aashto - rigid pavement

7/26/2019 Aashto - Rigid Pavement

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Page 1

Note 1: Click CTRL+ on our keboard before usin this sreadsheet in EXCEL97.

Note 2: Due to different monitor, EXCEL, and fonts caabilities on different com uters, the text on some of the

sheets ma be truncated. It ma be necessar to unrotect the sheet and resize some of the columns.

Note 3: This sreadsheet needs to be coied to the hard drive to be used. It cannot be run off a flo drive.

Note 4: Fiures accom anin the text are scanned into the sreadsheet. For clarit of these fiures it ma 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. Thisinformation is not required for the analysis, but the information entered heremay 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 savedas a new data set using a different value for the search ID. The data can alsobe overwritten using the same search ID. The search value can be text, numbers, or acombination 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 inthe spreadsheet.

l Design information such as initial and terminal serviceability, concrete properties, baseproperties, 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 forpositive temperature differential calculation, can be estimated using the table of climaticproperties for major cities provided in table 15.

A pavement type can be selected by clicking the option buttons provided. For JPCP andJRCP, the joint spacing needs to be entered in ft in the space provided. Thisautomatically calculates the effective joint spacing to be used in design.

l Edge support can also be selected using the option buttons provided. Thisautomatically 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 anestimated effective subgrade k-value. This determines an approximate slab thicknessfor the inputs provided. The user can then navigate to the seasonal k-value calculationsheet (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 damageduring 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 tocalculate 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 seasonaladjusted 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.


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Page 2

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 incrementsof 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 thicknessfor 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 thicknesscan 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 andJPCP. For CRCP, the "Faulting Check" sheet and the "Corner Break Check" sheetremain 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 notesthat 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 Toolson the menu, select Protection and select Unprotect Sheet. This creates the potentialfor accidental erasure, so it is useful to keep the sheet protected. To reprotect thesheet, 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 usingthe outlining ("+") at the left of the sheet. To observe the values at this location, the sheet hasto be unprotected and the "+" clicked.

Each time a cell value is changed, the "Calculate" button needs to be clicked to calculatefaulting, which is displayed at the bottom of the sheet. This is then compared with the criteriaset 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 providethe 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 andnondoweled 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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Page 3

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


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Page 4

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. 1.3 !.0

"and 10,000 - !,000 0. 0.# 1.0

$ggregate 1,000 - 4,000 0.% 1.4 !.0

&olyet'ylene s'eeting $ 0. 0. 1.0

*i+e-stabilied clay !0,000 - %0,000 3.0 $ .3

e+ent-treated gravel (00 ") / 1000 #.0 34 3

$sp'alt-treated gravel 300,000 - 00,000 3.% .# 10

*ean concrete it'out

curing co+pound

(00 ") / 1000 3

*ean concrete it' single

or double a2 curing

co+pound

(00 ") / 1000 3. 4.

otes " co+pressive strengt', psi

*o, +ean, and 'ig' +easured pea5 coefficients of friction su++aried fro+ various references

are s'on above.


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Page 5

6dge7rains

&recip.*evel

Fine-8rained "ubgrade oarse-8rained "ubgrade

onper+eable

9ase

&er+eable

9ase

onper+eable

9ase

&er+eable

9ase

o :et 0.%0-0.;0 0.#-0.; 0.%-0.; 0.;0-1.00

7ry 0.;0-1.10 0.;-1.10 0.;0-1.1 1.00-1.1

day (30 +>day) or unifor+ity coefficient (u) .3. :et cli+ate &recipitation ! in>year (3 ++>year)=

7ry cli+ate &recipitation ! in>year (3 ++>year).4. "elect +idpoint of range and use ot'er drainage features (ade?uacy of cross slopes, dept' ofditc'es, presence of daylig'ting, relative drainability of base course, bat'tub design, etc.) to ad@ust upardor donard.


