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Smoothness Specifications for Pavements: Final Report (1997)

Chapter: Appendix D: Smoothness-Life Relationships and Sensitivity Plots

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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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Suggested Citation:"Appendix D: Smoothness-Life Relationships and Sensitivity Plots." Transportation Research Board. 1997. Smoothness Specifications for Pavements: Final Report. Washington, DC: The National Academies Press. doi: 10.17226/6337.
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APPENDIX D S~OO18NESS LIFE "LAlIONSHIPS AND SENSIlIVIb PLOlS

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APPENDIX D SMOOTHNESS-LIFE RELATIONSHIPS AND SENSITIVITY PLOTS The first step in developing initial smoothness-pavement life relationships for various SHA pavement projects, involved the development of regression models for the available time-series smoothness data. The following three different model types were investigated toward this end: multinTe linear model without an initial . ~ . ~ smootnness-nme ~nteracuon term, multiple linear model with an initial smoothness-time interaction term, and multiple non-linear model. The individual section time-series data were closely scrutinized prior to the development of the regression models in order to determine Me general trend representative of the maioritv of the sections within a project. Any obvious outlier 1 ~ - J J ~ ~ data from the project's overall general trend were excluded from the regression analysis. The decision to exclude such data points was based on the belief that certain anomalies (localized settlements/heaves, maintenance patches, etc.) existed in the sections. Mode! ~ Multiple Linear Model Without Interaction Term A first attempt at finding a good-fit model for future smoothness involved performing multiple linear regressions without an initial smoothness-time interaction term. The form of these regression models is as follows: St = aO + also + a2t where: So = Pavement smoothness at time i. as, al, a2 = Regression coefficients. Si = Initial pavement smoothness. t = Time (age), years since construction or overlay to time of smoothness So. Mode} 2-Multiple Linear Mode} With Interaction Term (D-~) A second set of multiple linear regression models were developed for the projects, with these models including an initial smoothness-time interaction term. The form of these regression models is as follows: D-l

St = an + alSi + a2t +a3Sit (D-2) where: st aO, al, a2, a3 si t Pavement smoothness at time i. Regression coefficients. Initial pavement smoothness. Time (age), years since construction or overlay to time of smoothness So. Mode} 3 Multiple Non-T~inear Model A bird set of multiple non-linear regression models were developed for the projects. Observations of all of the time-series roughness data indicated that a multiple nonlinear regression mocle} of exponential form was appropriate for most sections. The following equation represents this mode} form: St = aO + asset + a2ib2 +a3Si ~ where: st aO, al, a2, a3 bl, b2, be, b4 si t Pavement smoothness at time t. Regression coefficients. Exponent coefficients for initial smoothness, time, and Crucial smoothness-time interaction variables. Initial pavement smoothness. Time (age), years since construction or overlay to time of smoothness S'. (D-3) The best-fit mode} for each pavement project was selected from one of these three developed models. Table D-1 summarizes the selected best fit models for all of the projects investigated. The selected best-fit mode} type for each project is identified In the table using a number (l, 2, or 3) corresponding to mode} types one Trough three discussed above. The appropriate coefficients (aO, a,, a2, as, b,, b2, be, and b4) for each best-fit mode! are also listed in table Dot. D-2

Table D-~. Selected best-fit models for various pave;~ent projects. | Project ~ Pavement ConsL No. of Age l ~I Model ID | Type ~Year ~ Sections ~ Range'~ aO ~ al ~a2 ~a3 I bl I b2 ~b3 ~b4 1 1 r | Alabama-BPR Roughometer, in/ml . 1-20-1(18) E8 Jefferson ~r St. Clair Co. 1-20-1(18) WB Jefferson ~ St. Claire Co. 1~1(19) NB Mobile Co. 1 65-1(19) SB Mobile Co. I-85-1(15) NB Macon Co. 1~1(15) SB Macon Co. F372(4) EB Tuscaloosa Co. F372(4) WB_uscaloosa Co. F372(5) EB Tuscaloosa Co. F372(5) WB Tuscaloosa Co. F`cU122(5) NB Houston Co. F5cU122(5) SB Houston Co. F&U122(6) NB Houston Co. FtcU122(6) SB Houston Co. I-2~1(14) EB St. Clair 45c Talladego Co. I-20-1(14) WB St. Clair J5c Talladego Co. 1-20-1(19) EB St. Cla~re Co. 1-20-1(19) WB St. Claire Co. 1-59-2(22) NB DeKalb Co. 1 ~ 1-59-2(22) SB DeKalb Co. . . 1-59-2(23) NB DeKalb Co. - 1-59-2(23) SB DeKalb Co. 1-59-2(24) NB DelCalb Co. 1 1-59-2(24) SB DeKalb Co. 1~3(1) NB Jefferson Co. 1~3(1) SB Jefferson Co. I~3(14) NB Jefferson dc Blount Co. 1~3(14) SB Jefferson ~ Blount Co. 1~3(15) NB Blount Co. 1~3(15) SB Blount Co. I~3(16) NB Blount Co. 1~3(16) SB Blount Co. - 1-65-3(17) NB Jefferson Co. 1~3(17) SB Jefferson Co. - I~3(20) NB Cullman Co. I 6!;3(20) SB Cullman Co. I~3(21) NB Cullman Co. 1~3(21) SB Cullman Co. 1~3(22)19B Cullman Co. I~3(22) SB Cullman Co. 1-17 SB Cocon~no Co. (2) I-17 SB Coconino Co. (1) 1~40 EB Cocon~no Co. (2) 1-17 SB Coconino Co. (3) 1-10 WB Mancopa Co. 1-10 EB LaPaz Co. 1-19 SB Pima Co. 1~0 WB M~ave Co. 20.68 22.18 5.71 -6.28 22.68 -4.78 1.98 4.24 9.01 0.00 -9.63 -6.67 8.07 14.47 0.00 0.00 19.09 26.08 11.99 0.03 3.70 22.65 7.31 1.29 51.88 0.00 12.50 -4.78 7.55 -6.31 3.79 3.48 -6.68 14.48 7.81 10.99 10.14 0.09 -1.14 18.69 0.46 0.40 0.92 1.07 0.73 1.06 0.97 0.94 0.89 1.01 1.13 1.09 0.90 0.79 2.44 1.42 0.82 0.75 0.82 0.88 0.98 0.79 0.78 1.19 0.01 0.64 0.86 1.05 0.92 1.06 0.96 0.96 1.04 0.83 0.92 0.90 1.00 2.58 1.01 0.82 Arizona-Mays Meter, inlmi 0.04 0.00 19.38 0.00 0.00 0.52 5.90 0.00 575 0.01 0.00 0.14 6.68 1.12 0.80 ~25 .44 0.25 0.00 2.81 0.00 0.22 2.65 o.oo 1 1 0.95 1 1.11 1 0.10 1 0.09 1 1.03 rO.35-l 1.14 1 0.34 1 0~05 T 1~40 3.22 4.43 5.14 4.21 3.67 3.58 3.69 4.56 3.72 4.09 4.51 4.32 1.60 3.43 0.00 0.00 3.52 3.19 0.00 4.29 3.04 1.80 2.02 3.91 0.00 0.00 ~_ ~_ _ 4.93 1 5.19 1 4.97 1 5.79 1 4.13 i -_ _ 7.80 1 ~_ , 7.66 1 4.43 1 ~ir - ~ 4.56 _ 1 0.OO 1 5.57 1 0.97 1 7.63 ~ 0.OO 1 0~95 1 3 1.42 1 0~03 1 0~79 1 1.34 1 0~97 1 0~68 1 3 4.37 1 ~ _ I -0.28 1 1.00 1 1.02 1 0~45 1 0~94 1

Table D-1. Selected best-fif h Pavement Co=L No, of . l~e Year Sechons AC 1976 12 1974 8 _ . _ ^C 19 ~7 ^C/=C 1987 5 ^c/ ~1987 5 ~/ ~1~ 6 _ ^c/ ~19 ~6 ^C ~19 ~9 _ ^c/^c 1982 5 1981 6 ~/^C 19 ~10 _~C 19 ~6 1 _ 1~ < 1{ _ . ^C ~/~ _ _ _ ~/~C _ _ ^C/~ _ _ ~/~ _ ~/{C _ ~/~ _ _ _ _ =/~ _ _ =/~ _ ~/~ ~/~ _ =/~ _ P=iect 1-10 EBC~Co. I I-15 NB ~ a~o. I ~ 1~ EB Navaig Co. 1 1- ~ Co=_o Co. (1) ! I I~ ~ C=o^o Co. (1) I I~ ~ C=o^o Co. (2) 1 ~1-17 SB ~pavi Co. I 1 J I 1- EB Ne~io Co. (3) 1- WB Na~o Co. (3) =~ EB ~pavi . 1-17 N; Yapav' Co. I_ I ~ ~ ~ ~U C~ C^316~Co. 1~ ~ ~_ ~ ~s Co, G^ ~ ~ ~w_ ~ ~p^ Co. 1 G^ 3~ NB H_~ C~ I C^ ~ SB S-_ Co. 1= SB ~ld-u Co. I 1 ~m I 1~SB~& ~Co. 1~ ~ H_1~ Co. I ~- M__ ~ ~^ ~ ~ 1~ NB H~ ~ F~ Co. I~_& Co. 1-1~ ~ n~p Co. 1- ~ N~ ~ I~ ~ ~d Co. ^ .. ^ 1 I I-" EB ~c Co. I 1~4~_c Co. 1~4 EB 1~ Co. 1 ~- 1 1-57 SB ~ ~. T l~WB~Co. T I~ EB ~c~ Co. O I I~ ~ ~c~ Co. 1 l~.linr~ 1~5 SB ~ome~ Co. 1~5 NB ~c~ Co. O 1~5 SB ~c~ Co. (2) 1~5 NB ~c~ Co. (1) 1~5 SB ~c~ Co. (1) ~_~m 1~5 SB U^~t~ Co. (2) 1-39 SB ~le Co. (1) 1-39 ~ ~e Co. (1) -models for various pavement projects tcondnued). Age Range, Year 0-17 0-19 0-12 0~ 0~ 0-6 ~10 0-8 ~8 0-8 0-14 _ 0-10 aO 3.16 7. 1 8. 1 0.31 I 1.94 ~ 13.39 Ioo1 1 1 5~w T 5~ -13.47 0.~ I 9.~2 Geo~1a~ays ~e1e~ ~1 - I al I a2 1 [ 1 o~ 1 o.~ #1 1-t 0.~ 1 3~2 1 F I 0~ 1 0 0.17 1 0. I I 0.02 1 4 33 1.76 I 4; 1 ~ [~ 1 0~89 I 4) L~I= I 1; ~ ~ 1 0) 1 3~ 1982 1 5 1 ~12 I I 1981 + 5 1 0-13 1 [ ~ 1 <8 1 2.29 T 094 I I 1 I 1981 1 5 1 0-13 1 1~ 1 0.95 19; 1 5 1 ~1 -11.17 1 1.36 I I 1 1 lel | 5 1 ~3 I 6. ~i 0 ~1 1 5 1 213 I I 1981 1 5 1 ~13 i) 1 s J o~1 ;1 Ls~L~1 I f 1981 1 5 I~11 19 ~1 5 1 0-11 19; 1 5 1 ~ I I r 1987 1 5 1 ~7 6; 1 ~1 ~R 1 1 1983 1 5 19; 1 5 1 ~7 1 1 1 1987 1 5 1 ~5 1 r I ~ I ~ ~ 1 1 1.98 1 0~ 1 0W 1 0W 1 1~14 I No _ ~ m~d d~. 1.95 1 . , ~-- ~ 1 1.12 1 ~.- ~- -- - - ~. 1 1.08 1 I ~-- ~ ~ ~'- ~ I 2.~ ~ IIII I II I II 1 -~_~d~. No ~ le m~ d~~o-. No ~_~ m^1 d~~o-. No ~ m-~ d~ ~ ~ m~ ~_. No ~_~ m~ d~, ~o1s~= ~ou~omele~ ~1 -~l1~ I 6 1 ~21 1~ 1 6 T31 1 1 1 1 I ~ 1 1971 1 7 1 ~= 1 ~ 11~l1 ~ I = II I I 1969 1 6 1 ~24 19~ T 6 1 0-19 I I ~I I 19~ 1 6 1 ~16 I ~ I 1971 I 10 I ~= 1971 1 10 [ I ~ 1 I I ~ 1 19~ I 6 1 ~20 I =. 1 ,< 5 1 0-15 I ~ 1 1978 1_5 I 0-15 1 ~ J 19~ 1 6 1 0-16 . . . L ~I 19~ I 6 1 ~16 1 ~ 1 .- f , 1 0-16 I ~ 1 19~ 1 6 I ~16 1 ~ 1 1982 1 6 1 0-11 I ~ 1 19" I 6 I ~9 D~ oe 0.05 O. O. 0. 0.~ ~1.47 10.67 O. 0. 0. 0.01 2.~ -5.m 1 67 i 0.87 0.m I O. 1 1.01 1 1. I 1 1 ' 1 1. I I ~49 1 1.= I 0.46 0.98 0.31 I 0.31 [ 1. 0.91 1.17 1 0.91 1- 1 1.e I o.W i 0.26 0.91 1 0.01 1 1 O.m 1 102 I 0.41 0.13 0.13 1.97 4.42 1 5.33 I I 18.= I o.m

