonpermeable Base Permeable Base Nonpermeable Base Permeable Base No 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 Yes 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
Notes: 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.
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Table 15. Mean annual temperature, precipitation, and wind speed for selected U.S. cities.
Location Mea n A nn ua l T em pe ra tu re , ° F M ea n A nn ua l P re ci pi ta ti on , i n M ea n A nn ua l W in d Sp ee d, m ph Location Mea n A nn ua l T em pe ra tu re , ° F M ea n A nn ua l P re ci pi ta ti on , i n M ea n A nn ua l W in d Sp ee d, m ph Location Mea n A nn ua l T em pe ra tu re , ° F M ea n A nn ua l P re ci pi ta ti on , i n M ea n A nn ua l W in d Sp ee d, m ph
ALABAMA KANSAS OKLAHOMA
Birmingham 62.2 52.2 7.2 Topeka 54.1 28.6 10.1 Oklahoma City 59.9 30.9 12.5 Mobile 67.5 64.6 9.0 Wichita 56.4 40.1 12.3 Tulsa 60.3 38.8 10.4 Montgomery 67.5 49.2 6.7 KENTUCKY OREGON
ALASKA Lexington 54.9 45.7 7.1 Medford 53.6 19.8 4.8 Anchorage 35.3 15.2 6.9 Louisville 56.2 43.6 8.3 Portland 53.0 37.4 7.9 Fairbanks 25.9 10.4 5.5 LOUISIANA Salem 52.0 40.4 7.0 King Salmon 32.8 19.3 10.8 Baton Rouge 67.5 55.8 7.7 PENNSYLVANIA
ARIZONA Lake Charles 68.0 53.0 8.6 Harrisburg 53.0 39.1 7.6 Flagstaff 45.4 20.9 7.1 New Orleans 68.2 59.7 8.2 Philadelphia 54.3 41.4 9.5 Phoenix 71.2 7.1 6.3 Shreveport 65.4 43.8 8.5 Pittsburgh 50.3 36.3 9.1 Tucson 68.0 11.1 8.2 MAINE RHODE ISLAND
ARKANSAS Caribou 38.9 36.6 11.2 Providence 50.3 45.3 10.6 Little Rock 61.9 49.2 7.9 Portland 45.0 43.8 8.7 SOUTH CAROLINA
CALIFORNIA MARYLAND Charleston 64.8 51.6 8.7
Bakersfield 65.6 5.7 6.4 Baltimore 55.1 41.8 9.2 Columbia 63.3 49.1 6.9 Fresno 62.5 10.5 6.4 MASSACHUSETTS SOUTH DAKOTA
Los Angeles 62.6 12.1 7.5 Boston 51.5 43.8 12.4 Huron 44.7 18.7 11.6 Sacramento 60.6 17.1 8.1 Worcester 46.8 47.6 12.4 Rapid City 46.7 16.3 11.3 San Diego 63.8 9.3 6.9 MICHIGAN TENNESSEE
San Francisco 56.6 19.7 10.5 Detroit 48.6 4.0 10.2 Chattanooga 59.4 52.6 6.1 Santa Barbara 58.9 16.2 6.1 Flint 46.8 29.2 10.6 Knoxville 58.9 47.3 7.1 COLORADO Grand Rapids 47.5 34.4 9.7 Memphis 61.8 51.6 9.0 Colorado Spring 48.9 15.4 10.1 MINNESOTA Nashville 59.2 48.5 8.0 Denver 50.3 15.3 8.8 Duluth 38.2 29.7 11.2 TEXAS
CONNECTICUT Minneapolis 44.7 26.4 10.6 Amarillo 57.2 19.1 13.6 Hartford 49.8 44.4 9.2 MISSISSIPPI Brownsville 73.6 25.4 11.6 DC Jackson 64.6 52.8 7.4 Corpus Christi 72.1 30.2 12.0 Washington 57.5 39.0 9.3 MISSOURI Dallas 66.0 29.5 10.8 DELAWARE Kansas City 56.3 35.2 10.7 El Paso 63.4 7.8 9.0 Wilmington 54.0 41.4 9.2 MONTANA Galveston 69.6 40.2 11.0 FLORIDA Great Falls 44.7 15.2 12.8 Houston 68.3 44.8 7.8 Jacksonville 68.0 52.8 8.1 NEBRASKA Lubbock 59.9 17.8 12.4 Miami 75.6 57.6 9.2 Omaha 49.5 29.9 10.6 Midland 63.5 13.7 11.1 Orlando 72.4 47.8 8.6 NEVADA San Antonio 68.7 29.2 9.4 Tallahassee 67.2 64.6 6.4 Las Vegas 66.3 4.2 9.2 Waco 67.0 31.0 11.3 Tampa 72.0 46.7 8.5 Reno 49.4 7.5 6.5 Wichita Falls 63.5 26.7 11.7 West Palm Beac 74.6 59.7 9.4 NEW JERSEY UTAH
GEORGIA Atlantic City 53.1 41.9 10.1 Salt Lake City 51.7 15.3 8.8 Atlanta 61.2 48.6 9.1 NEW MEXICO VERMONT
Augusta 63.2 43.1 6.5 Albuquerque 56.2 8.1 9.0 Burlington 44.1 33.7 8.8 Macon 64.7 44.9 7.7 NEW YORK VIRGINIA
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Savannah 65.9 49.7 7.9 Albany 47.3 35.7 8.9 Norfolk 59.5 45.2 10.6 HAWAII Buffalo 47.6 37.5 12.1 Richmond 57.7 44.1 7.6 Hilo 73.6 128.2 7.1 New York City 54.5 44.1 12.1 Roanoke 56.1 39.2 8.2 Honolulu 77.0 23.5 11.5 Rochester 47.9 31.3 9.7 WASHINGTON
IDAHO Syracuse 47.7 39.1 9.7 Olympia 49.6 51.0 6.7 Boise 51.1 11.7 8.8 NORTH CAROLINA Seattle 52.7 38.8 9.0 Pocatello 46.6 10.9 10.2 Charlotte 60.0 43.2 7.5 Spokane 47.2 16.7 8.8 ILLINOIS Greensboro 57.9 42.5 7.5 WEST VIRGINIA
Chicago 49.2 33.3 10.2 Raleigh 59.0 41.8 7.8 Charleston 54.8 42.4 6.4 Peoria 50.4 34.9 10.1 Wilmington 63.4 53.4 8.8 Huntington 55.2 40.7 6.5 Springfield 52.6 33.8 11.3 NORTH DAKOTA WISCONSIN
INDIANA Bismarck 41.3 15.4 10.3 Green Bay 43.6 28.0 10.1 Evansville 55.7 41.6 8.2 Fargo 40.5 19.6 12.4 Madison 45.2 30.8 9.8 Fort Wayne 49.7 34.4 10.1 OHIO Milwaukee 46.1 30.9 11.6 Indianapolis 52.1 39.1 9.6 Akron-Canton 49.5 35.9 9.8 WYOMING
South Bend 49.4 38.2 10.4 Cleveland 49.6 35.4 10.7 Casper 45.2 11.4 13.0 IOWA Columbus 51.7 37.0 8.7 Cheyenne 45.7 13.3 12.9 Des Moines 49.7 30.8 10.9 Dayton 51.9 34.7 10.1
Sioux City 48.4 25.4 11.0 Youngstown 48.3 37.3 10.0 Waterloo 46.1 33.1 10.7
Rigid Pavement Design - Based on AASHTO Supplemental Guide
I. General Agency: INCO Street Address: City: SOROAKO State:Project Number: 35391 ID: INCO