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Page 6

Table 1. Mean annual te+perature, precipitation, and ind speed for selected A.". cities.

*ocation Mean$nnualTe+perature,

BF

Mean$nnual&re

cipitation,

in

Mean$nnual:ind"peed,+p'


BF

Mean$nnual&re

cipitation,

in



BF

Mean$nnual&re

cipitation,

in


$*$9$M$ C$"$" DC*$EDM$

9ir+ing'a+ !.! !.! %.! Tope5a 4.1 !#. 10.1 D5la'o+a ity ;.; 30.; 1!.

Mobile %. 4. ;.0 :ic'ita .4 40.1 1!.3 Tulsa 0.3 3#.# 10.4

Montgo+ery %. 4;.! .% C6TAC< D68D

$*$"C$ *e2ington 4.; 4.% %.1 Medford 3. 1;.# 4.#

$nc'orage 3.3 1.! .; *ouisville .! 43. #.3 &ortland 3.0 3%.4 %.;

Fairban5s !.; 10.4 . *DAG"G$$ "ale+ !.0 40.4 %.0Cing "al+on 3!.# 1;.3 10.# 9aton ouge %. .# %.% &6"


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Page 7

"avanna' .; 4;.% %.; $lbany 4%.3 3.% #.; orfol5 ;. 4.! 10.

E$:$GG 9uffalo 4%. 3%. 1!.1 ic'+ond %.% 44.1 %.

Eilo %3. 1!#.! %.1 e


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Rigid Pavement Design - Based on AASHTO Supplemental Guide

I. General

Agency:INCOStreet Address:City:SOROAKOState:

Project Number:35391 ID: INCO

Description:Ramp Access Road

Location:Soroako

II. Design

ServiceabilityInitial Serviceability, P1: 4.5 Joint Spacing:

Terminal Serviceability, P2: 2.526.2 ft

PCC Properties

725 psi JRCP

3,500,000 psi

Poisson's Ratio for Concrete, m: 0.15 Effective Joint Spacing: 314.964in

Base Properties

1,000,000 psi

9.8 inSlab-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

200psi/in

Design ESALs

11.3million

Calculated Slab Thickness for Above Inputs: 15.40in

Reference:LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete

Pavement Performance Prediction

-ay ean ouus o upture,c:

astic ouus o a,c:

astic ouus o ase,b:

esgn cness o ase,b:

vera tanar eviation,0:

oF

Pavement Type, Joint Spacing (L)

PCP

RCP

CRCP

Edge Support

Conventional 12-t !ide tra"c lan

Conventional 12-t !ide tra"c lane # tied P

2-t !idened $la% !&conventional 12-t tra"

Sen$itivity 'naly$i$

odulu$ o Ruptur Ela$tic odulu$ (Sla

Ela$tic odulu$ (a$e a$e T*ic+ne$$

+-alue oint Spacing

Relia%ility Standard eviation


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Rigid Pavement Design - Based on AASHTO Supplemental Guide

Results

Project #35391

Description:Ramp Access Road

Location:Soroako

Slab Thickness Design

Pavement Type JRCP18-kip ESALs Over Initial Performance Period (million) 11.25 million

Initial Serviceability 4.5Terminal Serviceability 2.528-day Mean PCC Modulus of Rupture 725 psiElastic Modulus of Slab 3,500,000 psiElastic Modulus of Base 1,000,000 psi

Base Thickness 9.8 in.Mean Effective k-Value 200 psi/inReliability 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 86Mean Annual Precipitation 25.4 in

Maximum Positive Temperature Differential 28.53

Modulus of Subgrade Reaction

Period Description Subgrade k-Value, psi

eerence: - ase : a aon o u enes or -aue eecon an oncree

Pavement Performance Prediction

oF

oF


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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 yearsTwo-Way ADT 64

Number of Lanes in Design Direction 1Percent of All Trucks in Design Lane 100%Percent Trucks in Design Direction 100%