Table D-1. Selected tees -fit models fc~r v~r ~us pa~rement projects (contirlued!. Proj ect ~n Pavement _ Type 1-39 SB I~Salle Co. (1) CRC l . 1-39 SB LaSalle Co. (2) CRC 1-57 NB Fayette Co. AC/CRC I-57 SB Fa ette Co. AC/CRC , Y I-70 EB Eff~gham Co. AC/JRC 1 70 WB Effingham Co. AC/JRC 1-39 SB LaSalle Co. (2) I-24 EB Caldwell dc Tn~ Co. I-24 WB Caldwell 5c Tn~ Co. I-24 EB Lyon Co. 1-24 WB L on Co. Y 1-64 WB Shelbv Co. 1-71 NB Gallatin Co. 1-71 SB Gallat~n Co. 1-75 SB Grant Co. Mounta~n ParkwaY EB Clark Co. Mountain Parkway WB Clark Co. Western KY Parkwav EB Ohio Co. Western KY Parkway WB Ohio Co. Bluegrass Parkway EB Anderson Co. Bluegrass Parkway WB Anderson Co. 1-64 EB Carter Co. 1-64 WB Carter Co. 1-65 NB Hart Co. 1~65 SB Hart Co. Bluegrass Parkway WB Woodford Co. 1-94 EB Calhoun Co. 1-94 WB Calhoun Co. 1-96 EB lonia Co. 1-96 W8 lonia Co. 1-94 EB Van Buren Co. - 1-94 WB Van Buren Co. US 27 NB Clare Co. US 27 SB Clare Co. US 131 NB Osceola Co. US 131 SB Osceola Co. 1-75 NB Roscom~non Co. (1) 1-75 NB Roscorrunon Co. (2) 1-75 S8 Roscommon Co. (1 5c2) 1-96 EB Ottawa Co. MN 27 EB Dou~las Co. . MN 32 NB Red Lake Co. 1-35 SB Rice Co. MN 60 EB CoKon Wood~ Co. MN 210 EB Crow W'ng Co. ConsL Year 1984 1984 1988 1988 1985 1985 Age Range, year o-s o-s 0-5 0-5 0-8 0-8 aO o.oo 8.25 0.34 0.06 0.05 0.51 al 1.30 0.66 1.80 . 0.87 . 0.97 . 0.95 _ Kentucky-Mays Meter, converted to ndeability index _ ~ PCC 1 1982 1 11 1 _~PCC_ I 19821 11 L AC 1 1982 T 5 -tAC 1 1982_105~ L~ AC/PCC |1984 |8 AC/PCC I1983 t10 AC/PCC 198310 1 AC/PCC 19869 | AC/PCC 19860~ ~9 L AC/KC 1986 ~8 AC/PCC 19868 _ AC/PCC 1986 ~7 AC/PCC 19867 1 AC/PCC ~1986 ~ 5 T AC/PCC 19865 AC/AC 19844 _ AC/AC 19834 AC/AC 19847 AC/AC 19847 AC/AC 19824 JRC 1 1987 1 6 - 1 1 JRC 1 1987 1 6 JRC T 1987 1 12 1 1 IRC 1 1987 1 12 JRC T 1987 1 11 1 1 JRC 1 1987 1 8 AC | 1988 | 13 AC119881 13 ACT 1987 T 6 AC11987 i 6 =ACT 1986 T 14 ACT 1986 T 9 AC__1_ 1986 ~1 ~ 24 AC/PCC T 1988 T 12 AC/PCC T 1988 T 12 0-12 ~12 0-4 0-4 0-10 0-11 0-11 0-8 0-8 0-8 0-8 0-8 ~8 ~8 0-8 0-12 0-12 0-10 0-10 0-10 o.oo 1 2.13 1 o.oo 1 -1.16 1 o.oo 1 0.18 0.08 1 1 0.19 1 o.oo 1 0.10 o.s9 1 o.oo 1 o.oo 1 o.oo 1 o.oo 1 0.19 0.89 1 o.oo 1 o.oo 1 1.08 0. .02 .32 .46 .04 .33 1 1 0.87 1.16 0.64 0.78 0.68 1 0.99 1 0.98 0.69 0.86 0.77 0.63 1 1 .05 .22 Michigan-GM Profilometer, in/ml 0-7 0-7 0-7 0-7 0-7 0-7 0-6 0-6 0-7 0-7 0-8 0-8 0-8 0-6 0-6 0.59 4. 0.18 0.03 -0.08 4.0 0.02 0. 0.07 4.05 4.15 4.29 4.20 0.30 0.27 4.2s -o.Os 4.02 0.14 0.08 2.s4 1 1 1 398 1 0.00 1 . . 1 43.5s 1 gO.001 1 1 0.0 20.26 14~ 23.37 0.45 1 o.oo 1 o.oo 1 o.oo 1 1 2.64 1 o.oo 1 0.97 1 1 1.02 0.0 1 0.31 1 1 1.15 0.01 1 o.oo 1 0.0 2.2 .00 1.17 0.61 1 1 0.64 0.82 2.71 0.30 0.s8 0.87 0.10 1.29 o.oo 4.13 0.00 o.oo o.oo 1.00 o.oo 0.00 o.oo 4.s6 0.00 4.05 4.03 o.oo 4.01 4.04 - 4.08 4.04 o.oo 4.01 4.03 -0.0s 4.48 4.44 0.08 0.22 4.0 -0.0 0.14 1 1.20 4.02 T 1~00 O.Oo 1 1.91 2.88 1 1.24 1 4.02 1 0.97 o ool 2.00 1 o.oo 1 2.41 0.00 1 2.00 0.011 0.80 ~oo1 L100: l 0.01 1 0.96 0~00 1 1.12 1 0.02 1 1.10 oo1 T 1oS Minnesota-KJ Law Profilometer and PaveTech/South Dakota profiler, ir.Jmi AC AC PCC (doweled) PCC (doweled) _ KC (doweled) T 1989 T 6 1 - 1 1 990 1 4 ~1990 T 6 1 1 1 990 1 8 1 L 1991 T 7 l D-5

Table D-~. Selected best-fit models for various r?a~rement projects (continued). A e I Project Pavement Const. No. of 8 Model ! ~Type ~ Year ~ Sections I R.; nge, I aO I al I a2 a3 I bl I b2 I b3 I b4 MN 23 EB Kandiyohi Co. 1 AC/AC 1 1989 1 4 1 )-5 1 18.78 1 0.81 1 4.11 South Dakota-California Profilograph, inlmi US 14 EB Beadle Co. (1) US 14 WB Beadle Co. (1) US 14 EB Beadle Co. (2) US 14 WB Beadle Co. (2) US 85 NB Butte ~ Lawrence Co. US 16 EB Pennin~ton Co. U5 16 WB Penn~ngton Co. US 18 EB Fall River Co. (1) US 18 EB Fall River Co. (2) US 18 WB Fall River Co. (2) SD 115 NB Mir~nehoha Co. US 81 NB Brookings J5c Kingsbury Co. 1-5 SB Cowlitz Co. I-90 EB Grant Co. 1-90 WB Grant Co. . 1-90 EB Adams Co. (2) 1~90 WB Adams Co. (2) I-90 EB King Co. (2) | I -90 WB King Co. (2) 1-5 NB Snohomish Co. 1-5 SB Snohorn~sh Co. 1-90 EB King Co. (1) 1-90 WB Kin8 Co. (1) 1~0 EB Adams Co. (1) 1~0 WB Adams Co. (1) 1-82 EB Yakima Co. I-82 WB Yakima Co. US 2 EB Kinz Co. . ~ US 2 WB King Co. US 97 SB Yaki~na Co. W121 EB dc WB Adams Co. Wl 21 EB dc WB Waushara Co. (1 ) W126 NB ~ SB Fond Du Lac Co. (1) Wl 80 NB tc SB Juneau.Co. US 8 EB ~c WB Rusk Co. US 12 EB dc WB St._roix Co. US 12 EB dic WB laclcson ~ Monroe Co. US 12 EB kc WB Dane Co. (1) Wl 13 NB 6c SB Ashland Co. (1) US 18 EB ~c WB Grant Co. US 41 SB Washington Co. W180 NB dc SB Grant Co. US 151 NB dc SB Grant dc Lafayette Co. US 10 EB tc WB Outagam~e Co. (1) PCC 1985 30-8 _ PCC 1985 0-8 . PCC 1985 60-8 _ PCC 1985 0-8 , _ PCC 1986 110-7 _ PCC 1985 100-8 l PCC 1985 100-8 _ PCC 1984 0-9 PCC 1987 50- _ PCC__ 1987 5~ 0-6 _ PCC 1988 0-5 PCC 1990 100-3 PCC 1990 100~3 . AC . AC AC AC AC PCC PCC _ PCC PCC PCC PCC _ AC/AC AC/AC AC/AC AC/AC AC/AC AC/AC AC/AC l AC | AC r AC I AC _ | AC/PCC | AC/PCC l AC/PCC | AC/PCC 1 | AC/PCC AC/PCC 1 | AC/PCC | AC/PCC 1 | AC/PCC L JRC Washington-Cox (PCA) Road Meter, in/ml 1 1 1972 ' 1 1974 1974 1973 _ 1973 975 1975 1976 1976 1979 1979 1973 1973 1974 1974 1975 1975 1979 0-14 0-11 0-11 0-13 0-13 0-10 1 1 0-10 0-12 0-12 0-6 0-6 0-12 0-12 ~14 0-14 0-10 0-10 - Wisconsin-Mays Meter converted to PSI 1 1978 1 9 1 0-16 T 1978~4 1 0-16 l 1978 1 8 1 0-16 1 1980 1 6 1 0-14 1 1 1 1 1 1980 1 7 1 0-13 r 1979 T 8 1 0-14 1 1 1 1 1979 1 9 1 0-14 1 1981 1 14 1 0-12 1 1 1 1 1979 1 5 1 0-14 1979 1 10 1 0-10 1 1 1 1 1979 1 15 1 0-9 1 1981 1 9 1 0-10 1 1 1 1 1980 1 5 1 0-9 1981 1 3 1 0-11 D-6 0.99 0.80 1.77 0.64 0.51 0.00 0.53 0.09 0.00 0.00 1 0.99 1.02 0.96 1.04 1.12 1 1.00 1 1 0.99 1 1.07 1 .00 .00 .7o 1 0.43 1 1 -0.14 1 0.77 0.47 0.35 0.26 1 0.41 1 -0.10 1.05 .04 1 0~04 1 0.16 0.03 1 0.02 1 o.oo 1 0.01 1 o.oo l 0.23 0.03 . ~ ....~- ~ ...' ~ . _- 2 . ~ ... . ~ 2 _ 2 . No reasonable model developed. No reasor~ble model developed. -1.60 0.00 0.00 0.00 0.00 -28.04 -51.31 -1.49 -16.30 2.41 0.00 55.22 54.84 16.48 -0.76 7.61 0.00 No reasorlable model developed. 1 1.04 | o.n 0.92 0.62 0.76 1.26 1 1.46 1 o.ss 1 1.06 1 0.99 1 0.75 1 1 0.01 1 o.oo 1 0.77 L0.98 l .94 _0.47 1 4.71 1 o.oo 1 o.oo 1 o.oo 1 o.oo 1 10.98 1 8.40 -14.46 3.51 1 12.84 1 o.oo l 5.14 3.35 1 5.63 1 1 1.34 1 o.oo ~....... . ~ ~. .... ~I ~ 1.14 1 0.02 1 0.40 1 0~93 0.00 0.00 0.00 0.00 0.10 0.14 0.07 0.00 2.09 0.00 -1.11 0.00 0.00 0.58 C~ 1 0.10 1 .43 1 1.21 1 .49 0.89 1.37 .4o 1.43 1.24 0.25 1.24 0.51 -1.07 4.39 -0.27 -0.41 1.49 -0.08 -0.75 -0.31 -0.14 -0.21 -0.14 0.56 -2.24 ~: 1.16 0.00 1.11 -800.42 -1.26 4.0 0.00 ,.06 663.99 o.oo -0.24 0.72