Description: Ramp Access Road Location: Soroako
II. Design
Serviceability
Initial Serviceability, P1: 4.5 Joint Spacing: Terminal Serviceability, P2: 2.5
26.2 ft
PCC Properties
725 psi JRCP
3,500,000 psi
Poisson's Ratio for Concrete, m: 0.15 Effective Joint Spacing: 314.964 in
Base Properties
1,000,000 psi 9.8 in Slab-Base Friction Factor, f: 1.4
Reliability and Standard Deviation
Reliability Level (R): 90.0 % Edge Support Factor: 0.94 0.30
Climatic Properties Slab Thickness used for
Mean Annual Wind Speed, WIND: 45.0 mph Sensitivity Analysis: 15.40 in Mean Annual Air Temperature, TEMP: 86.0
Mean Annual Precipitation, PRECIP: 25.4 in
Subgrade k-Value
200 psi/in
Design ESALs
11.3 million
Calculated Slab Thickness for Above Inputs:
15.40 in
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete Pavement Performance Prediction
28-day Mean Modulus of Rupture, (S'c)': Elastic Modulus of Slab, Ec:
Elastic Modulus of Base, Eb: Design Thickness of Base, Hb:
Overall Standard Deviation, S0:
oF
Pavement Type, Joint Spacing (L)
JPCP JRCP CRCP
Edge Support
Conventional 12-ft wide traffic lane
Conventional 12-ft wide traffic lane + tied PCC 2-ft widened slab w/conventional 12-ft traffic lane
Sensitivity Analysis
Modulus of Rupture Elastic Modulus (Slab) Elastic Modulus (Base) Base Thickness k-Value Joint Spacing Reliability Standard Deviation ●
●
Rigid Pavement Design - Based on AASHTO Supplemental Guide
Results
Project # 35391
Description: Ramp Access Road Location: Soroako
Slab Thickness Design
Pavement Type JRCP
18-kip ESALs Over Initial Performance Period (million) 11.25 million
Initial Serviceability 4.5
Terminal Serviceability 2.5
28-day Mean PCC Modulus of Rupture 725 psi
Elastic Modulus of Slab 3,500,000 psi
Elastic Modulus of Base 1,000,000 psi
Base Thickness 9.8 in.
Mean Effective k-Value 200 psi/in
Reliability Level 90 %
Overall Standard Deviation 0.3
Calculated Design Thickness 15.40 in
Temperature Differential
Mean Annual Wind Speed 45 mph
Mean Annual Air Temperature 86
Mean Annual Precipitation 25.4 in
Maximum Positive Temperature Differential 28.53
Modulus of Subgrade Reaction
Period Description Subgrade k-Value, psi
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction
oF
Seasonally Adjusted Modulus of Subgrade Reaction 165 psi/in Modulus of Subgrade Reaction Adjusted for Rigid Layer
and Fill Section 0 psi/in
Traffic
Performance Period 20 years
Two-Way ADT 64
Number of Lanes in Design Direction 1
Percent of All Trucks in Design Lane 100%
Percent Trucks in Design Direction 100%
Vehicle Class Percent of Annual Initial Annual Accumulated
ADT Growth Truck Factor Growth in 18-kip ESALs Truck Factor (millions)
1 100.0% 4.0% 16.3 11.25
Total Calculated Cumulative ESALs 11.25 million
Faulting Doweled
Dowel Diameter 1.26 in
Drainage Coefficient 0.90
Average Fault for Design Years with Design Inputs in
Criteria Check
Nondoweled
Drainage Coefficient 0.9
Average Fault for Design Years with Design Inputs in
Calculation Sheet
Page 11
D
Design Traffic
L
E
l
F
Term1 Term2 Term3 Term4
(in) MESALs in in 7.0 0.27 315 0.94 26.75 1.42 -1.94 0.60 1.08 -0.21 7.5 0.20 315 0.94 28.17 1.39 -1.94 0.61 1.03 -0.19 8.0 0.19 315 0.94 29.56 1.37 -1.94 0.62 0.98 -0.18 8.5 0.20 315 0.94 30.94 1.34 -1.94 0.63 0.93 -0.17 9.0 0.24 315 0.94 32.29 1.31 -1.94 0.64 0.89 -0.16 9.5 0.29 315 0.94 33.63 1.29 -1.94 0.64 0.86 -0.15 10.0 0.37 315 0.94 34.95 1.26 -1.94 0.65 0.83 -0.15 10.5 0.49 315 0.94 36.25 1.23 -1.94 0.66 0.80 -0.14 11.0 0.66 315 0.94 37.54 1.20 -1.94 0.67 0.77 -0.13 11.5 0.90 315 0.94 38.81 1.18 -1.94 0.68 0.74 -0.13 12.0 1.23 315 0.94 40.07 1.15 -1.94 0.68 0.72 -0.12 12.5 1.69 315 0.94 41.32 1.12 -1.94 0.69 0.70 -0.12 13.0 2.34 315 0.94 42.55 1.09 -1.94 0.70 0.68 -0.11 13.5 3.25 315 0.94 43.77 1.07 -1.94 0.70 0.66 -0.11 14.0 4.51 315 0.94 44.98 1.04 -1.94 0.71 0.64 -0.10 14.5 6.27 315 0.94 46.18 1.01 -1.94 0.72 0.63 -0.10 15.0 8.71 315 0.94 47.37 0.99 -1.94 0.72 0.61 -0.10 11.00 0.66 315 0.94 37.54 1.20 -1.94 0.67 0.77 -0.13 15.40 11.31 315 0.94 48.30 0.96 -1.94 0.73 0.60 -0.09
Calculation Sheet
Page 12
Term5 Term6 Term7
log b
b
TD
L
E