Vehicle Class Percent of Annual Initial Annual Accumulated

ADT Growth Truck FactorGrowth in18-kip ESALsTruck 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 inCriteria Check

Nondoweled

Drainage Coefficient 0.9

Average Fault for Design Years with Design Inputs inCriteria Check


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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


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Calculation Sheet

Page 12

Term5 Term6 Term7 log b b TD L Epsi 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'

oF


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Calculation Sheet

Page 13

l F Term1 Term2 Term3 Term4 Term5 Term6 Term7 log bin

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


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Calculation Sheet

Page 14

b TD L1 L2 log R G Y log Wpsi 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

oF


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Calculation Sheet

Page 15

log W'W'(50%) ZMESALs 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 15.39593858

W18 R

log W18 RD = A

0+ A

1log W

18 R

A0=

A1=

R2=

Stand Err of X =


16/83

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

DesignTraffic,MESALs

Modulus of

Rupture = 725 psi

Elastic Modulus of

Concrete =

3,500,000 psi

Elastic Modulus of

Base = 1,000,000

psiBase Thickness =

9.843 in

k-Value of

subgrade = 200

psi/inJoint Spacing =

26.247 ft

Reliability = 90 %

Standard

Deviation = 0.2 to

0.6Slab Thickness =

15.4 in


17/83

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

DesignTraffic,MESALs


18/83

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: 0.00015strain

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 millionAge: 20.0 years Age: 20.0 years

0.90 0.90

Faulting (doweled) Faulting (nondoweled)

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:

/oFoF

oF-days oF-days

Cd: C

d:

a$e&Sla% .rictional Re$traint

Sta%ili/ed a$e

'ggregate a$e or LC !& %ond %rea+er

a$e Type

Sta%ili/ed a$e

0n$ta%ili/ed a$e

a$e Type

Sta%ili/ed a$e

0n$ta%ili/ed a$e


19/83

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: 15.40in

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 thicknessof 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 2oF/in

1 to 3oF/in

oF


20/83

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 232psi.

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:


21/83


22/83


23/83


24/83


25/83


26/83


27/83

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.


28/83

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.


29/83

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


30/83

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

AASHTO

Class

Description Unified

Class

Dry

Density

(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 plasticelastic 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/m

3, 1 psi/in = 0.271 kPa/mm


31/83

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.


32/83

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


33/83

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


34/83

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 d0and 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.

d

d12+

d

d18+

d

d9+

d

d6+

d

d5+

d

d6+4=AREA

603624181287


35/83

Compute AREA.For a bare concrete pavement, compute the AREA7of 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 AREA5of each deflection basin using the following

equation:

d

d12+

d

d18+

d

d9+

d

d6+

d

d5+

d

d6+4=AREA

0

60

0

36

0

24

0

18

0

12

0

87

d

d12+

d

d18+

d

d9+

d

d6+3=AREA

12

60

12

36

12

24

12

185

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

0.698-

289.708

AREA60

=

7

2.566

est

ln

0.476-

158.40

AREA48

=

5

2.220

est

ln

( )est2

0

*0

estd

dP=k

[26]

[27]

[28]

[30]

[29]


36/83

na esmae o e -vaue usng e oowng equaon:

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:

( )est2

0

*0

estd

dP=k

( )[ ]e0.1245=d

e0.14707-*0

est-0.07565

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 = 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 d0and 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 d0and l to account for the finite size of the slabs tested:

( )est2

12

*12

estd

dP=k

( )[ ]e0.12188=d e

0.79432-*12

est-0.07074

e1.15085-1=AF

L0.71878-

d est

0.80151

0

e0.89434-1=AF

L0.61662-

est

1.04831

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

L*2=L,L*2>Lif

LL=L,L*2Lif

!

!!

[32]

[33]

[31]

[34]

[36]

[35]


37/83

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>Lif

LL=L,L*2Lif

!

!!

AFAF

k=kd

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.