Table D-~. Selected best-fit models for various pavement Projects (contin-~. Project ID WI 13 NB ~ SB Marathon Co. (2) US 41 NB Dod~e Co. US 10 EB ~ WB Outagarrue Co. (2) Wl 13 NB dr SB Marathon Co. (1) WI 21 EB ~ WB Waushara Co. (2) ~. ~ l US 4S NB Washin~ton Co. - US 10 EB tz WB Pierce Co. US 51 NB Marquette Co. US 61 NB ~ SB Grant Co. 1 1-94 EB St. Croix ~ Dunn Co. US 18 W8 lowa ~c Dane Co. [JS 18 WB Dane Co. US 151 N8 J5r SB Dodge Co. (1) US151 SBlowa Co. I-43 NB Sheboyzan ~ Marutowoc Co. 1-43 SB Sheboy~an tc Marutowoc Co. | 1-43 NB Brown Co. I-43 SB Brown Co. . US 53 NB Dou las Co. ~. US 53 SB Dou las Co. R . ~U~ ~_~ W126 N8 ~ SB Rock J5c Jefferson Co. 1-90 EB Dar~e Co. 1-94 EB St. Cro~x Co. (1) 1-94 WB St. CroEx Co. (1) Wl 26 N8 Fond Du Lac Co. (2) US 8 EB tc W8 Forest Co. US 8 EB tc WB Mar~nette Co. US 10 EB J5c W8 Trernnealeau Co. U5 12 EB 5c W8 Jefferson Co. W1 13 NB dr SB Ta lor Co. Y. W113 NB dc SB Ashland Co. (2) US 14 EB dc W8 Rock Co. US 51 NB J5c SB Vilas Co. US 51 N8 6c SB Iron Co. (1) US 51 NB ~ SB Iron Co. (2) Wl 11 EB tc W8 Walworth Co. US 8 EB ~ WB Barron Co. US 12 EB 15c WB Eau Claire Co. US12E8Sauk Co. Wl 13 NB J5c SB Wood Co. US 14 EB J5c WB lawa tc Dane Co. US 41 NB Waukesha 45c Washin~ton Co. 1-43 N8 Ozaukee Co. 1 43 SB Ozaukee Co. _ US 53 NB ~ SB Douglas dc Washburn Co. _ W1 67 N8 dc SB Walworth dc Waukesha Co. _ US 151 N8 ~ SB Dodge Co. (2) US 151 NB dc SB Calumet `5c Man~towoc Co. 1-94 WB St. CroL~ (2) 0.78 1.50 0.00 3.56 0.02 0.67 0.94 0.36 0.94 0.00 . 1.23 0.44 . -0.19 -0.01 -0.12 0.00 . -0.57 -0.06 . ~= . . Pavement Const. Na of Age b Model TYpe | Year | Se ~ O | Range' I aO E~[~ ~ ~| Type _ JRC 1989 8 0-5 JRC 1979 5 0-15 JRC 1980 5 0-10 JPC w/o Dwls 1984 5 0-10 JPC w/o Dwis 1988~ ~5 ~0 - JPC w/o Dwls 1985 5 0-9 lPC w/o Dwls 1983 13 0-8 JPC w/o Dwls 1984 3 0-10 . JPC w/o Dwls 1982 4 0-11 JPC w/o Dwls ~1984 _ 11 ~0-6 JPC w/o Dwls 1983 6 0-6 JPC w/o Dwls ~1984 ~ ~4~ 00-9 JPC w/o Dwls 1982 3 0-9 JPC w/o Dwls 1980 3 0-13 CRC 1980 23 0-10 CRC 1980 23 0-10 CRC 1981 5 0-9 CRC 1981 4 0-9 CRC 1981 3 0-12 CRC 1981 3 0-10 JK W/ Dwls 1988 3 ~5 . IPC W/ Dwls 1988 10 0-5 JK W/ Dwls 1989 8 ~0-4 IK W/ Dwls 1990 8 0-4 AC/AC 1989 6 0-5 AC/AC 1989 5 0-5 AC/AC 1979 5 0-15 AC/AC 1985 _ 10_~' ~7 AC/AC 1980 8 0-14 AC/AC 1984 10 0-9 _ AC/AC 1982 7 0-9 AC/AC 1988 6 0-5 _ ACiAC 1984 0-7 AC/AC 1982 4 0-7 AC/AC 1989 14 0-5 AC/AC 1987 6 0-7 AC/AC 1981 17 ~0-13 AC/AC 1981 4 0-13 AC/AC 1985 6 0-8 AC/AC 1984 5 0-9 AC/AC 1986 5 0-7 AC/AC 1982 7 0-12 AC/AC 1985 11 0-8 AC/AC 1989 6 0-5 AC/AC 1982 6 0-12 AC/AC 1982 6 0-12 AC/AC 1988 8 0-5 AC/AC 1986 6 0-8 AC/AC 1983 0-10 AC/AC 1984 5 0-10 AC/KC 1988 9 ~0-6 _ No reasor~able model develoDed. 11 _ No reasonable model developed. _ 1.13 1 050 1 0~54 1 -0.36 1 1.24 1 0.67 1 0.44 1 0.85 1 3 _ 0.00 1 1.12 1 -0.50 1 368.37 1 0.92 1 0~58 1-2595.711 188~10 1 3 11 11 No reasor~able model develooed. 11 , , , , ~ ,' , , 11 _ 0.00 1 0.45 1 -0.26 1 0.00 1 1.49 1 1~18 1 2~63 1 0~93 1 3 1.41lO.2012.71l-2.74T1.87T1.52 l-0.02 T1.54T 3 No reasonable model develoDed. 0~06 1 0~28 1 0~22 1 -0~02 1 1.80 1 0.00 1 1.68 1 0.72 1 3 No reasonable model developed. 11 - 11 ] (o reasonable model developed. o.oo i 1 23.54 0.03 1 1 o.oo 1 0.29 1 1 0.01 0.92 1 0.96 1 1.36 1 2.45 1.05 1 1.05 1 6.06 1 4.47 0.85 1 0.98 1 1.42 1 1.54 3.44 -826.8E 0.93 3.24 0.29 0.65 No reasonable model develooed. I , - 1 0.00 1 0.28 1 -0.39 1 0~45 1 1.94 1 1~13 1 4~35 1 1~20 1 3 No reasor~able model develooed. No reasorlable model developed. No reasor~able model developed. ~ _~_e __ 2.27 0.00 1 0.56 1 1 0.57 1 0~91 0.04 1 1.47 l 0.00 1 1.05 1 -0.14 o.o3 0.62 1 1 -0.10 1 l -0.01 1 1.35 ~ 0.71 1 0.21 0.181 0~95 T 0.03 1 0.71 -0.52 1 0.74 1 0.&0 1 0.24 -o.oll 0.96 1 0.00 0.56 T 37 1 1 1 0.82 1 3 0.81 T 3 _ ~_ No reasonable model develooed.11 o~oo 1 0~73 1 0~04 1 ~0~04 1 1~25 1 0~20 ~ 0~37 1 1.89 1 3 ~: 1 '1 No reasonable model developed. _ 2.07 1 0.28 1 -0.12 1 32.69 1 1.45 1 1.06 1 -50.88 1 0.00 1 3 _ 0.00 1 1.17 1 0.02 1 0.00 1 0.89 1 0.OO 1 2~04 1 1~66 1 3 No reasonable model developed. _ 0.12 1 0.64 1 0.34 1 -0.25 1 1.29 1 0.93 1 0~24 1 1~07 1 3 No reasor~able model develooed. 11 . -- ' 11 No reasonable model develooed. 1l _ 11 No reasonable model developed. _ 0.00 1 0.51 1 0.13 1 -0.37 1 1.43 1 1~22 1 -0~22 1 1~23 1 3 No reasonable model develooed. -~1 3 _ ~ _ No reasonable model developed. No reasonable model develooed. _ 028 1 0~67 1 0.OO 1 -0~69 1 1.23 1 0.97 1 -1.58 1 1.05 1 3 No reasonable model develooed. _ - ' 11 No re.sor~able model developed.

Table DO Selected best-fit models for various pavement projects (continued). Project ~ PaTe,~eent ~ Cyeenasrt. ~SeNcot~Oofs Range, an ~ al ~ a2 ~ ~ ~ be ~ b4 ~ T 53 1~4 WB Dunn Co. ~AC/PCC ~1986 I a i Ha ~N 0 reasor~ble model de !10 . =11 ped I-94 WB Eau Claire Co. AC/KC 1985 3 0-9 0.00 0.25 0.42 -0.10 1.88 0.00 0.47 0.91 3 1-94 WB Jackson Co. AC/KC 1989 3 0-5 No reasonable model developed. 1-94 WB Dane Co. AC/KC 1989 3 0-5 No reasonable model developed. 1~0 EB Juneau Co. AC/KC 1988 4 0 ~No reasonable model developed. 1-90 WB Juneau Co. AC/KC 1987 4 0-7 No reasonable model developed. D-8

50.001 4o oo t o' - . J 30.00 u i~ 20.00 10 on Regressron Equation: y = -0.1868x + 34.994 ~c ::. ;; _ .. ~ _ ~ ~ ~ _:: · X _ 0 25 50 75 100 125 150 175 Initial Alabama BPR (in/mi) 1-20-1(14) WB St. Clair & Talladega Co. | -: 1-20-1 (1 9 ) EB St. C lair Co x 1-20-1(19) WB St. Cla~r Co. · 1-59-2(22) NB DeKalb Co. -1-59-2(23) NB DeKalb Co. :~1-59-2(24) SB DeKalb Co. : 1-65-3(1 ) NB Jefferson Co. ..-.1-65-3(1 ) SB Jefferson Co. .:..1-65-3(14) NB Jefferson & Blount Co. :.: 1-65-3(14) SB Jefferson & Blount Co. : 1-65-3(1 5) NB Blount Co. -1-65-3(15) SB Blount Co. 1-65-3(1 6) NB Thou nt C 0. .1-65-3(16) SB Blount Co. '81-65-3(17) NB Jefferson Co. ^ 1-65-3(17) SB Jefferson Co. X 1-65-3(20) NB Cuilman Co. x 1-65-3(20) SB Cullman Co. 1-65-3(21 ) NB Cullman Co. ~ 1-65-3(21 ) SB Cullman Co. - 1-65-3(22) NB Cu llman Co. -1-65-3(22) SB Cullman Co. Figure D-1. Smoothness-life relationship for Alabama PCC pavements (roughness model approach; Trigger=175 in/mi). 60.00 50.00 40.00 30.00 20.00 10 00 Regression Equ ation: y s -0.2472x + 43.025 - ',,:s ~, ;. :::. ~ - ~_ k. ~' .: . '.` ~. 0 25 50 75 100 125 150 175 Initial Alabama BPR (in/mi) ~:~. 1-65-1(19) NB Mobile Co. 1-65-1 (1 9) SB Mobile Co. 1-85-1(15) NB Macon Co. + 1-85-1(15) SB Macon Co. - F372(4) EB Tuscaloosa Co. ~ F372(4) WB Tuscaloosa Co. .:. F372(5) EB Tuscaloosa Co. :::: F372(5) WB Tuscaloosa Co. .:: F&U122(5) NB Houston Co. :.. F&U122(5) SB Houston Co. t: F&U122(6) SB Houston Co. Figure D-2. Smoothness-life relationship for Alabama AC pavements (roughness model approach; Trigger=175 in/mi). D-9