psi psi in 0.76 -0.15 -0.74 -0.60 0.2523 24.46 57.1 547.5 180 1.00 0.72 -0.16 -0.66 -0.60 0.2513 24.96 61.2 583.8 180 1.00 0.69 -0.16 -0.60 -0.60 0.2487 25.40 63.2 593.9 180 1.00 0.66 -0.17 -0.55 -0.61 0.2449 25.78 63.7 586.4 180 1.00 0.63 -0.17 -0.50 -0.62 0.2404 26.12 63.2 567.8 180 1.00 0.61 -0.18 -0.47 -0.63 0.2356 26.43 62.1 542.5 180 1.00 0.58 -0.18 -0.43 -0.64 0.2305 26.70 60.7 513.3 180 1.00 0.56 -0.18 -0.40 -0.65 0.2254 26.95 59.0 482.5 180 1.00 0.54 -0.19 -0.37 -0.66 0.2202 27.17 57.1 451.4 180 1.00 0.53 -0.19 -0.35 -0.67 0.2152 27.38 55.2 420.8 180 1.00 0.51 -0.20 -0.33 -0.68 0.2104 27.57 53.3 391.3 180 1.00 0.49 -0.20 -0.31 -0.69 0.2056 27.74 51.4 363.1 180 1.00 0.48 -0.20 -0.29 -0.70 0.2011 27.90 49.5 336.6 180 1.00 0.47 -0.21 -0.27 -0.71 0.1968 28.05 47.7 311.7 180 1.00 0.45 -0.21 -0.26 -0.72 0.1926 28.19 45.9 288.4 180 1.00 0.44 -0.22 -0.25 -0.72 0.1886 28.32 44.2 266.8 180 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
l
t'
oFCalculation Sheet
Page 13
l
F
Term1 Term2 Term3 Term4 Term5 Term6 Term7
log b
in 32.65 1.10 -1.94 0.49 0.51 -0.17 0.09 -0.18 -0.23 -1.44 34.39 1.10 -1.94 0.50 0.48 -0.16 0.09 -0.19 -0.21 -1.44 36.09 1.09 -1.94 0.51 0.46 -0.15 0.08 -0.20 -0.19 -1.43 37.77 1.08 -1.94 0.51 0.44 -0.14 0.08 -0.20 -0.17 -1.43 39.43 1.08 -1.94 0.52 0.42 -0.13 0.08 -0.21 -0.16 -1.43 41.06 1.07 -1.94 0.53 0.40 -0.13 0.07 -0.21 -0.15 -1.43 42.67 1.07 -1.94 0.53 0.39 -0.12 0.07 -0.22 -0.14 -1.43 44.26 1.06 -1.94 0.54 0.37 -0.11 0.07 -0.22 -0.13 -1.43 45.83 1.05 -1.94 0.55 0.36 -0.11 0.07 -0.23 -0.12 -1.43 47.38 1.05 -1.94 0.55 0.35 -0.10 0.06 -0.23 -0.11 -1.43 48.92 1.04 -1.94 0.56 0.34 -0.10 0.06 -0.24 -0.10 -1.43 50.44 1.03 -1.94 0.56 0.33 -0.10 0.06 -0.24 -0.10 -1.43 51.95 1.03 -1.94 0.57 0.32 -0.09 0.06 -0.25 -0.09 -1.43 53.44 1.02 -1.94 0.58 0.31 -0.09 0.06 -0.25 -0.09 -1.43 54.92 1.02 -1.94 0.58 0.30 -0.08 0.05 -0.26 -0.08 -1.43 56.38 1.01 -1.94 0.59 0.29 -0.08 0.05 -0.26 -0.08 -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
Calculation Sheet
Page 14
b
TD
L1
L2
log R
G
Y
log W
psi psi kips
0.0362 6.16 284.6 384.1 18 1 6.58 -0.176 1.37 6.45 0.0367 6.69 258.9 353.9 18 1 6.77 -0.176 1.22 6.63 0.0370 7.15 236.6 326.4 18 1 6.96 -0.176 1.14 6.80 0.0373 7.56 217.0 301.6 18 1 7.13 -0.176 1.09 6.97 0.0374 7.92 199.7 279.2 18 1 7.29 -0.176 1.06 7.13 0.0375 8.24 184.4 258.8 18 1 7.45 -0.176 1.04 7.28 0.0375 8.53 170.9 240.4 18 1 7.60 -0.176 1.03 7.42 0.0375 8.79 158.8 223.7 18 1 7.74 -0.176 1.02 7.57 0.0375 9.03 147.9 208.5 18 1 7.87 -0.176 1.01 7.70 0.0374 9.25 138.2 194.7 18 1 8.00 -0.176 1.01 7.83 0.0373 9.45 129.4 182.1 18 1 8.13 -0.176 1.01 7.95 0.0372 9.64 121.4 170.6 18 1 8.25 -0.176 1.00 8.07 0.0371 9.81 114.2 160.1 18 1 8.37 -0.176 1.00 8.19 0.0370 9.96 107.6 150.4 18 1 8.48 -0.176 1.00 8.30 0.0369 10.11 101.5 141.5 18 1 8.59 -0.176 1.00 8.41 0.0367 10.25 96.0 133.3 18 1 8.69 -0.176 1.00 8.52 0.0366 10.37 90.9 125.8 18 1 8.79 -0.176 1.00 8.62 0.0375 9.03 147.9 208.5 18 1 7.87 -0.176 1.01 7.70 0.0365 10.47 87.2 120.2 18 1 8.87 -0.176 1.00 8.69
l
t oFCalculation Sheet Page 15
log W' W'(50%)
Z
MESALs MESALS 5.82 0.66 1.282 0.27 5.44 5.69 0.50 1.282 0.20 5.31 5.66 0.46 1.282 0.19 5.28 -14.711 5.69 0.49 1.282 0.20 5.31 4.336 5.76 0.57 1.282 0.24 5.37 5.85 0.71 1.282 0.29 5.46 0.941 5.96 0.90 1.282 0.37 5.57 0.632 6.08 1.19 1.282 0.49 5.69 6.20 1.60 1.282 0.66 5.82 6.34 2.17 1.282 0.90 5.95 6.47 2.98 1.282 1.23 6.09 6.61 4.10 1.282 1.69 6.23 6.75 5.68 1.282 2.34 6.37 6.90 7.87 1.282 3.25 6.51 7.04 10.93 1.282 4.51 6.65 7.18 15.19 1.282 6.27 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 15.3959385782 15.39593858W
18 Rlog W
18 RD = A
0+ A
1log W
18 R A0 = A1 = R2 = Stand Err of X =0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Sensitivity Analysis (Standard Deviation)
Standard Deviation D es ig n Tr affi c, M ES A Ls 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 k-Value of subgrade = 200 psi/in Joint Spacing = 26.247 ft Reliability = 90 % Standard Deviation = 0.2 to 0.6 Slab Thickness = 15.4 in
7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0
0.10 1.00 10.00
Sensitivity Analysis (Thickness)
Slab Thickness, in D es ig n Tr affi c, M ES A Ls
Faulting
DOWELED PAVEMENT NONDOWELED PAVEMENT
Dowel Diameter: 1.26 in ###
1,500,000 psi/in ###
29,000,000 psi ###
ALPHA: 0.000006 ###
TRANGE: 86.0 Days90: 17 days #
e: 0.00015 strain ###
D: 15.40 in D: 15.40 in ###
P: 9,000 lbf ###
T: 0.45 ###
FI: 91 FI: 91 #
CESAL: 11.25 million CESAL: 11.25 million###
Age: 20.0 years Age: 20.0 years D
0.90 0.90 ###
### ###
Faulting (doweled)
Faulting (nondoweled)
ND###
in
in
######
Faulting Check -
Faulting Check
-Recommended critical mean joint faulting levels for design (Table 28)
Joint Spacing
Critical Mean Joint Faulting
< 25 ft
0.06 in
> 25 ft
0.13 in
Kd: Es: /oF oF oF-days oF-days Cd: Cd:Base/Slab Frictional Restraint Stabilized Base
Aggregate Base or LCB w/ bond breaker
Base Type Stabilized Base Unstabilized Base Base Type Stabilized Base Unstabilized Base ● ● ●
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