[37]


38/83

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]

0.1237160

Afd0

AFl

[34]

[35]

0.867

0.934

Adjusted k [37] 212

Mean dynamic k 212

Mean static k for design 106

Table 12.


39/83

COMPOSITE PAVEMENT

Step Equation Calculated Value Example

d12

d18

d24

d36

d60

______________

____________________________

______________

______________

0.00349

0.003320.00313

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

Mean static k for design 97


40/83

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 describedhere.

For the purpose of concrete pavement design, the recommended subgrade input parameter is

the static elastic k-value. This may be determined from either a repetitive or nonrepetitive test on

the prepared subgrade or on a prepared test embankment, provided that the embankment is at

least 10 ft [3 m] thick. Otherwise, the tests should be conducted on the subgrade, and the k-value

obtained should be adjusted to account for the thickness and density of the embankment, using

the nomograph provided in Step 3.

In a repetitive test, the elastic k-value is determined from the ratio of load to elastic

deformation (the recoverable portion of the total deformation measured). In a nonrepetitive test,

the load-deformation ratio at a deformation of 0.05 in [1.25 mm] is considered to represent the

elastic k-value, according to extensive research by the U.S. Army Corps of Engineers.

Note also that a 30-in-diameter [762-mm-diameter] plate should be used to determine the

elastic static k-value for use in design. Smaller diameter plates will yield substantially higher 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.


41/83

Season Number of MonthsSubgrade k-Value, Relative Damage

psi/in millions in the Season

21.72 0.000019.19 0.0000

23.12 0.0000

22.31 0.0000

Total: 0 Mean Damage:

Seasonally Adjusted Subgrade k-Value (psi/in): 165

W18,

W18

:


42/83

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.


43/83

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

78

9

10

11

12

13

um 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)


44/83

Saved Data

Page 44

Select row to be exported and click the "Export" button.

ID Agency: Street Address: City: State:roject Number: Description:Clear

Example ERES 505 W. University Ave. ChampaignIL 1-20-98LCB Lean Concrete Base, 5-i

INCO INCO SOROAKO 35391Ramp Access Road


45/83

Saved Data

Page 45

Location: nitial Serviceability, P1:erminal Serviceability, P2:

Champaign, IL 4.5 2.5 700

Soroako 4.5 2.5 725

28-day Mean Modulus of Rupture, (S'c)':


46/83

Saved Data

Page 46

0.15

4500000 0.15 25000

6300000 0.15 1000000

Elastic Modulus of Slab, Ec: Poisson's Ratio for Concrete,: lastic Modulus of Base, Eb:


47/83

Saved Data

Page 47

lab-Base Friction Factor, f:eliability Level (R):

6 1.4 90 0.34

19.68 1.4 90 0.3

esign Thickness of Base, Hb: verall Standard Deviation, S

0


48/83

Saved Data

Page 48

ean Annual Wind Speed, WIND ean Annual Air Temperature, TEMPean Annual Precipitation, PRECIP

10.2 49.2 33.3

45 86 25.4


49/83

Saved Data

Page 49

Subgrade k-Value ESALs dge Support Factor:Pavement TypeJoint Spacing:Dowel

1JPCP

16521.88065817 1JPCP 15 1.5

200 11.760973 0.94JRCP 26.247


50/83

Saved Data

Page 50

Faulting Check Sheet (doweled)

ase/Slab Friction RestriantTRANGESlab ThicknessBase TypeFI CESAL AGECdDays90

0.8 6511.2398181822 050021.88065817 20 1 20

0.8 17.2197178071 0 11.760973


51/83

Saved Data

Page 51

Faulting Check Sheet (non doweled) Corner Break Check Sheetill/Rigid Adjustment

Slab ThicknessBase TypeFI CESAL AGECdGradientTensile Stress top Adjusted k-Value Season1