Regression Equation: y = -0.1751x + 24.883 o, 60 00 - . 50.00 40.00 as - ._ ~ 30.00 - ._ 20.00 1 0.00 O .00 :r '' 'lC .: . ~. ~, - ~: 3r :: .: x: w gl ~ ~ _ .: .'" · ~ °° ~_~ '"' ... ~_ .i ..., ~ ~ .~. _ .... ~ _ ~ ........ 0 25 50 75 1 00 Initial Arizona Mays Rl (in/mi) 125 150 175 8s 1-17 SB Coconino Co. (2) .:. I-17 SB Coconino Co. (1 ) ....1-40 EB Coconino Co. (2) · I-17 SB Coconino Co. (3) I-10 WB Maricopa Co. Figure D-3. Smoothness-life relationship for Arizona JPC pavements (roughness model approach; Trigger=175 in/mi). 60.00 50.00 40.00 o' - .= J 30.00 - ._ CL 20.00 1 0.00 0.00 . . . . . :, .:: . .:. ::. . . . - Regression Equation: y ~ -0.2291 x + 44.374 _ 1 1 1 1' ~1 1 0 25 50 75 100 125 150 175 Initial Arizona Mays Rl (in/mi) I-10 EB LaPaz Co. .::.1-19 SB Pima Co. 881-40 EB Navajo Co. Figure D-4. Smoothness-life relationship for Arizona AC pavements (roughness mode! approach; Trigger=175 in/mi). D-IO

.O a) 6Q OO 50 00 40 .00 30.00 20.00 1 0.00 0.00 Regression Equation: y ~--0.0976x + 14.385 0 25 50 75 100 125 150 175 Initial Arizona Mays Rl (in/mi) · 1-40 EB Coconino Co. (1 ) .::: 1-40 WB Coconino Co. (1 ) ~1-40 EB Coconino Co. (2) Figure D-5. Smoothness-life relationship for Arizona AC/IPC pavements (roughness model approach; Trigger=175 in/mi). 60.00 50.00 40.00 0 a' 4) .= ~ 30.00 - 20.00 10.00 0.00 Regression Equation: ye, -0.1385x + 26.413 . ::: ::: ~ 0 25 50 75 100 Initial Arizona Mays Rl (in/mi) · 1-17 SB Yapavi Co. .::.1-40 EB Navajo Co. (2) ~ 1-40 W B Navajo Co. (3) 75 Figure D-6. Smoothness-life relationship for Arizona AC/AC pavements (roughness model approach; Trigger=175 in/mi). D-11

60 00 50 00 40.00 - as - ~ 30.00 - .o 20.00 1 0.00 0.00 Regression Equ ation: y ~ -0.4543x + 30.1 75 ::: 0 25 50 Initial Mays Ride Number (in/mi) | t. GA 365 NB Hall Co. | |.::: 1-575 NB Cherokee & Pickens Co. | Figure D-7. Smoothness-life relationship for Georgia IPC pavements (roughness model approach; Trigger=65 in/mi). 60.00 50.00 0 It ~ 30.00 .o 40.00 20.00 1 0.00 0.00 Regression Equation: y. -0.2596x + 20.423 - - 0 25 50 Initial Mays Ride Number (in/mi) |o GA 365 SB Stephens Co. | Figure D-8. Smoothness-life relationship for Georgia AC pavements (roughness model approach; Trigger=65 in/mi). D-12

60 Go 50.00 40.00 30.00 .O 20.00 1 0.00 O.00 Regression Equation: y = -0.4131x + 30.351 ,i_ . 1 o 25 Initial Mays Ride Number (inimi) Hi: 1-85 NB Han & Franklin Co. | Figure D-9. Smoothness-life relationship for Georgia AC/IPC pavements (roughness mode! approach; Trigger=65 in/mi). 60.00 50.00 40.00 - <e 4} ~ 30.00 - ._ 20.00 1 0.00 0.00 Regression Equation: y - -0.5571 x + 25.714 ~' o 25 Initial Mays Ride Number (in/mi) 50 | ~1-20 EB Cobb & Douglas Co. | Figure D-IO. Smoothness-life relationship for Georgia AC/AC pavements (roughness model approach; Trigger=65 in/mi). D-13

60 00 50 00 .:. Regression Equation: y = -0.1802x + 32.009 ~.-:-. 40.00 - ~a:. a, ~.. , , An ~... ~By; Ha. _ , I;;;_ : ':' if:: 30.00- ~ . ~w .O ~.:. ~ .: ~ ~,, _ .. Of t - ~ + ~ ~ ~ ~ ~ , I. 1 0.00 - ~ 0.00- 1 1 1 1 1 1 1 ~1 1 0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 Initial IRI (in/mi) · 1-24 EB Massac Co. as 1-24 WB Massac Co. .::.1-24 EB Johnson Co. .... 1-24 W B Johnson Co. .1-64 WB White Co. ~1-72 EB Macon Co. (2) ~1-74 WB McLean Co. : 1-55 SB Montgomery Co. :: 1-55 NB McLean Co. (2) :: 1-55 SB McLean Co. (2) .: 1-55 SB McLean Co. (1 ) .::: 1-55 SB Livingston Co. (1) : 1-55 SB Livingston Co. (2) -1-39 SB Ogle Co. (1) 1-39 NB LaSalle Co. (1 ) + 1-39 SB LaSalle Co. (1) 1-39 SB LaSalle Co. (2) Figure D-11. Smoothness-life relationship for Illinois CRC pavements (roughness .; Trigger=150 in/mi). mode! approach 60.00 50.00 40.00 o, Al - .= A 30.00 a_ 20.00 1 0.00 0.00 Regression Equation: y,-0.0792x + 14.949 Be: ~ ~ :R, ~ ~ 0 10 20 30 40 50 60 70 80 90 100 110 Initial IRI (in/mi) | Ri: 1-57 NB Fayette Co. | | :::.1-57 SB Fayette Co. | Figure D-12. Smoothness-life relationship for Illinois AC/CRC pavements (roughness model approach; Trigger=150 in/mi). D-14

60 00 50 00 40.00 o' as - J 30.00 ._ 20.00 1 0.00 0.00 Regression Equation: y=-0.0799x + 14.196 . .... ... ~ . ~ ~1 1 1 1 1 1 1 1 1 1 1 1 0 10 20 30 40 50 60 70 80 90 100 1 10 Initial IRI (in/mi) | · 1-70 EB Effingham Co. | |881-70 WB Effingham Co. | Figure D-13. Smoothness-life relationship for Illinois AC/TRC pavements (roughness model approach; Trigger=150 in/mi). 60.00 50.00 40.00 o' al = ~ 30.00 a) .O 20.00 1 0.00 O. .00 Regression Equation: y . 12.1 1 6x - 23.429 . - . . . - ~: ~Rf 3 t ~ ~ 88: ~ a; 5 4.75 4.5 4.25 4 3.75 3.5 3.25 3 2.75 Initial Rideability Index .1-24 EB Caldwell & Trigg Co. ~1-24 WB Caldwell & Trigg Co. Figure D-14. Smoothness-life relationship for Kentucky PCC interstate pavements (roughness model approach; Trigger=2.751. D-15 . .,

6G 00 - . 50.00 40.00 o' 40 - ._ ' 30.00 c) ._ 20.00 1 0.00 Regression Equation: y = 6.6501x -14.336 0.00 5 4.75 4.5 4.25 4 3.75 3.5 3.25 3 2.75 1 1 1 1 1 1 1 1 1 Initial Rideability Index | - 1-24 EB Lyon Co. | | :.1-24 WB Lyon Co. | Figure D-15. Smoothness-life relationship for Kentucky AC interstate pavements (roughness model approach; Trigger=2.751. 60.00 50.00 40.00 o, lo = ~ 30.00 i_ CL 20.00 1 0.00 0.00 Regression Equ ation: y ~ 1 1 .39x - 22.304 . : . . . . ., ;. - 5 4.75 4.5 4.25 4 3.75 3.5 n.25 3 2.75 Initial Rideability Index .1-64 WB Shelby Co. s8 1-71 NB Gallatin Co. .:. 1-71 SB Gallatin Co. ....1-75 NB Grant Co. Figure D-16. Smoothness-life relationship for Kentucky AC/PCC interstate pavements (roughness model approach; Trigger-2.75). D-16

50 00 40.00 on - ._ ' 30.00 ~ , . ~ ._ if 20.00 1 0.00 O.00 Regression Equation: y ~ 10.989x - 18.821 - :t - 5 4.75 4.5 4.25 4 3.75 3.5 Initial Rideability Index 3.25 3 2.75 ::. 1 64 WB Carter Co. I .1-65 NB Hart Co. x 1-65 SB Hart Co. Figure D-17. Smoothness-life relationship for Kentucky AC/AC interstate pavements (roughness model approach; Trigger=2.751. 60.00 50.00 40 .00 o' - ~ 30.00 ' _ ~_ .t) 20.00 1 0.00 0.00 Regression Equ ation: y ~ 1 3.583x - 37.608 . At, 5 4.75 4.5 4.25 4 3.75 3.5 3.25 3 2.75 Initial Rideability Index Mountain Parkway EB Clark Co. -Mountain Parkway WB Clark Co. Western KY Parkway EB Ohio Co. ·:: Western KY Parkway WB Ohio Co. : Bluegrass Parkway EB Anderson Co. Figure D-18. Smoothness-life relationship for Kentucky AC/PCC parkway pavements (roughness mode} approach; Trigger=2.751. D-17

Regression Equation: y ~ 4.6465x - 3.5351 o, al ~ 30.00 .O CL 60 00 50.00 40.00 20.00 ~ 1 0.00 O .00 5 4.75 4.5 4.25 4 3.75 3.5 3.25 3 2.75 Initial Rideability Index |e Bluegrass Parkway WB Woodford Co. | Figure D-19. Smoothness-life relationship for Kentucky AC/AC parkway pavements (roughness model approach; Trigger=2.751. 60.00 50.00 o' 40.00 - J 30.00 ._ 20.00 1 0.00 O.00 :. :: Regression Equation: y ~ -0.1 534X + 30.767 ... ::. I 1 1 1 ' 1 1 1 0 20 40 60 80 100 120 140 Initial IRI (inimi) ·:.1-96 EB lonia Co x: 1-96 WB lonia Co. = 1-94 EB Van Buren Co. .1-94 WB Van Buren Co. Figure D-20. Smoothness-life relationship for Michigan JRC pavements (roughness model approach; Trigger=150 in/~ni). D-~S

- ~£ Regression Equation: y -0.0404x + 17 147 in - c, 60 00 50 00 45 .00 ._ ~ 30.00 ._ 20.00 1 0.00 0.00 : . _ , ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 0 20 40 60 80 100 120 140 Initial IRI (in/mi) I . US 131 SB Osceloa Co. ;~1-75 NB Roscommon Co. (1 ) · 1-75 NB Roscommon Co. (2) Figure D-21. Smoothness-life relationship for Michigan AC pavements (roughness model approach; Trigger=150 in/mi). 60.00 50.00 40.00 30.00 20.00 ~ 1 0.00 0.00 - Regression Equation: y ~ -0.1227x + 20.213 0 20 40 60 80 100 120 140 Initial IRI (in/mi) ~ tR 1-96 W B Ottawa C 0. | Figure D-22. Smoothness-life relationship for Michigan AC/PCC pavements (roughness model approach; Trigger=150 in/mi). D-19

of - - .o - cL 60 00 50.00 40 .00 30.00 20.00 1 0.00 0.00 Regression Equation: y=-0.0514x + 7.5198 0 20 40 60 80 100 120 140 160 180 200 Initital IRI (in/mi) | ~ MN 60 EB Cotton Wood Co. | | ::; MN 210 EB Crow Wing Co. | Figure D-23. Smoothness-life relationship for Minnesota PCC pavements (roughness model approach; Trigger=150 in/mi). 60.00 50.00 40.00 of - = ~ 30.00 - ._ 20.00 1 0.00 0.00 Regression Equation: y~-0.1126x + 18.06 .:. .; .. :: .. . . . . . . ~ ~ :~ ~ 38 ~ - - 0 20 40 60 80 100 120 140 160 180 200 Initital IRI (in/mi) | at MN 27 EB Dougias Co. | |.::. MN 32 NB Red Lake Co. | Figure D-24. Smoothness-life relationship for Minnesota AC pavements (roughness model approach; Trigger=150 in/mi). D-20