Construction Curling and Moisture Gradient Temperature Differential
Enter temperature gradient: (enter positive value from below) For temperature gradient use:
Wet Climate: (Annual Precipitation >= 30 in or
Thornthwaite Moisture Index > 0)
Dry Climate: (Annual Precipitation < 30 in or
Thornthwaite Moisture Index < 0)
Total Effective Negative Temp. Differential: 9.1 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)
oF
oF/in
0 to 2 oF/in
1 to 3 oF/in
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 (Sr, percent), which is a function
of water content (w, percent), dry density (g, lb/ft3
), 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/ft3
[1442 and 1682 kg/m3
], and a CBR between about 4 and 8. The latter may have a density between about 100 and 125 lb/ft3
[1602 and 2002 kg/m3
], 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.
Table 11. Recommended k-value ranges for various soil types.
AASHTO
Class Description UnifiedClass DensityDry (lb/ft3 ) CBR (perce nt) k Value (psi/in) Coarse-grained Soils:
A-1-a, well graded
gravel GW, GP 125 - 140 60 - 80 300 - 450
A-1-a, poorly graded 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 GM 130 - 145 40 - 80 300 - 500 A-2-5, gravelly silty sandy gravel
A-2-4, sandy silty sand SM 120 - 135 20 - 40 300 - 400 A-2-5, sandy silty gravelly sand
A-2-6, gravelly clayey gravel GC 120 - 140 20 - 40 200 - 450 A-2-7, gravelly clayey sandy gravel
A-2-6, sandy clayey sand
SC 105 - 130 10 - 20 150 - 350 A-2-7, sandy clayey gravelly
sand
Fine-grained Soils:
A-4 silt ML, OL 90 - 105 4 - 8 25 - 165 *
silt/sand/
gravel mixture 100 - 125 5 - 15 40 - 220 *
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 using Step 3. 1 lb/ft3
=16.018 kg/m3
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.
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 AREA7 of each deflection basin
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
equation: d d 12 + d d 18 + d d 9 + d d 6 + d d 5 + d d 6 + 4 = AREA 0 60 0 36 0 24 0 18 0 12 0 8 7 d d 12 + d d 18 + d d 9 + d d 6 + 3 = AREA 12 60 12 36 12 24 12 18 5
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 AREA7 of each deflection basin
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
equation: d d 12 + d d 18 + d d 9 + d d 6 + d d 5 + d d 6 + 4 = AREA 0 60 0 36 0 24 0 18 0 12 0 8 7 d d 12 + d d 18 + d d 9 + d d 6 + 3 = AREA 12 60 12 36 12 24 12 18 5
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:
The radius of relative stiffness for a composite pavement (assuming an infinite slab) may be
estimated using the following equation:
Estimate k assuming an infinite slab size. For a bare concrete pavement, compute an
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
d0 *
= nondimensional coefficient of deflection at center of load plate:
0.698 -289.708 AREA 60 = 7 2.566 est ln 0.476 -158.40 AREA 48 = 5 2.220 est ln
est 2 0 * 0 est d d P = k [26] [27] [28] [30] [29]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:
The radius of relative stiffness for a composite pavement (assuming an infinite slab) may be
estimated using the following equation:
Estimate k assuming an infinite slab size. For a bare concrete pavement, compute an
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
d0 *
= nondimensional coefficient of deflection at center of load plate:
0.698 -289.708 AREA 60 = 7 2.566 est ln 0.476 -158.40 AREA 48 = 5 2.220 est ln
est 2 0 * 0 est d d P = k e
0.1245
=
d
* - 0.14707e 0 est -0.0 75 65For 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 = estimated radius of relative stiffness, in, from previous step
d12 *
= nondimensional coefficient of deflection 12 in [305 mm] from center of load plate:
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
to d0 and l to account for the finite size of the slabs tested:
est 2 12 * 12 est d d P = k e 0.12188 = d* -0.79432e 12 est -0 .070 7 4 e 1.15085 -1 = AFd -0.71878 Lest 0.801 51 0 e 0.89434 -1 = AF -0.61662 Lest 1.048 31 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
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
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. L * 2 = L , L * 2 > L if L L = L , L * 2 L if l w l w l w l AF AF k = k d 2 est 0 [32] [33] [31] [34] [36] [35]
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
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
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. L * 2 = L , L * 2 > L if L L = L , L * 2 L if l w l w l w l AF AF k = k d 2 est 0
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 A2. Determination of design subgrade k-value from deflection measurements.