11.2398181822 050021.88065817 201.1 1 120 175Fall

17.2197178071 0 11.760973


52/83

Saved Data

Page 52

k-Value Sheet

Months1k1Season2Months2k2Season3Months3k3Season4Months4k4Season5Months5k5Season6

2150Winter 3300Spring 380Summer 4120


53/83

Saved Data

Page 53

Months6Seasons6erformance Period:wo-Way Daily Traffic (ADT):umber of lanes in Design Direction

20 8000 2

20 64 1


54/83

Saved Data

Page 54

ercent of All Trucks in Design Laneercent Trucks in Design DirectionADT1GADT1 TF1 GTF1ADT2GADT2

0.95 0.5 0.65 0.050.004 0.03 0.25 0.06

1 1 1 0.0416.26 0


55/83

Saved Data

Page 55

Traffic Sheet

TF2GTF2ADT3GADT3TF3GTF3ADT4GADT4TF4GTF4ADT5GADT5TF5GTF5ADT6GADT6TF6

0.39 0.02 0.1 0.081.62 0.05


56/83

Saved Data

Page 56

GTF6ADT7GADT7TF7GTF7ADT8GADT8TF8GTF8ADT9GADT9TF9GTF9ADT10GADT10TF10


57/83

Saved Data

Page 57

GTF10ADT11GADT11TF11GTF11ADT12GADT12TF12GTF12ADT13GADT13TF13GTF13


58/83

FI&DAYS90

Page 58

SHRP_id State_id State County

13 1 'la%ama 'L456 3 7873

79 1 'la%ama CLE0R6E :7 72837

;123 1 'la%ama C


59/83

FI&DAYS90

Page 59

127= Caliornia 0TTE = ;783;

:;7; Caliornia C'L'ER'S 1 1822

2=9 Caliornia EL 600


60/83

FI&DAYS90

Page 60

2 9 Colorado P0EL< ;:: 118=9

1;: 9 Colorado R5< L'6C< 1219 118;:

313 9 Colorado 4EL 9 1;89

;9 3 Connecticut >'RT.'RT.ER6'6< 2 7;89:;7: 12 .lorida >5LLS5LLS


61/83

FI&DAYS90

Page 61

=13 1= @eorgia >'LL 7=8::

=1 1= @eorgia >'R'LSa!aii '05 21832

17 1 5da*o ''S 32= 138;2

727 1 5da*o '66'5LT


62/83

FI&DAYS90

Page 62

7729 19 5ndiana L' P'LL 9: =38:=

;;2 19 5ndiana P =79 ;7892

;3 13 5o!a CE'R 111 =:89

= 13 5o!a CL56T'LL :9: =18;

2 2 ?an$a$ RE6< ;=3 23813

3=: 2 ?an$a$ S>'46EE 739 =7822

13 2 ?an$a$ ST'..


63/83

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Page 63

297 2; aryland .REER5C? 21: =98;

2;1 2; aryland >'R.T 191 2:872

;== 2: inne$ota '?56@T'LL 1;9 78;

=9= 29 i$$i$$ippi 'RS>'LL 17 782;


64/83

FI&DAYS90

Page 64

79= 29 i$$i$$ippi 'RS>'LL 1:; 78:7

=92 29 i$$i$$ippi 'RLES 7;2 =:839

7;: 23 i$$ouri ST LEBE66E 97= 1:8

;13 =1 6e%ra$+a '?'LL 37 27829

=29 =1 6e%ra$+a L'6C'STER :99 =18;

: =1 6e%ra$+a P>ELPS :;1 22837

=== =1 6e%ra$+a P5ERCE 997 2;8:;1= =2 6evada CL'R? 7 7819

=1= =2 6evada EL?< 2 7837

: =2 6evada EL?< 77 8;9

22: =2 6evada EL?< 9 987

=1 =2 6evada EL?< 1: 1182:

12 =2 6evada 56ER'L 2 =89;