60.00 50.00 _ . _ _ 40.00 - o, - ~ 30.00- ~ =O ~ ._ ~3 20.00 1 0.00 0.00 Regression Equation: y=-0.1975x ~ 31.891 do_ At_ Eta, - - - - - - - _ 1 1 ~1 1 - 1 1 0 20 40 60 80 100 120 140 160 180 200 Initital IRI (in/mi) | ~e MN 23 EB Kandiyohi Co. | Figure D-25. Smoothness-life relationship for Minnesota AC/AC pavements (roughness model approach; Trigger=150 in/mi). 0, - 60.00 50.00 40.00 - ~ 30.00 - Cl ~ a 20.00 1 0.00 O.00 Regression Equation: y ~ -1.8486x + 49.372 ° 0 ~ ~ ~L _~ 0 2 4 6 8 10 12 14 16 Initial PI (California Protilograph) BUS 14 EB Beadle Co. (1) :~:US 14 WB Beadle Co. (2) 0 US 18 WB Fall River Co. (2) 18 20 Figure D-26. Smoothness-life relationship for South Dakota PCC pavements (roughness model approach; Trigger=45 in/mi). D-21

60 00 50.00 40.00 o, - - ' 30 00 cat ._ 20.00 1 0.00 0.00 Regression Equ ation: y = -0.1 054x + 36.638 ARM: ~:~ _ .-~ 0 50 100 150 200 250 300 350 Initial PCA Roadmeter (counts/mile) I-90 EB King Co. (2 ) I-90 WB King Co. (2) I-90 EB King Co. (1 ) Figure D-27. Smoothness-life relationship for Washington PCC pavements (roughness model approach; Trigger=350 counts/mi). 60.00 50.00 40.00 on - :t ~ 30.00 L, 20.00 1 0.00 0.00 Regression Equation: y.-0.0651x ~ 28.006 :: : ..~ : ~ ~'' ·;"' a. tar 0 50 100 150 200 250 300 350 Initial PCA Roadmeter (counts/mile) · I-90 EB Adams Co. (2) :: I-90 WB Adams Co. (2) ::. I-90 EB Grant Co. ~ I-90 WB Grant Co. Figure D-28. Smoothness-life relationship for Washington AC pavements (roughness model approach; Trigger=350 counts/mi). D-22

of c' - 4) ' 30.00 - ~3 4} IL 60 00 50 00 40 00 Regression Equation: y ~ -0.0301 x + 28.254 it__ 20.00 1 0.00 0.00 - 0 50 100 150 200 250 300 350 Initial PCA Roadmeter (counts/mile) E 1-90 WB Adams Co. (1) Figure D-29. Smoothness-life relationship for Washington AC/AC pavements (roughness model approach; Trigger=350 counts/mi). 60.00 50.00 40.00 of as 4) - J an DO - .o 1 0.00 O.00 Regression Equation: y . 9.5668x - 27.41 - ., - ~ ~ - .. ~.... _ .: ~ 5 4.75 4.5 4.25 4 3.75 3.5 3.25 Initial PSI 3 2.75 · 1-43 NB Sheboygan & Manitowoc Co. ::: 1-43 SB Sheboygan & Manitowoc Co. I: 1-43 NB Brown Co. ;~: US 53 NB Douglas Co. Figure D-30. Smoothness-life relationship for Wisconsin CRC pavements (roughness model approach; Trigger=2.751. D-23

60 00 50 00 40.00 o' - ._ ' 30.00 - - cat 20.00 1 0.00 0.00 Regression Equation: y = 6.91 22x - 19.675 x: _ ~ _ - _ ~ _ - - .^.. ^.' ~ ~'E ... - -,' ~ ~ .. 5 4.75 4.5 4.25 4 Initial PSI · W I 13 NB & SB Marathon Co. (1 ) .:. US 45 NB Washington Co. US 10 EB & WB Pierce Co. US 61 NB & SB Grant Co. ~ US 18 WB Dane Co. BUS 151 1$JB & SB Dodge Co. (1) -US 151 SB Iowa Co. Figure D-31. Smoothness-life relationship for Wisconsin JPC (w/o dowels) pavements (roughness model approach; Trigger=2.75). 60.00 50.00 o' 40.00 - J 30.00 - - 20.00 1 0.00 0.00 Regression Equation: y . 7.21 97x - 23.869 . . 5 4.75 4.5 4.25 4 3.75 3.5 3.25 3 2.75 Initial PSI · US 10 EB & WB Outagamie Co. (1) .:: US 10 EB & WB Outagamie Co. (2) Figure D-32. Smoothness-life relationship for Wisconsin JRC pavements (roughness model approach; Trigger=2.751. D-24

a, 60.00 50 00 40.00 - c' ._ ' 30.00 JO Regression EM .. , _ 20.00 1 0.00 O .00 ~ation: y = 7.896x - 17.293 (:` ~, ..~_, . it. 5 4.75 4.5 4.25 4 3.75 3.5 3.25 Initial PSI 3zWI 21 EB & WB Adams Co. ::. W I 26 NB & SB Fond Du Lac Co. (1 ) ... W I 80 NB & SB Juneau Co. Figure D-33. Smoothness-life relationship for Wisconsin AC pavements (roughness model approach; Trigger=2.751. 60.00 50.00 o, L, 40.00 30.00 20.00 1 0.00 O.00 Regression Equation: y ~ 5.4743x - 13.725 ~% _~ ~ ~ ~ ~ ~ ~ T ~ :: .:. .:. a. l. Hi. ~ " " ~ - _ ~4 - ~ ~ 5 4.75 4.5 4.25 4 Initial PSI 3.75 3.5 3.25 3 2.75 ·US 8 EB & WB Rusk Co. .::.US 12 EB & WB St. Croix Co. BUS 12 EB & WB Jackson & Monroe Co. BUS 12 EB & WB Dane Co. (1 ) owl 13 NB & SB Ashland Co. (1) 4~ US 1 8 EB & WB Grant Co. -US 41 SB Washington Co. KIWI 80 NB & SB Grant Co. .: US 151 NB & SB Grant & Lafayette Co. Figure D-34. Smoothness-life relationship for Wisconsin AC on rigid base pavements (roughness model approach; Trigger=2.75). D-25

o, - . - ' 30.00 60 00 50.00 40.00 - ~_ Regression Equation: y ~ 5.0422x - 11.207 .,;:. 20.00 1 0.00 0.00 ·:) ·:;: ~; ~ ~x: y ... . . .,: ..,. ..,.. ~ ,. ~__ _ 1 1 ~1 1 "' 1 1 1 5 4.75 4.5 4.25 4 3.75 3.5 3.25 3 2.75 Initial PSI eWI 26 NB Fond Du Lac Co. (2) :::- US 8 EB & WB Forest Co. x. US 8 EB & WB Marinette Co. US 1 0 EB & W B Tre m pealeau Co . | · US 12 EB & WB Jefferson Co. *WI 13 NB & SB Taylor Co. -US 14 EB & WB Rock Co. wUS51 NB&sBlronco.(1) ::: US 51 NB & SB Iron Co. (2) : US 8 EB & WB Barron Co. : US 14 EB & WB lowa Dane Co. :- 1-43 NB Ozaukee Co. ..1-43 SB Ozaukee Co. :: US 151 NB & SB Dodge Co. (2) Figure D-35. Smoothness-life relationship for Wisconsin AC on flexible base pavements (roughness model approach; Trigger=2.751. 50 u, u 40 ._ o ._ - · I o o u) o - :- 45 35 30 25 20 15 10 5 1 1 1 o y = 7.5596x + 2.4625 R2 = 0.8999 y = 8.1779x - 7.6047 R2 = 0.9051 y = 4.9789x - 1.2725 R2 = 0.4152 , . . 50~o _~ 25~o 10~o 3 3.o 4 4.5 Mean RI(init) Figure D-36. Smoothness-life relationship for Kentucky 10-in & 11-in PCC interstate pavements, all traffic levels (pavement failure approach). D-26

40 - ~3~ ;` cat u c; 0 30 ._ 2~ o 20 u) - ~15 ret to ._ - a, 10 5 o y = 6.o 1 8x + 4.59 1 7 Rid = 0.7999 ~3 y = 7.9282x - 5.2 909 R2 = 0.7517 y = 8.0631x - 9.0991 R2 = 0.6174 o0% 25% 10~o 3 3.5 4 4.5 5 Mean RI( in it) Figure D-37. Smoothness-life relationship for Kentucky 9-in PCC parkway pavements, all traffic levels (pavement failure approach). ~ 20 :^ - c, ._ o IS ~' ._ o ~10 cat to 5 o . 50% 25% 10% _ my_ y = -0.7787x + 14.551 R2 = 0.0064 y = 0.8402x + 6.6158 R2 = 0.0139 y = 0.5328x + 6.2807 R2 = 0.0159 3.5 4 Mean RI(init) 4.5 5 Figure D-38. Smoothness-life relationship for Kentucky AC interstate pavements (pavement failure approach). D-27

tar. 30 cJ - · c - ~ - ~ 20 to c C4 =` 10 . _ _ 5 c, y = 1 7.49 6 x - 49 .49 8 R = 0.8397 30% 3~ _ 25~o 10% o 3 3.5 y= 16.27x-49.384 R2 = 0.8935 y = 1 4.953x - 47.854 R: = 0.874 4 Mean RI(init) 4.5 5 Figure D-39. Smoo~ness-life relationship for Kentucky AC parkway pavements (pavement failure approach). 25 ce v,' ~ 20 o ._ - ~ 1 5 o ~5 ._ ~O 50~o 25 5S ~~ _~ 1 0'37o y = 3.0829x + 0.1871 R2 = 0.857 _ y = 4.8616x - 8.3172 R2 = 0.7452 y = 6.1169x - 14.781 R2 = 0.6668 3.5 4 Mea n RI( in it) 4.5 5 Figure D-40. Smoothness-life relationship for Kentucky AC/AC interstate pavements (pavement faiTure approach). D-28

5 o 2 1 - , c 2~) - "C5 ,_ - O 15 to ~ 10 o _ 5 50% 25% ~' 10% Do_ y = 12.36x - 29.~06 R = 0.9444 y = 1 5.261 x - 43.61 R = 0.9527 y = 13.147x - 40.639 R2= 0.8448 _ 1 1 1 3 3.5 4 4.5 5 Mean RI(init) Figure D-41. Smoothness-life relationship for Kentucky AC/AC parkway pavements (pavement failure approach). 25 cn c, ;^ u c, 2 0 ._ o to u, I,, 1 ~ c~ to ._ - c; E CJ O y = 1 0.344x - 28.041 R2 = 0.8509 50% 25% 10% y = 11.133x - 32.721 Ra = 0.8981 y = 10.398x-31.497 R2 = 0.8219 1 1 1 1 1 3 3.2 3.6 3.8 4 4.2 4.4 4.6 4.8 Mean RI(init) 5 Figure D-42. Smoothness-life relationship for Kentucky AC/PCC interstate pavements (pavement failure approach). D-29

2 ~ - . ~2 () - ._ - ~1 o ,,, 1 0 o c' ._ c - ,. i: c, - ~r y= 3.~8~5x + 0.512J R?= 0.9046 y = 3.263x + 0.2356 R2= 0.9167 y = 3.5855x - 2.9873 R2= 0.9046 50~o 2 ~ % 10% uL I I I 3 3.5 4 4.5 5 M ean PS l(in it) Figure D-43. Smoothness-life relationship for Wisconsin AC on rigid base pavements, all function classes, all traffic levels, post-1979 construction only (pavement failure approach). it cat ~ 20 c ._ - O 15 o Is ,,, 1 0 to ._ - cat 25 5 o y = 6.5 1 74x - 1 1.849 R?= 0.9108 y = 6.5 1 62x - 1 2.744 R2= 0.9195 y = 5.0009x - 8.3339 R?= 0 9475 50% 25% 105S 3 3.5 4 4.5 5 M ean PSI(init) Figure D-44. Smoothness-life relationship for Wisconsin AC on flexible base pavements, all function classes, all traffic levels, post-1979 construction only (pavement failure approach). D-30