BARE CONCRETE PAVEMENT
Step Equation Calculated Value Example
d0 d8 d12 d18 d24 d36 d60 ______________ ______________ ______________ ______________ ______________ ______________ ______________ 0.00418 0.00398 0.00384 0.00361 0.00336 0.00288 0.00205 AREA7 [26] 45.0 Initial estimate of l [28] 40.79 Nondimensional d0*
and initial estimate of k
[31] [30] 0.1237 160 Afd0 AFl [34] [35] 0.867 0.934 Adjusted k [37] 212 Mean dynamic k 212
Mean static k for design 106
COMPOSITE PAVEMENT
Step Equation Calculated Value Example
d12 d18 d24 d36 d60 ______________ ______________ ______________ ______________ ______________ 0.00349 0.00332 0.00313 0.00273 0.00202 AREA5 [27] 37.8 Initial estimate of l [29] 48.83 Nondimensional d12*
and initial estimate of k
[33] [32] 0.1189 128 Afd0 AFl [34] [35] 0.823 0.896 Adjusted k [37] 195 Mean dynamic k 195
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 value for use in design. Smaller diameter plates will yield substantially higher k-values, 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,
Relative Damage
psi/in
millions
in the Season
21.72
0.0000
19.19
0.0000
23.12
0.0000
22.31
0.0000
Total:
0
Mean Damage:
Seasonally Adjusted Subgrade k-Value (psi/in):
165
0 0
W
18,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
Traffic Worksheet
Performance Period:
20 years
Two-Way Daily Traffic (ADT):
64
Number of Lanes in Design Direction:
1
###Percent of All Trucks in Design Lane:
100%
###Percent Trucks in Design Direction:
100%
###1
100.0%
4.0%
16.257
0.0%
11.25
###
2
3
4
5
6
7
8
9
10
11
12
13
Sum of % ADT:
100.0
Calculated ESALs:11.25
million
###
(Should be 100) ### ###
Vehicle
Class
Percent of ADT
(Total = 100%)
Annual %
Growth
Average Initial
Truck Factor
(ESALs/truck)
Annual %
Growth in
Truck Factor
Accumulated
ESALs
(millions)
Saved Data
Page 44 Select row to be exported and click the "Export" button.
ID Agency: Street Address: City: State: Project Number: Description:
Clear
Example ERES 505 W. University Ave. Champaign IL 1-20-98LCB Lean Concrete Base, 5-in
Saved Data
Page 45 Location: Initial Serviceability, P1:Terminal Serviceability, P2:
Champaign, IL 4.5 2.5 700
Soroako 4.5 2.5 725
Saved Data
Page 46 0.15
4500000 0.15 25000
6300000 0.15 1000000
Saved Data
Page 47
Slab-Base Friction Factor, f:Reliability Level (R):
6 1.4 90 0.34
19.68 1.4 90 0.3
Saved Data
Page 48
Mean Annual Wind Speed, WIND:Mean Annual Air Temperature, TEMP:Mean Annual Precipitation, PRECIP:
10.2 49.2 33.3
Saved Data
Page 49
Faulting Check Sheet (doweled) Subgrade k-Value ESALs Edge Support Factor:Pavement Type Joint Spacing: Dowel
1 JPCP
165 21.88065817 1 JPCP 15 1.5
Saved Data
Page 50
Faulting Check Sheet (doweled) Faulting Check Sheet (non doweled)
Base/Slab Friction RestriantTRANGE Slab Thickness Base Type FI CESAL AGE Cd Days90
0.8 65 11.2398181822 0 500 21.88065817 20 1 20
Saved Data
Page 51
Faulting Check Sheet (non doweled) Corner Break Check Sheet Fill/Rigid Adjustment k-Value Sheet
Slab Thickness Base Type FI CESAL AGE Cd Gradient Tensile Stress top Adjusted k-Value Season1
11.2398181822 0 500 21.88065817 20 1.1 1 120 175 Fall
Saved Data
Page 52 k-Value Sheet
Months1 k1 Season2 Months2 k2 Season3 Months3 k3 Season4 Months4 k4 Season5 Months5 k5 Season6
Saved Data
Page 53
k-Value Sheet Traffic Sheet
Months6 Seasons6Performance Period:Two-Way Daily Traffic (ADT):Number of lanes in Design Direction:
20 8000 2
Saved Data
Page 54
Traffic Sheet Percent of All Trucks in Design Lane:Percent Trucks in Design Direction:ADT1 GADT1 TF1 GTF1 ADT2 GADT2
0.95 0.5 0.65 0.05 0.004 0.03 0.25 0.06
Saved Data
Page 55 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
Saved Data
Page 56 Traffic Sheet
Saved Data
Page 57 Traffic Sheet
FI&DAYS90
Page 58
SHRP_id State_id State County