121 =2 6evada 4'S>


65/83

FI&DAYS90

Page 65

11 == 6e! >amp$*i ERR5'C? 12: =38:;

;;2 =; 6e! Jer$ey 0RL56@T'T>' 1= ;9832

=9 =: 6ort* CarolinaCLEEL'6 72 ;7819

1;7 =: 6ort* CarolinaC' 3: ;7899191: =: 6ort* Carolina. 9 ;;87=

192 =: 6ort* Carolina@R'65LLE 97 ;=83

2913 =: 6ort* Carolina@05L. 11 ;;8;=

792: =: 6ort* CarolinaR' 1 ;78:9

1=72 =: 6ort* CarolinaST'6LB 9 ;987

792 =: 6ort* CarolinaS0RRB 1:1 ;78291 =: 6ort* Carolina4'?E : ;7811

72 =9 6ort* a+ota C'SS 2==3 283

21 =9 6ort* a+ota @R'6 .


66/83

FI&DAYS90

Page 66

3 =3


67/83

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Page 67

17 ;2 Penn$ylvania 60ERL'6 3 ;=81

119 ;2 Penn$ylvania S' 171 2=8:;

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68/83

FI&DAYS90

Page 68

1;: ;9 Tea$ C'RS'ERS 12 71833

1113 ;9 Tea$ C>ER


69/83

FI&DAYS90

Page 69

113 ;9 Tea$ R0S? 7; ;:8;2

=9:7 ;9 Tea$ S>ER'6 =9 13822

19: ;9 Tea$ S5T> 7 ;782

729: ;9 Tea$ T'RR'6T : =;82

7=1: ;9 Tea$ T'RR'6T 9 =;837

72:; ;9 Tea$ T'RR'6T 9 ==893

729; ;9 Tea$ T'RR'6T 9 =981729= ;9 Tea$ T'RR'6T 9 =:839

7=1 ;9 Tea$ T'RR'6T 3= =2839

1: ;9 Tea$ TERRB 1;7 198:7

1 ;9 Tea$ TR'5S ;: 2:8::

=7:3 ;9 Tea$ '6 A'6T 9 ;=8;

=773 ;9 Tea$ 4'L?ER 2: ;789;

7==; ;9 Tea$ 4>EELER 2; 228=

=793 ;9 Tea$ 45L'R@ER 1 27831

7=1 ;9 Tea$ 45SE 9 =:82

119 ;9 Tea$ 45TTE6E6 17:1 =38:

1; 7 ermont @R'6 5SLE 1197 =87:

221 71 irginia C'RRES'PE'?E C5TB :3 ;872

1;1: 71 irginia .'005ER 29 ;;82:

12 71 irginia .LE6R5C< 129 ;=8

73 71 irginia >E6R5C< 1= ;28;2

79 71 irginia 6


70/83

FI&DAYS90

Page 70

191 7= 4a$*ington CL'R? : 9;81

12 7= 4a$*ington C


71/83

FI&DAYS90

Page 71

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79

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79

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71

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79

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72/83

FI&DAYS90

Page 72

7:

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73/83

FI&DAYS90

Page 73

7

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9

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27

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74/83

FI&DAYS90

Page 74

2

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9

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17

11

3

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75/83

FI&DAYS90

Page 75

1

12

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76/83

FI&DAYS90

Page 76

=1

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7

1

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77

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3

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11

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73

79

7:

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77/83

FI&DAYS90

Page 77

;2

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78/83

FI&DAYS90

Page 78

:

13

19

19

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79/83

FI&DAYS90

Page 79

9

11

11

12

7

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73:1

91

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80/83

FI&DAYS90

Page 80

3

1

1

7

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77;3

77

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97

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32

1

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81/83

FI&DAYS90

Page 81

7

77

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12

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32

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122

39

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99

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72

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82/83

FI&DAYS90

Page 82

3

71

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93

3=

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97

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83/83

FI&DAYS90

1

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aashto - rigid pavement

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