- . - o o - ce - al - o ~ -5 D - ._ ~D ~0.00 \ Smoother Rougher \ ~Regression E tion: ~y = -1 1448x + 4E-15 1 1 1 ~ ^^ ~1 1 1 1 v .v v ~- .00 -40.00 -30.00 -20.00 -10.00 0. )~00 20.00 30.00 40.00 50 ~ ~\ % Change in Initial Roughness (based on target=100 in/mi) : 1-20-1(14) WB St. Clair & Talladega Co. :: 1-20-1 (19) EB St. Clair Co. ~1-20-1(19) WB St. Clair Co. -1-59-2(22) NB DeKalb Co. 1-59-2(23) NB DeKalb Co. 1-65-3(1 ) NB Jefferson Co. : -- 1-65-3(1 ) SB Jefferson Co. 00 -~::- - 1-65-3(14) NB Jefferson & Blount Co. 1-65-3(14) SB Jefferson & Blount Co. -: - 1-65-3(1 5) NB Blount Co. 1-65-3(15) SB Blount Co. - - 1-65-3(16) NB Blount Co. ~1-65-3(16) SB Blount Co. ~1-65-3(17) NB Jefferson Co. ~1-65-3(17) SB Jefferson Co. 44 1-65-3(20) NB Cullman Co. ~1-65-3(20) SB Cullman Co. ~ 1-65-3(21) NB Cullman Co. ---' 1-65-3(21 ) SB Cullman Co. ~ 1-65-3(22) NB Cullman Co. -1-65-3(22) SB Cullman Co. +1-59-2(24) SB DeKalb Co. Figure D-45. Sensitivity of ~nitial roughness for Alabama PCC pavements (roughness model approach; Trigger=175 in/mi). 5 o 0l 4) ~n - - o ~ -50 D - ~_ 4) c a, -0.00 Smoother Rougher 40.00 30.00 Regression Equation: y ~ -0.7875x - 6E-1 5 . . , , ~ ^~_ ~ , · · . ~I r I I V.VV ' ~ T r I I .00 -40.00 -30.00 -20.00 -10.00 0. 30~,, 20.00 30.00 40.0050 -°°°t - ` -20.00 - \ -30.00 \ -40.00 - _ -'0.00 °/. Change in Initial Roughness (based on target=80 in/mi) 00 ~::~ 1-65-1 (1 9) NB Mobile Co. ~1-65-1(19) SB Mobile Co. +1-85-1(15) NB Macon Co. ~ 1-85-1 (1 5) SB Macon Co. -F372(4) EB Tuscaloosa Co. ~F372(4) WB Tuscaloosa Co. · .::~. F372(5) EB Tuscaloosa Co. ::: F372(5) WB Tuscaloosa Co. : F&U122(5) NB Houston Co. ..::. F&U 122(5) SB Houston Co. ~:. F&U122(6) SB Houston Co. Figure D-46. Sensitivity of initial roughness for Alabama AC pavements (roughness model approach; Trigger=175 in/mi). D-31

- E ._ on no - 4) - - o ~ -10( do D - 0) J I_ a' 1 - ~-~ oo.eo , Sm oojer Rougher _ \~` 80.00- ~ \ - 5\,, 60001 = Reg ression E qu atio n ~1 - - 1 ~- 1 -)-1~, ~a- - 1 1 1 .00 -80.00 -60.00 -40.00 -20.00 0. 3~ 60.00 80.00 10( -20.00 - ~ -40.00 t W\ 1 -60.00 - \ -80.00 1 00.00 % Change in Initial Roughness (based on target=60 in/mi) ,00 1-1 7 SB Coconino Co. (2 ) ::: I-17 SB Coconino Co. (1 ) :^ 1-40 E8 Coconino Co. (2) ~1-17 SB Coconino Co. (3) I-10 WB Maricopa Co. Figure D-47. Sensitivity of initial roughness for Arizona JPC pavements (roughness model approach; Trigger=175 in/mi). . - o l - 2 - o 1 -10 0 D ID J ._ ID ~0 1 ooze Sm oother Rougher 80.00 ~ . . . . ~ 60.00 Regression Equation: IKE 40.00- ~ y--0.3479x ~ 2E-15 ~0 . ~ _ . _ _- ~ -- - - -- 1 - - - ~ - - '6~ ~ 1 1 ~ I .00 -80.00 -60.00 -40.00 -20.00 0. 30 ~ 60.00 80.00 10 -20.00 t ~ ~ -40.00 -60.00 -80.00 . - 1 00.00 . % Change in Initial Roughness (based on 1arget=50 in/mi) [~1-10 EB LaPaz Co. | | : 1-19 SB Pima Co. too |+1-40 ES Navajo Co. | Figure D-48. Sensitivity of initial roughness for Arizona AC pavements (roughness model approach; Trigger-175 in/mi). D-32

. . o - c) C5 - Q - s: o ~ -10 a~ D - - ._ 4) C al ¢~ - ~_ .' o 11 ~n ~5 - o ~3 ~ -10 D J - C a' r 100.00 Smoother Rougher 80 00 60.00 -. Regression Equation: 40.00 - ~ y ~ -0.51 34x - 5E-1 5 .: 20.00 .. ~...,~~.~~ 00 -80.00 -60.00 -40 00 -40.00 -\ -60.00 ;ooootI % Change in Initial Roughness (based on target=50 in/mi) 00 ~1-40 EB Coconino Co. (1 ) : 1-40 W B Coco nino Co. ( 1 ) ''-.::' 1-40 EB Coconino Co. (2) Figure D-49. Sensi~civity of initial roughness for Arizona AC/JPC pavements (roughness model approach; Trigger=175 in/mi). 1 00.00 Sm oother Rougher 80.00 ~ __ _ . ~ 60.00 Regress~on Equat~on: _ 40.00 y . -0.3553x - 5E-1 5 ~,... .00 80 00 60 .00 40 .00 20 .00 0 _ -40.00 -60.00 1oo oo t % Change in Initial Roughness (based on target=50 in/mi) .00 ~1-17 SB Yapavi Co. : 1-40 EB Navajo Co. (2) ~1-40 WB Navajo Co. (3) Figure D-50. Sensitivity of initial roughness for Arizona AC/AC pavements (roughness model approach; Trigger=175 in/mi). D-33

- -1 00.00 1 - - 1 Smoother ~Rougher 80.00 l ._ _ ._ cat - Q) al - - al - ._ - o 3{ -10 D - ._ en C al Figure D-ST 60 00 - _. 40.00 ~_ - 20.00 T T I ~V ,VV ~ Regression Equation: y ~ -0.6035x + 2E-15 40.00 60.00 80.00 10( l T I .00 -80.00 -60.00 -40.00 -20.00 0. -20.00 -40.00 -60 .00 -80 .00 . - - - 1 0 0.00 % Change in Initial Roughness (based on target=25 in/mi) |+GA 365 NB Hall Co. l .00 | 1-575 NB Cherokee ~ Pickens Co. | Sensitivity of initial roughness for Georgia JPC pavements (roughness model approach; Trigger=65 in/mi). , vv.vv Sm oother 80.00 Rougher .^ - ~_ lo cat 11 al - ~5 AD - o Do ~ -10 - - 60.00 40.00 - Regression Equation: y ~ -0.3409x an no .00 -80.00 -60.00 -40.00 -20.00 0. -20 .00 -40.00 -60 .00 -80.00 - - 1 00.00 ~o Zl~ 60.00 80.00 1 OC a/. Change in Initial Roughness (based on target_20 in/mi) .00 | ::: -GA 365 SB Stephens Co. | Figure D-52. Sensitivity of initial roughness for Georgia AC pavements (roughness moclel approach; Trigger=65 in/mi). D-34

- E ._ o C~ ll C) al - 2 ._ - o ~ -10 D Q .= ~_ i~ o ~_ o 1 - 0 - - - o ~ -10 D J ~D c - - ~ 00.00 Sm oother Rougher 80.00 60.00 Regression Equation: 40.00 - ~ y = -0.374x - 8E-15 _ 20.00 - j I I I v . v ~ ~ .00 -80.00 -60.00 -40.00 -20.00 0. 30 ~40.00 60.00 80.00 1 oC -20.00 t \ -40.00 -60.00 -80.00 - ~ 00.00 °/0 Change in Initial Floughness (based on target=20 ~n/mi) .00 - 1-85 NB Hart & Franklin Co. | Pigure D-53. Sensitivity of in~tial roughness for Georgia AC/lPC pavements (roughness mode] approach; Trigger=65 in/mi). ~ 00.00 , . . . Smoother Rougher 80.00 60.00- . Regression Equation: 40.00 - y ~ -0.7647x - 6E-15 \ 20.00 - . i I1-- ~ 0.0^ ~ I - ~I I .00 -80.00 -60.00-40.00 -20.00 0. )0~0.00 40.00 60.00 80.00 10 -20.00- . \ -40.00- . -60.00 t ~ -80.00 - . ~ : ~ ~-~.06- % Change in Initial Roughness (based on target=20 in/mi) .00 |-1-20 EB Cobb & Douglas Co. ~ Figure D-54. Sensitivit~r of initial roughness for Georgia AC/AC pavements (roughness model approach; Trigger=65 in/mi). D-35

- E ._ Lo 11 - - a' - o 93 -10 al - J ._ al ,~-: 1 00.00 '.,, . Smoother :. .. _ . 80 00 - . .. ,, ~ ., 6 0 .00 :.- . . . . . '2-. ~40 00 ~. 1 1 1 1 -It . ).00 -80.00 -60.00 -40.00 -20.00 0. -20.00 -40.00 -60.00 -80.00 - 1 00.00 Rougher . Regression Equation: y ~ -0.4486x - 2E-15 ~00 "''"'" ....":::""^'....,1 '' :.. ~ ., . ., NO Change in Initial Roughness (based on target=55 in/mi) ~1-24 EB Massac Co. : 1-24 W B M assac C o . 1-24 EB Johnson Co. ~ 1-24 W B Johnson Co. +1-64 WB White Co. +~ 1-72 EB Maco n Co. (2 ) 1-74 WB McLean Co. 1-55 SB Montgomery Co. ::: 1-55 NB McLean Co. (2) ::: 1-55 SB McLean Co. (2) ; - -1-55 SB McLean Co. (1 ) .:.-- 1-55 SB Liv ingston Co . ( 1 ) it:: 1-55 SB Livingston Co. (2) : 1-39 SB Ogle Co. (1) 1-39 NB LaSalle Co. (1 ) 1-39 SB LaSalle Co. (1) 1-39 SB LaSalle Co. (2) Figure D-55. Sensitivity of initial roughness for Illinois CRC pavements (roughness model approach; Trigger=150 in/mi). ~ oO.OO Sm oother . 80.00 Rougher - E to u, - - - a' - - o ~3 91 - 10 J - 4) C to o- 60.00 40.00 8L. ; _ To oo ....... , ~1 1 ~ .00 -80.00 -60.00 -40.00 -20.00 o.l) Regression Equation: ye, -0.3603x ~ 2E-1 5 ~ t I I I 0 ~ 40.00 60.00 80.00 1 OC _ -20.00 -40.00 -60.00 -80.00 ~ ^^ ^^ rvv.vv % Change in Initial Roughness (based on target=50 in/mi) i 38~ 1-57 NB Fayette Co. | ::: 1-57 SB Fayette Co. .00 Figure D-56. Sensitivity of initial roughness for Illinois AC/CRC pavements (roughness model approach; Trigger=150 in/mi). D-36