6019 1 Alabama BALDWIN 9 65.59 5008 1 Alabama CLEBURNE 75 52.95 4129 1 Alabama COOSA 57 54.54 4126 1 Alabama CULLMAN 93 63.34 1021 1 Alabama ELMORE 22 53.53 4155 1 Alabama HOUSTON 20 53.68 4073 1 Alabama JACKSON 97 66.07 4084 1 Alabama JEFFERSON 59 57.00 3028 1 Alabama JEFFERSON 67 54.91 4007 1 Alabama JEFFERSON 75 53.28 1011 1 Alabama LAUDERDALE 124 54.33 1001 1 Alabama LEE 28 49.83 3998 1 Alabama SUMTER 54 56.04 6012 1 Alabama TUSCALOOSA 41 57.91 1004 2 Alaska ANCHORAGE 1888 21.65 6010 2 Alaska ANCHORAGE 2113 19.36 1008 2 Alaska FAIRBANKS 4543 12.73 9035 2 Alaska MATANUSKA-SUSITNA 2739 29.22 1007 4 Arizona MARICOPA 0 8.94 1006 4 Arizona MARICOPA 0 8.41 6055 4 Arizona MARICOPA 0 7.26 1034 4 Arizona MOHAVE 0 5.34 1021 4 Arizona MOHAVE 21 10.90 1022 4 Arizona MOHAVE 41 11.65 1062 4 Arizona MOHAVE 103 14.75 1018 4 Arizona PIMA 4 22.58 1017 4 Arizona PIMA 4 21.95
1016 4 Arizona SANTA CRUZ 3 18.81
6060 4 Arizona SANTA CRUZ 4 17.22
1065 4 Arizona YAVAPAI 60 14.07 1024 4 Arizona YAVAPAI 117 13.89 3048 5 Arkansas ARKANSAS 122 54.93 2042 5 Arkansas ASHLEY 79 59.82 3071 5 Arkansas BENTON 297 46.83 3058 5 Arkansas CRAIGHEAD 53 64.65 4046 5 Arkansas CRAIGHEAD 201 47.39 4019 5 Arkansas JEFFERSON 114 54.92 4021 5 Arkansas LONOKE 123 51.05 3073 5 Arkansas PULASKI 107 51.05 5803 5 Arkansas PULASKI 124 52.60 5805 5 Arkansas PULASKI 131 51.10 3059 5 Arkansas SEBASTIAN 168 43.82 3074 5 Arkansas ST FRANCIS 156 52.42 4023 5 Arkansas WHITE 146 53.41 3011 5 Arkansas WHITE 149 51.23 Freezing Index (o F-days) Average Annual Total Precipitation, PRECIP (in)
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1253 6 California BUTTE 3 45.94
7454 6 California CALAVERAS 1 16.22
2038 6 California DEL NORTE 1 71.33
2040 6 California HUMBOLDT 1 48.40 2041 6 California HUMBOLDT 1 48.01 8534 6 California IMPERIAL 0 2.97 8535 6 California IMPERIAL 0 3.04 8201 6 California KERN 0 8.80 8202 6 California KINGS 1 7.36 7452 6 California LAKE 4 33.03
3017 6 California LOS ANGELES 0 19.95
2051 6 California NAPA 1 26.51 6044 6 California NEVADA 13 52.62 9107 6 California PLACER 145 68.72 2004 6 California RIVERSIDE 0 12.48 3024 6 California RIVERSIDE 0 10.63 3013 6 California RIVERSIDE 0 9.99 3019 6 California RIVERSIDE 0 11.23
8150 6 California SAN BERNARDINO 0 9.39
7491 6 California SAN BERNARDINO 0 5.86
8149 6 California SAN BERNARDINO 0 6.57
8151 6 California SAN BERNARDINO 12 12.83
3010 6 California SAN DIEGO 0 13.56
7493 6 California SAN DIEGO 0 15.56
9048 6 California SAN DIEGO 0 17.74
3021 6 California SAN DIEGO 2 17.56
3042 6 California SAN JOAQUIN 1 18.08
7455 6 California SAN JOAQUIN 1 10.64
7456 6 California SAN JOAQUIN 1 10.88
8153 6 California SAN LUIS OBISPO 0 18.76
2053 6 California SAN MATEO 0 24.56
8156 6 California SANTA BARBARA 0 15.83
3030 6 California SHASTA 3 25.44 3005 6 California SISKIYOU 70 49.60 2002 6 California SISKIYOU 143 20.45 2647 6 California TUOLUMNE 2 27.05 9049 6 California YOLO 0 18.29 7035 8 Colorado ADAMS 548 16.61 7776 8 Colorado ADAMS 612 15.74 7036 8 Colorado ARAPAHOE 660 15.54 7781 8 Colorado BENT 471 12.04 2008 8 Colorado BENT 471 12.04 1053 8 Colorado DELTA 464 10.00 7780 8 Colorado EL PASO 1453 22.54 3032 8 Colorado GARFIELD 655 14.14 7783 8 Colorado GARFIELD 672 15.49 9020 8 Colorado LARIMER 617 14.83 6013 8 Colorado LOGAN 850 16.34 1057 8 Colorado MESA 459 8.31 1029 8 Colorado MOFFAT 1395 14.72
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6002 8 Colorado PUEBLO 477 11.38
1047 8 Colorado RIO BLANCO 1218 11.47
9019 8 Colorado WELD 686 14.08
4008 9 Connecticut HARTFORD 552 46.01
4020 9 Connecticut HARTFORD 620 44.75
1803 9 Connecticut NEW LONDON 399 49.55
5001 9 Connecticut TOLLAND 715 48.92
5005 10 Delaware KENT 225 45.67
4002 10 Delaware KENT 231 44.98
1450 10 Delaware KENT 241 44.23
5004 10 Delaware NEW CASTLE 354 43.07
1201 10 Delaware SUSSEX 205 44.90 4096 12 Florida BAY 8 65.83 3997 12 Florida CLAY 2 48.71 1060 12 Florida DADE 0 56.52 4103 12 Florida DADE 0 57.32 4105 12 Florida DUVAL 4 46.18 3811 12 Florida GADSDEN 9 56.84 3996 12 Florida HERNANDO 2 54.87 4057 12 Florida HILLSBOROUGH 0 49.52 3804 12 Florida HILLSBOROUGH 0 49.21 4097 12 Florida JACKSON 14 57.94 4099 12 Florida LEE 0 54.09 1030 12 Florida MARTIN 0 55.55 9054 12 Florida NASSAU 3 48.63 4108 12 Florida OKALOOSA 8 69.59 4100 12 Florida OKALOOSA 12 70.45 4101 12 Florida ORANGE 1 47.43
3995 12 Florida PALM BEACH 0 58.55
4106 12 Florida PALM BEACH 0 53.88
4135 12 Florida POLK 0 48.95 4136 12 Florida POLK 0 48.94 4137 12 Florida POLK 0 48.74 4153 12 Florida ST LUCIE 0 45.67 4107 12 Florida ST LUCIE 0 47.71 4154 12 Florida VOLUSIA 0 51.03 4138 12 Florida VOLUSIA 1 51.55 4000 12 Florida VOLUSIA 1 55.63 4059 12 Florida VOLUSIA 1 47.48 4109 12 Florida VOLUSIA 1 47.55 4119 13 Georgia BARTOW 105 49.44 4420 13 Georgia BRYAN 7 46.85 5023 13 Georgia CAMDEN 3 49.85 4112 13 Georgia CAMDEN 5 48.56 4113 13 Georgia CAMDEN 6 48.29 3015 13 Georgia CANDLER 11 45.76 3020 13 Georgia CRISP 7 41.24 1031 13 Georgia DAWSON 91 59.82 4096 13 Georgia EARLY 12 49.06 7028 13 Georgia FRANKLIN 51 55.26
FI&DAYS90 Page 61 3019 13 Georgia HALL 60 53.77 3016 13 Georgia HARALSON 67 51.94 1005 13 Georgia HOUSTON 11 41.34 4111 13 Georgia OCONEE 39 46.26 3007 13 Georgia PICKENS 103 57.56 1004 13 Georgia SPALDING 47 44.64 3017 13 Georgia TALIAFERRO 32 47.51 4093 13 Georgia THOMAS 4 45.32 4092 13 Georgia THOMAS 5 49.91 3011 13 Georgia TREUTLEN 12 44.89 1001 13 Georgia WALTON 26 44.44 3018 13 Georgia WARREN 37 48.95 1008 15 Hawaii HAWAII 0 44.23 7080 15 Hawaii HAWAII 0 28.40 1003 15 Hawaii MAUI 0 28.09 1006 15 Hawaii MAUI 0 21.92 1005 16 Idaho ADAMS 923 19.42 5025 16 Idaho BANNOCK 977 14.57
6027 16 Idaho BEAR LAKE 1604 15.50
9034 16 Idaho BONNER 548 31.67 1009 16 Idaho CASSIA 701 10.19 1010 16 Idaho JEFFERSON 1278 11.92 1021 16 Idaho JEFFERSON 1347 10.91 1020 16 Idaho JEROME 568 9.42 1001 16 Idaho KOOTENAI 399 26.41 9032 16 Idaho KOOTENAI 461 27.94 3023 16 Idaho PAYETTE 706 9.48 3017 16 Idaho POWER 629 10.29 5849 17 Illinois CHAMPAIGN 843 39.39 1003 17 Illinois CLINTON 336 40.30 5020 17 Illinois CLINTON 353 40.78 4082 17 Illinois CLINTON 377 41.83 7937 17 Illinois HENRY 1041 36.58 5453 17 Illinois JEFFERSON 486 42.42 5217 17 Illinois MC LEAN 792 37.46 9327 17 Illinois MC LEAN 792 37.46 5843 17 Illinois OGLE 1095 35.85 5854 17 Illinois PEORIA 856 38.11 5869 17 Illinois PEORIA 878 37.19
9267 17 Illinois ROCK ISLAND 1000 35.93
6050 17 Illinois ST CLAIR 461 38.36 1002 17 Illinois STEPHENSON 1065 30.19 4074 17 Illinois STEPHENSON 1065 30.18 5908 17 Illinois WILLIAMSON 459 45.72 2008 18 Indiana ALLEN 773 37.51 3002 18 Indiana BENTON 892 37.01 3030 18 Indiana DELAWARE 742 39.68 9020 18 Indiana GRANT 842 37.87 4021 18 Indiana HAMILTON 788 41.43 5538 18 Indiana LA PORTE 847 39.50
FI&DAYS90 Page 62 5528 18 Indiana LA PORTE 847 39.60 5022 18 Indiana MARION 708 41.42 3003 18 Indiana MARSHALL 867 39.73 4042 18 Indiana POSEY 375 45.96 3031 18 Indiana POSEY 404 45.43 1037 18 Indiana SPENCER 300 47.60 1028 18 Indiana SPENCER 442 48.69 5518 18 Indiana TIPPECANOE 796 36.82 5043 18 Indiana VANDERBURGH 358 45.82 6049 19 Iowa CEDAR 1101 37.08 3006 19 Iowa CLINTON 1037 33.41 5046 19 Iowa FRANKLIN 1466 32.30 3055 19 Iowa HAMILTON 1400 32.62 3033 19 Iowa JOHNSON 845 35.53 3028 19 Iowa JOHNSON 849 35.88 3009 19 Iowa LINN 1198 32.46 9126 19 Iowa SCOTT 973 34.34 9116 19 Iowa WORTH 1680 32.32 5042 19 Iowa WRIGHT 1458 32.10 4054 20 Kansas DICKINSON 495 29.44 7073 20 Kansas DICKINSON 577 30.22 3015 20 Kansas FINNEY 554 17.73 1010 20 Kansas FORD 436 22.70 1005 20 Kansas FRANKLIN 530 39.33 3013 20 Kansas JOHNSON 469 41.07 4053 20 Kansas LINCOLN 448 35.41 7085 20 Kansas MARSHALL 787 31.04 6026 20 Kansas RENO 439 29.19 9037 20 Kansas SHAWNEE 598 35.22 1009 20 Kansas STAFFORD 378 26.06 4063 20 Kansas WYANDOTTE 507 39.92 1034 21 Kentucky BARREN 287 54.67 3016 21 Kentucky BULLITT 254 48.10 6043 21 Kentucky CLAY 279 50.27 4025 21 Kentucky FAYETTE 384 44.70 6040 21 Kentucky FAYETTE 394 45.18 1010 21 Kentucky OWSLEY 307 48.90 1014 21 Kentucky PIKE 225 45.49 4001 22 Louisiana LIVINGSTON 13 67.93 3056 22 Louisiana RAPIDES 31 56.16 1012 23 Maine CUMBERLAND 981 44.37 3013 23 Maine CUMBERLAND 1027 47.65 7023 23 Maine CUMBERLAND 1037 45.45 1026 23 Maine FRANKLIN 1522 45.48 1009 23 Maine LINCOLN 1023 47.09 1028 23 Maine OXFORD 1585 44.77 1001 23 Maine PENOBSCOT 1534 44.19 3014 23 Maine SAGADAHOC 1028 47.67