~ - E - ._ o U. 11 a, - - c o ~ - 1 0 D - ._ C ~ 00.00 S m oot he ~R ou gher 80.00- _ 60.00 Regression Equation: 40.00 - ~ y = -0.391 7x + 5 E- 1 5 ~t 1 ~1 1 ~.~ ~ 1 1 1 1 .00 -80.00 -60.00 -40.00 -20.00 0.l 30 ~ 60.00 80.00 10 -20.00: : -40 .00 - _ -60.00 ;oo.oot I % Change in Initial Roughness (based on target=50 in/mi) | ::: 1-70 WB Effingham Co | | .8B 1-70 EB Effingham Co. Figure D-57. Sensitivity of initial roughness for Illinois AC/JRC pavements (roughness model approach; Trigger=150 in/mi). o ~? - - :t s: o VJ D -5C - _i - 1 00.00 Rougher Sm oother _ 80.00- _ _ 60.00 40.00 - / 20.00 - - -< ~ ^^ ~ ~ .00 - 40 .00 - 30 .00 20 .00 ~ ;0 1 0 .00 20 00 30 00 40 00 50 /,'0.00 // -40.00- - Regression Equation: y ~ 1.9358x + 8E-16 -60.00 -80.00 -1 00.00 % Change in Initial Smoothness (based on target=4.0) |+1-24 EB Caldwell & Trigg Co. | 0O | ~ 1-24 W B Caldwell & Trigg Co . | Figure D-58. Sensitivity of ~tial serviceability for Kentucky PCC interstate pavements (roughness model approach; Trigger=2.75). D-37

-. - ~r - En - a, c) - o ~- D - 5 0 - C ._ as ~ _ 1 VV.VV Rougher Sm oother 80 00 60.00 40.00- ~ / 20.00 - ~ _' . , , , ~^ ~ f I I I I ~T T I V .V~ ~ . ·00 -40.00 -30.00 -20.00 -10.0,,0. )0 10.00 20.00 30.00 40.00 50 W20.00 3$' -40.00 Regression Equation: ~ y ~ 2.1087x - 2E-14 / -60.00 -80 .00 - 1 00.00 % Change in Initial Smoothness (based on target=4.1) l~1-24WB Lyon Co.| 00 1+1-24 EB Lyon Co. | Figure D-59. Sensitivity of initial serviceability for Kentucky AC interstate pavements (roughness model approach; Trigger=2.75). 4) - ~0 - o al D -50 - ~D c - 1~^ ^^ vv.vv Rougher Sm oother 80.00 60.00 40.00 20.00 1 1 1 1 t;S~ 1 -- 1 1 1 1 00 -40.00 -30.00 -20.00 .~.1 30 1 0.00 20.00 30.00 40.00 50 Z^,,~20.00 '/ -40.00 Regression Equation: ~ ye 1.9143x + lE-14 '' -60.00 -80.00 ~ vv.vv % Change in Initial Smoothness (based on target=4.1) +1-64 WB Shelby Co. ~1-71 NB Gallatin Co. 00 ~1-75 NO Grant Co. .i l-71 SB Gallatin Co. Figure D-60. Sensitivity of initial serviceability for Kentucky AC/PCC interstate pavements (roughness model approach; Trigger=2.751. D-38

ll c) - ~ ce - as . - o c) ~ -50 ._ i_ cn c al - - - o ~ -50 - ._ An c _ : ~ . ~ v I Rougher Smoother 80 00 · - 60 00 40 00 2004 1 1 00 -40 00 -30 00 -20 00 -10~0 30 10 00 20 00 30 00 40 00 50 ~W'f 20.00 t I -40 00 Regression Equation y ~ 1 7174x - 1E-14 -60 00 -80 00 -1 ^^ ^^ vv .vv % Change in Initial Smoothness (based on target=4.1) 00 | ;: 1-65 SB Hart Co | 1+l 64WB Carter Co I |~1-65 NB Hart Co Figure D-61. Sensitivity of initial serviceability for Kentucky AC/AC interstate pavements (roughness mocle! approach; Trigger=2.751. 1 00.00 Rougher Sm oother 80 00 60 00 - ~ . / '' / : 4000 ~/ . , , , , ~ ^^ .q .~ ~v . v _ . r .00 ~40.00 ~30.00 -20.00 -10.00 ^.1 )0 10.00 20.00 30.00 40.00 50 /700 + Regression Equation: / elf. y ~ 3 0764x + 0 0501 / :; -60 00 / -80 00 / - -100 00 °/0 Change in Initial Smoothness (based on target=4.1) 00 Mountain Parkway EB Clark Co Mountain Parkway WB Clark Co -Western KY Parkway EB Ohio Co Western KY Parkway WB Ohio Co :: Bluegrass Parkway EB Anderson Co Figure D-62. Sensitivity of initial serviceability for Kentucky AC/PCC parkway pavements (roughness mode] approach; Trigger=2.751. D-39

- c) - <e - o on D -50 - ._ a, i_ ._ U) U. 11 Hi - 4) - o to ~ -10 JO J C Ho of ~ 00.00 Rougher Smoother _ 80 00 _ - 60.00 - _ 40.00 - _ 20.00- _ 1 1 1 ~ - e.0~ ~1 - 1 1 1 00 -40.00 -30.00 -20.00 -a 0.1 )0 10.00 20.00 30.00 40.00 50 _~ -20.00 -40.00 - Regression Equation: y = 1 .22 78x + 3 E -1 5 -60.00 -;0000T - ~v~vv _ _ _ % Change in Initial Smoothness (based on target=4.1) 00 |~BIuegrass Parkway WB Woodford Co. ~ Figure D-63. Sensitivity of initial serviceability for Kentucky AC/AC parkway pavements (roughness model approach; Trigger=2.751. - 1 00.00 Sm oother Rougher : ~80.00 ... 60.00 . Regression Equation: = = ~y . -0.3779x - 6E-15 I I I I ~ HI t ~I .00 -80.00 -60.00 -40.00 -20.0' onto -60.00 -80.00 1 00.00 % Change in Initial Roughness (based on target=55 in/mi) -a 1-96 EB lonia Co. .00 ::: 1-96 WB lonia Co. i' 1-94 EB Van Buren Co. ~ ~1-94 WB Van Buren Co. | Figure D-64. Sensitivity of initial roughness for Michigan JRC pavements (roughness model approach; Trigger=150 in/mi). D-40

~ oo~oo S m oot he r 80 00 Rougher E o In - c, cr. - - a' - - c o 9; -10 as D ._ ._ cn C 60.00 40.00 20.00 Regression Equation: y = -0.1334x + 8E-16 .00 -80.00 -60.00 -40.00 -20.00 0. -20 .00 -40 .00 -60 .00 -80.00 ·l~r~ mr~ ~o ~ oo 10d % Change in Initial Roughness (based on target=50 in/mi) .00 ~US 131 SB Osceloa Co. : 1-75 NB Roscom m on Co. (1 ) ~:;-~1-75 NB Roscommon Co. (2) Figure D-65. Sensitivity of initial roughness for Michigan AC pavements (roughness model approach; Trigger=150 in/mi). - o - 4) - o 2 -'o D - 4) J c C 1 00.00 Sm oother Rougher 80.00 60.00 _ Regression Equation: 40.00 - ~ y ~ -0.4358x - 3E-15 ~4L._ 20.00 1 1 1 1 0,0 ~,; 1 1 1 1 .00 -80.00 -60.00 -40.00 -20.00 0. 30 ~40.00 60.00 80.00 10 -40.00 - . -60.00 -80.00 - 1 00.00 % Change in Initial Roughness (based on target=50 in/mi) .00 |~1-96 WB Ottawa Co. I Figure D-66. Sensitivity of initial roughness for Michigan AC/PCC pavements (roughness model approach; Trigger=150 in/mi). D-41

E ~_ u, uo 11 4) . - - - c o 91 -1 0 D - ._ - ~ OG 00 Smoother Rougher ~80.00 `:60 00 t R egression E qu atio n: 0 00 y = -0. 6033x - 4E -1 5 I I I I 0. - ~ I I I i .00 -80.00 -60.00 -40.00 -20.00 0 1 30 _ ~40.00 60.00 80.00 1OC -20.00- ~~5 -40.00 t~ -60.00 -~ ;ooootI % Change in Initial Roughness (based on target=55 in/mi) 0O L~MN 210 EB CrOW W ing Co. | I+MN 60 EB Cotton Wood Co. | Figure D-67. Sensitivity of initial roughness for Minnesota PCC pavements (roughness model approach; Trigger=150 in/mi). E ~_ o U. cn al ~i 4, - o ~ -10 D - c 4) ~e 1 00.00 Sm oother Rougher 80.00 60.00 _ Regression Equation: 40.00 - - y~-0.4527x- 1E-14 ~_ 20.00 - t I · I ~ ^~ Ir I I v . v v s .00 -80.00 -60.00 -40.00 -20.00 0. 30 ~ 40.00 60.00 80.00 10( -20.00- ~ ~ -40.00 t -60.00 -80.00 t - 1 00.00 % Change in Initial Roughnese (based on target=50 in/mi) r-MN 27 EB Douglas Co. I~MN 32 NB Red Lake Co. | 00 Figure D-68. Sensitivity of initial roughness for Minnesota AC pavements (roughness model approach; Trigger=150 in/mi). D-42

E I_ go u, - - o 9; -10 cry 8 - ._ ID ._ E 0) cry al - ~o - o ~ - 1 0 D ID lo 1 00.00 Sm cot he r Rougher 80.00 - _ · ~ 60.00 _ Regression Equation: 40.00- y=-0.4484x ~20.00 1 1 1 1 0 ~_ 1 1 11 .00 -80.00 -60.00 -40.00 -20.00 0. )0 -~LQ 40.00 60.00 80.00 10( __ -20.00 - A_ -40.00 - ~ . -60.00 ;oooot % Change in Initial Roughness (based on target=50 in/mi) .00 (+MN 23 EB Kandiyohi Co. | Figure D-69. Sensitivity of initial roughness for Minnesota AC/AC pavements (roughness mode! approach; Trigger=150 in/mi). 1 o" on v. Sm oother Rougher 80.00 · - 60.00 40 00 Regression Equation: -go._ 20.00 I I HI i it_ I I I I .00 -80.00 -60.00 -40.00 -20.00 0. 0~, 60.00 80.00 1 OC -20.00 - = -40.00 -60.00 -80.00 - 1 00.00 % Change in Initial Roughness (based on target=7 in/mi) BUS 14 ED Beadle Co. (1) : US 14 WB Beadle Co. (2) 00 BUS 18 WB Fall River Co. (2) Figure D-70. Sensitivity of initial roughness for South Dakota PCC pavements (roughness mode! approach; Trigger=45 in/mi). D-43

~ ~ HA An Ale ~ - a' c a of To - a, a, - as ID - - ° -50 or C11 - J ._ On a' To or - ._ c o' o To ID 4) to - := ° -5C o' ~5 D - ~D al To or S m o ot he r 40.00 Rougher 30.00 20.00 m"' :.. By_ . . 1 0.00 ~:~ . :x-.-. ~: _ , .00 -40 .00 -30.00 -20.00 Regression Equation: y = -0.4038x - SE-1 5 I U:Uv ~L ~.0o -10.00 ... _ ~ _ -20.00 -30.00 -40.00 rot ^^ . _v .v v 40.00 50 % Change in Initial Roughness (based on target=100 counts/mi) I-90 EB King Co. (2 ) :: I-90 WB King Co. (2) 00 Arc 1-90 EB King Co. (1 ) Figure D-71. Sensitivity of initial roughness for Washington PCC pavements (roughness model approach; Trigger=350 counts/mi). -0.00 Sm oother .~ 40.00 Rougher 30.00 20.00 10 00 .00 -40.00 -30.00 -20.00 -10.00 0. -1 0.00 -20.00 -30.00 -40.00 en ^^ ~rV.VV . . i'. Regression Equation: y ~ -0.1621x 0 ~0 % Change in Initial Roughness (based on target=60 counts/mi) -4E-~I-go EB Adams Co. (2) ;:: I-90 WB Adams Co. (2) ;;; 1-90 EB Grant Co. i-90 WB Grant Co. Figure D-72. Sensitivity of initial roughness for Washington AC pavements (roughness model approach; Trigger=350 counts/mi). D-44