5807 24 Maryland ANNE ARUNDEL 236 42.32
FI&DAYS90 Page 63 2805 24 Maryland FREDERICK 217 38.04 2401 24 Maryland HARFORD 229 52.77 1004 25 MassachusettsBRISTOL 395 49.99 1002 25 MassachusettsHAMPDEN 633 46.31 1003 25 MassachusettsNORFOLK 625 47.42 3069 26 Michigan CLARE 1211 32.54 3068 26 Michigan CLARE 1215 32.38 1001 26 Michigan CLARE 1392 30.97 1010 26 Michigan GENESEE 978 32.37 1004 26 Michigan HOUGHTON 1709 36.22 9029 26 Michigan IONIA 1009 33.62 9030 26 Michigan MONROE 831 33.14 5363 26 Michigan WAYNE 870 33.89 1023 27 Minnesota BELTRAMI 2624 25.90 6251 27 Minnesota BELTRAMI 2624 25.90 1016 27 Minnesota BELTRAMI 2731 24.53
4082 27 Minnesota BLUE EARTH 1681 27.52
4033 27 Minnesota DAKOTA 1593 31.92 4037 27 Minnesota DAKOTA 1596 31.90 1087 27 Minnesota DAKOTA 1639 31.13 3013 27 Minnesota HENNEPIN 1602 29.75 4034 27 Minnesota HENNEPIN 1657 30.18 1029 27 Minnesota ISANTI 2108 28.73 4040 27 Minnesota ITASCA 2361 27.75
1019 27 Minnesota MILLE LACS 1919 30.33
1018 27 Minnesota MORRISON 2000 26.76
1085 27 Minnesota MOWER 1727 31.06
3003 27 Minnesota NICOLLET 1388 27.23
6300 27 Minnesota NOBLES 1810 27.18
1028 27 Minnesota OTTER TAIL 2517 25.36
4050 27 Minnesota POLK 2710 22.01 9075 27 Minnesota RENVILLE 1918 27.45 7090 27 Minnesota SCOTT 1806 30.71 6064 27 Minnesota STEARNS 2114 27.74 5076 27 Minnesota WASHINGTON 1698 31.42 4054 27 Minnesota WINONA 1546 33.33 4055 27 Minnesota WRIGHT 2071 28.70 3097 28 Mississippi DE SOTO 114 52.55 5805 28 Mississippi HARRISON 7 65.16 3081 28 Mississippi ITAWAMBA 79 55.35 3093 28 Mississippi JACKSON 11 63.55 3094 28 Mississippi JACKSON 13 63.29 3089 28 Mississippi LAFAYETTE 129 58.88 3087 28 Mississippi LAFAYETTE 134 57.00 2807 28 Mississippi LAFAYETTE 138 59.16 3091 28 Mississippi LAUDERDALE 35 57.71 5006 28 Mississippi LEE 102 54.62 5025 28 Mississippi LINCOLN 43 61.47 3085 28 Mississippi MARSHALL 148 56.64 3083 28 Mississippi MARSHALL 150 56.24
FI&DAYS90 Page 64 5803 28 Mississippi MARSHALL 174 56.75 3082 28 Mississippi MONTGOMERY 94 67.88 3090 28 Mississippi PANOLA 126 56.09 3099 28 Mississippi SCOTT 32 61.81 3019 28 Mississippi TISHOMINGO 148 54.74 3018 28 Mississippi TISHOMINGO 150 54.84 9030 28 Mississippi WARREN 28 56.69 7012 28 Mississippi WARREN 37 55.33 4024 28 Mississippi WASHINGTON 62 55.63 6067 29 Missouri CARTER 342 47.17 4036 29 Missouri CLAY 568 37.19 5483 29 Missouri CLAY 569 37.59 1002 29 Missouri COLE 382 39.56 5473 29 Missouri COOPER 543 39.54 5091 29 Missouri DAVIESS 874 36.24 5081 29 Missouri DAVIESS 874 36.22 5058 29 Missouri DAVIESS 876 36.23 5000 29 Missouri DAVIESS 876 36.22 5413 29 Missouri DUNKLIN 188 50.00 5403 29 Missouri DUNKLIN 207 50.97 1008 29 Missouri JASPER 66 55.07 7073 29 Missouri LIVINGSTON 640 38.22 7054 29 Missouri NEWTON 309 43.23 1010 29 Missouri PULASKI 396 45.69 5393 29 Missouri ST CHARLES 542 37.98 5047 29 Missouri ST LOUIS 549 37.72
7076 30 Montana BIG HORN 1160 16.07
8129 30 Montana GOLDEN VALLEY 1121 11.84
1001 30 Montana JUDITH BASIN 1094 17.28
7088 30 Montana SWEET GRASS 840 15.35
7066 30 Montana SWEET GRASS 841 15.35
7075 30 Montana YELLOWSTONE 1092 15.09 3018 31 Nebraska BUFFALO 844 24.40 7017 31 Nebraska CEDAR 1253 25.01 6702 31 Nebraska CHEYENNE 853 17.06 4019 31 Nebraska DAKOTA 1256 25.59 5052 31 Nebraska DOUGLAS 1040 28.90 1030 31 Nebraska FURNAS 716 22.24 3023 31 Nebraska HALL 779 26.70 6701 31 Nebraska HALL 965 25.28 3028 31 Nebraska LANCASTER 788 31.46 6700 31 Nebraska PHELPS 741 22.95 3033 31 Nebraska PIERCE 885 24.74 1030 32 Nevada CLARK 5 5.18 3013 32 Nevada ELKO 626 5.95 7000 32 Nevada ELKO 655 6.48 2027 32 Nevada ELKO 860 8.56 3010 32 Nevada ELKO 1070 11.27 1020 32 Nevada MINERAL 200 3.84 1021 32 Nevada WASHOE 230 8.31