° -50 o' i_ al ~0.00 S m cot her Rou gher 40.00 ._ of 30 00 o o 20.00 - ~ Regression Equation: y = -0.0683x 1 0.00 - ~. ~-1 ~ , ~' ,, ,.. 1 ~1 1 00 -40.00 -30.00 -20.00 -10.00 0. 30 10.00 20.00 30.00~ 30 -1 0.00 -20.00 -30 .0 0 -40 .00 -~0.00 °/0 Change in Initial Roughness (based on target=60 counts/mi) |~I-90 WB Adams Co. (1 ) | Figure D-73. Sensitivity of initial roughness for Washington AC/AC pavements (roughness model approach; Trigger=350 counts/mi). a Or ':n - - o 00 D -2 - ~D - ~_ en TO O' 1 00.00 Rougher Sm Bother ,: 80.00- _y 60.00+ A/ 40.00- ~ ~ _~/: ,.~,.. ' ' 20.00 - ~,5.,..~ 1 ~ a, i, ~^ ~ .00 -15.00 -10.00~0. 0 5.00 10.00 15.00 20 Regression Equ ation: y ~ 3.5245x - 2E-15 -60.00 , ~ -80.00 - 1 00.00 . 1 % Change in Initial Smoothness (based on target=4.0) 00 +1-43 NB Sheboygan & Manitowoc Co. ~1-43 SB Sheboygan & Manitowoc Co. :~ 1-43 NB Brown Co. BUS 53 NB Douglas Co. Figure D-74. Sensitivity of initial serviceability for Wisconsin CRC pavements (roughness model approach; Trigger=2.75). D-45

- o ll 4) CD - ai - o o' D -20 - ._ ._ C o ~r ~D - - a~ - o -20 2 - - ~O O' _WI 13 NB & SB Marathon Co. (1 ) ~US 45 N8 Washington Co. ---: -- US 10 EB & WB Pierce Co. ~ OO.OO - ,.4 Rougher `3,0 00 Smoot ,~/' · - '' ~ 2000~ ; ° -15 00 :0 5 00 10.00 15 00 Z0 -/ Regression Equation: ~J~; -60.00 - y ~ 3.4673x - 1 E-14 ~/'/ ~ ;oooo t °/0 Change in Initial Smoothness (based on target=4.0) 00 i~US 61 NB & SB Grant Co. +US 18 WB Dan6 Co. ~ "US 151 NB & SB Dodge Co. (1) -US151 SBlowaCo. Figure D-75. Sensitivity of initial serviceability for Wisconsin JPC (w/o dowels) pavements (roughness model approach; Trigger=2.751. -- 1 00.00 / f Rougher / Smoother / 80.00- tt 60.00- / / 40.00- / 20.00- / / V~ I I t Q=i ~I ~I .00 -15.00 -10.00 -~ ~ 0 5.00 10.00 15.00 20 =__a~~ >~70 , /-40.00 . ~ f Regression Equation: / ,/ -60.00 - y, 5.7644x + 1 E-14 /~. -80.00 ~- t 00.00 °/O Change in Initial Smoothness (ba~d on target=4.0) |+US 10 EB & WB Outagamie Co. (1) | 00 |~US 10 EB & WB Outagamie Co. (2)1 Figure D-76. Sensitivity of initial serviceability for Wisconsin JRC pavements (roughness model approach; Trigger=2.751. D-46

- - - o a) ~ -2C - ._ c ._ as - a~ 4) :t o ~ -2 - - - a, ~ OO.OG Rougher Sm oother 80.00 · ~ 60.00 40 00 . .. ;:-" ~ 20.00- ~ 1 1 1 Q~i- 1 1 1 i, ~ O 0 5.00 1 0.00 15.0020 Regression Equation: y = 2.1466x + 3E-15 -60.00 _;oooot · vv.vv °/0 Change in Initial Smoothness (based on target=4.1) +WI 21 EB & WB Adams Co. MAW I 26 NB & SB Fond Du Lac Co. (1 ) 00 - . W I 80 NB & SB Juneau Co. Figure D-77. Sensitivity of initial serviceability for Wisconsin AC pavements (roughness model approach; Trigger=2.751. 1 00.00 // Rougher Soother 80.00 - // _ /^ ~ 40.00 /~/ / ~ 15~ ~1 .00 -15 Am. 30 5.00 10.00 15.00 20 _~-4000 //=' ~Regression Equation: ^~ ~y ~ 2.5741x - 2E-14 -60.00 -80.00 - 1 00.00 % Change in Initial Smoothness (based on target=4.1) 00 +US 8 EB 8` WB Rusk Co. BUS 12 EB & WB St. Croix Co. ~ BUS 12 EB ~ WB Jackson & Monroe Co. | PUS 12 EB & WB Dane Co. (1 ) ~W I 13 NB & SB Ashland Co. (1 ) . US 18 EB & WB Grant Co. -US 41 SB W ashington Co. WI 80 NB & SB Grant Co. : US 151 NB & SB Grant & Lafayette Co. | Figure D-78. Sensitivity of initial serviceability for Wisconsin AC on rigid base pavements (roughness mode! approach; Trigger=2.751. D-47

- - a, - - c) - o 4) ~ -2 - ._ ::n 00.00 R ou 9 h er Sm oothe r 80.00 ~- 60.00 40.00 - ~/ 1 20.00~ 1 .00 _~~0 5.00 10.00 15.00 20 .. :.: -40.00 - Regression Equation: . :~.: y = 2.1 84x + 5E-1 5 .;;. -60.00 _;oooot % Change in Initial Smoothness (based on target=4.1) 00 +WI 26 NB Fond Du Lac Co. (2) ~US 8 EB & WB Forest Co. --US 8 EB & WB Marinette Co. ~US 10 EB & WB Trempealeau Co. ~US 12 EB & WB Jefferson Co. f Wl 13 NB & SB Taylor Co. US 14 EB ~ WB Rock Co. ~US 51 NB & SB Iron Co. (1) :.: US 51 NB & SB Iron Co. (2) ::: US 8 EB & WB Barron Co. ::: US 14 EB & WB lowa Dane Co. .. 1-43 NB Ozaukee Co. ''::.~1-43 SB Ozaukee Co. - :;: US 151 NB & SB Dodge Co. (2) Figure D-79. Sensitivity of initial serviceability for Wisconsin AC on flexible base pavements (roughness model approach; Trigger=2.751. - cc c~ ,~ 11 ~ ~ - 1 0 U ~ 0 D - 1nn ~ , V V .v Rougher80.0 5D:~oother 60.0 40.0 20.0- ~ I I I I 0.0 - r I I I I 0.0 -80.0 -60.0 -40.0 -20.0 ', 0 20.0 40.0 60.0 80.0 1 0 -20.0 -40.0 -6 0 0 - R egression E qu a tion: . y = 1.3016x - 8E-15 -80.0 , f~ -~ vv .v ~ Change in Serviceability (based on target Rl=4.0) ).0 Figure D-SO. Sensitivity of initial serviceability for Kentucky PCC interstate pavements (pavement faiTure approach; Trigger=2.751. D-48

- u) - 11 ~ is ~ ~ - . - - c) ~ ~ ~ - 1 0 0 us - 1 (~(~.0 - R vugh e r~ O 0 Sm oo th er 60.0 40.0 20.0 - ~ 1 1 ~1 0;~ - 1 1 1 1 0.0 -80.0 -60.0 -40.0 -20.0 _0 0 20.0 40.0 60.0 80.0 1 0 -20.0 -40.0 Regression Equation: -6 0.0 - - y = 1.19 95x - 7E-16 loo o t ~ V V .V % Change in Serviceability (based on target RI=4.0) _ ).0 Figure D-81. Sensitivity of initial serviceability for Kentucky PCC parkway pavements (pavement failure approach; Trigger=2.751. ~ O · - 11 . C; ~ ~ ~ -1 0 an a ID 100.0 Rougher Sm oother 80.0 60.0 40.0 20.0 1 1 1 1 44_ _. 1 1 1 1 0.0 -80.0 -60.0 -40.0 -20.0 0 0 20.0 40.0 60.0 80.0 1 0 -2 0 .0 -40.0 - ~ Regression Equation: -60.0 - y = 0.3442x + 5E-15 -8 0.0 -100.0 . % Change in Serviceability (based on target RI=4.1) ..0 Figure D-82. Sensitivity of initial serviceability for Kentucky AC interstate pavements (pavement failure approach; Trigger=2.75~. D-49

Q) 11 . - - ~ c ~s ~ - ~ o ~ o cc D - rl r~ ~ 1 v ~ .v Rougher Sm oother SO.Q - _ _ _ _ 60.0 - ~ ? 40.0 20.0 r I I I i v.v ~ ~ ~ I r 0.0 -80.0 -60.0 -40.0 -20.0 ~ 0 20.0 40.0 60.0 80.0 1 0 -204 ~ Regression Equation: -60.0 - _ y = 3.7536x + 6E-15 -8 0.0 - _ -100 0 % Change in Serviceability (based on target RI=4.1 ) ).0 Figure D-83. Sensitivity of initial serviceability for Kentucky AC parkway pavements (pavement faiTure approach; Trigger=2.751. ce 00 ,~ 11 ~_ s: b4 ',= ~ -1 0 u ~ O cc - ~ nr~ ~ ~ V w.v Rougher Sm oother n 60.0 40.0 20.0 - ~ 1 1 1 1 0.0~ ~1 1 1 1 0.0 -8 0.0 -6 0.0 -4 0.0 -2 0.0 ~ 0 2 0.0 4 0.0 6 0.0 8 0.0 1 0 -2~.0 -40.0 - Regression Equation: -6 0.0 - y = 1.743 7x - 1 E -1 4 -8 0.0 nn 1 vv.v % Change in Serviceability (based on target RI=4.0) ) .0 Figure D-84. Sensitivity of initial serviceability for Kentucky AC/AC interstate pavements (pavement failure approach; Trigger=2.751. D-50

~r, u) 11 e~ ~ -1 0 ~ o u, D - 1 w~.w Rougher Sm oother .sn n 60.0- _ 40.0- ~ r 20.0 - ~ 1 1 1 1 0.0~ ~1 1 1 1 0 .0 -8 0.0 -6 0.0 -4 0.0 -2 0.0 ~ 0 2 0.0 4 0.0 6 0.0 8 0.0 1 0 -J -40.0 - ~ Regression Equation: y = 3.4773x + lE-14 -60.0 - _ 1oo o t % Change in Serviceability (based on target RI=4.1) Figure D-85. Sensitivity of initial serviceability for Kentucky AC/AC parkway pavements (pavement failure approach; Trigger=2.75~. _] 11 c, . - c, _ bC C) - 1 0 z O ~r. - 1 ) .0 ~ ~r~ n ~ V V .v R o u g h e r S m o o th e r sn L- _ _ 60.0 - ~ / 40.0 20.0 , , , , ^^ ~ r ~w .v ~ ~ 0.0 -8 0.0 -6 0.0 -4 0.0 -2 0.0 ~ 0 2 0.0 4 0.0 6 0.0 8 0.0 1 0 -2 04 -4~.0 Regression Equation: y = 3.7411x + 2E-14 -6 0.0 -8 0.0 100.0 . % Change in Serviceability (based on target RI=4.1) ~ .0 Figure D-86. Sensitivity of initial serviceability for Kentucky AC/PCC interstate pavements (pavement faiTure approach; Trigger=2.751. D-51

r -199.9 Rou gher ~80.0 Sm 0 other l ~ 1 1 1 1 0 20.0 40.0 60.0 80.0 1 0 Regression Equation: - y = 0.9823x + 6E-16 - u, ;^ rat c' ~ ._ ~ '' -1 0 5; _ 0 c, in - 60.0 40.o 20.0 , , , , r~ r1 I I , , v., 0.o -80.0 -60.0 -40.0 -20.0 ~ -20.0 -40.0 -60.0 -80.0 100.0 % Change in Serviceability (based on target PSI=4.1) .o Figure D-87. Sensitivity of initial serviceability for Wisconsin AC on rigid base pavements (pavement failure approach; Trigger=2.75~. - ~n cat en ~ _ 3 11 C) _ ._ C} ~ ~ C} ~ t-10 ~ _ U 0 c, - 100.0 Rougher Smoother _ 80.0 ~.- 60.0 40.0- ~ 20.0 t , I I tl ~ ~I I I j ~v.v_ ~, , I o.o -80.0 -60.0 -40.0 -20.0 ~ 0 20.0 40.0 60.0 80.0 1 0 -~.0 -40.0 Regression Equation: -60.0 - - y = 1 .9504x - 9E-15 L i80:°t I % Change in Serviceability (based on target PSI=4.1) .0 Figure D-88. Sensitivity of initial serviceability for Wisconsin AC on flexible base pavements (pavement failure approach; Trigger=2.751. D-52

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