AASHTO Flexible Design Procedure Dr. Christos Drakos University of Florida
Topic 7 – AASHTO Flexibl Flexible e Pavement Pavement Design 1. De Deve velo lopm pme ent A MERICAN MERICAN A SSOCIA S SOCIATIO TION N OF STATE HIGHWA IGHWAY Y AND TRANSPORTATION OFFICIALS http://www.aashto.org/
1.1 AASHO Road Test • Late Late 50’s 50’s road road test test in in Illino Illinois is • Object Objective ive was to dete determi rmine ne the the
• Provid Provided ed data data for for the desig design n criter criteria ia 1.2 Performance Measurements Establishment of performance criteria is critical Functional
AAS AASH HTO Vs AI
Structural
Topic 7 – AASHTO Flexible Pavement Design 1.2 Performance Measurements (cont) • AASHO Road Test performance based on user assessment: – Difficult to quantify ( – Highly variable – 0-1 1-2 2-3 3-4 4-5
– – – – –
V. Poor Poor Fair Good V. Good
A panel of experts drove around in standard vehicles and gave a rating for the pavement
• Measurable characteristics (performance indicators): – Visible – Surface friction – Roughness (
Topic 7 – AASHTO Flexible Pavement Design 1.3 AASHTO Performance Relations Establish correlation between user assessment (ride experience) and performance indicators (measurable characteristics) USER ASSESSMENT 0-1 1-2 2-3 3-4 4-5
– – – – –
V. Poor Poor Fair Good V. Good
Present Serviceability Index (PSI) PSI = A 0 + A 1F1 + A 2F2 + A 3F3 A 0 … A 3 = Regression Coefficients F1 = Measure of roughness F2 = Measure of rutting F3 = Measure of cracking
PERFORMANCE INDICATORS
∝
Measure Measure Measure
How does the true (user) performance correlate to the measured performance? calculated the regression coefficients for the PSI equation
Topic 7 – AASHTO Flexible Pavement Design 1.3 AASHTO Design Equations 1.3.1 Performance Requirements & Design Life PSI scale: 1 (V. Poor)
5 (V. Good)
PSI Terminal PSI (known) no longer functional Time (age)
AASHTO performance requirement = •
Topic 7 – AASHTO Flexible Pavement Design 1.3.2 Performance Relation PERFORMANCE ( ∆ PSI)
∝
What are the three factors affecting performance ( ∆ PSI)? • •
Pvt is
Topic 7 – AASHTO Flexible Pavement Design 1.3.3 Definition of Structural Number AC BASE SUB-BASE
D1
a1
D2
a2
D3
a3
Structural Coefficient (a): a = fnc (
Basic Procedure: • Determine the traffic (ESAL) • Calculate the • Select the performance level ( • Solve for the required
Topic 7 – AASHTO Flexible Pavement Design 1.3.4 Design Notes
i. Different combination of materials & thicknesses may result in the same SN ii. Your job as a designer is to select the most economical combination, using available materials and considering the following: • • •
iii.AASHTO assumes that pavement structural layers will not be overstressed: • Must check that
Topic 7 – AASHTO Flexible Pavement Design 2. Design Inputs 2.1 General Design Variables
• • • •
Design Life Material Properties Traffic Reliability • Degree of certainty that the pavement will last the design period • Uncertainty in: – – –
Topic 7 – AASHTO Flexible Pavement Design 2.2 AASHTO Reliability Factor (FR ) Adjust traffic for reliability:
W18 = w18 × FR Where: W18 = w18 =
FR = fnc ( Reliability level Overall Standard Deviation: chosen • Traffic Variation • Performance prediction variation • Materials (subgrade)
Steps: 1. Define functional class (Interstate/Local) 2. Select reliability level (R) – Table 11.14 3. Select a standard deviation (S0) • Flexible: − No traffic variation: − With traffic variation: • Rigid: − No traffic variation: − With traffic variation:
S0=0.35 S0=0.45 S0=0.25 S0=0.35
Topic 7 – AASHTO Flexible Pavement Design 2.3 Performance Criteria Design for serviceability change: • ∆ PSI = PSI0 – PSIt – PSI0 = • •
– PSIt = • •
2.4 Material Properties 2.4.1 Effective Subgrade Resilient Modulus • Obtain MR values • Separate year into time intervals • Compute the −2.32
uf = 1.18 ×108 × MR
Topic 7 – AASHTO Flexible Pavement Design 2.4.1 Effective Subgrade Resilient Modulus (cont) • Compute average uf for entire year • Determine effective MR using average uf
−2.32
uf = 1.18 ×10 8 × MR
Topic 7 – AASHTO Flexible Pavement Design 2.4.2 Pavement Structural Layers • Layer coefficient ai; relative quality as a structural unit: – 2” of material with a=0.2 provides
• Initially layer coefficients were derived from AASHO road test results; have subsequently been related to resilient modulus Hot-Mix Asphalt • AASHTO does not require test to determine HMA modulus; usually assume aHMA =0.44
Topic 7 – AASHTO Flexible Pavement Design 2.4.2 Pavement Structural Layers (cont) Untreated and Stabilized Bases • Can estimate the base layer coefficient from Figure 7.15 for: – Untreated base – Bituminous-treated base – Cement-treated base
• For untreated base can also use the following (instead of interpolating from the figure): –
Granular Sub-bases • Can estimate the sub-base layer coefficient from Figure 7.16 • Can also use the following (instead of interpolating from the figure): –
Topic 7 – AASHTO Flexible Pavement Design 2.5 Drainage • AASHTO guide provides means to adjust layer coefficients depending • Define quality of drainage of each layer based upon: – –
• Determine drainage modifying factor (m) from Table 11.20 – SNi = ai × Di × mi
Topic 7 – AASHTO Flexible Pavement Design 2.6 Computation of Required Pavement Thickness 2.6.1 Basic Approach • Determine the required SN for design traffic • Identify trial designs that meet required SN 2.6.2 Nomograph to Solve for SN
Topic 7 – AASHTO Flexible Pavement Design 2.6 Computation of Required Pavement Thickness (cont) 2.6.3 Solving the Equation log
(
) (Z R ⋅ S 0) + 9.36 ⋅ l og( SN + 1) − 0.2 +
log W 18
⎛ PSI ⎞ ⎝ 4.2 − 1.5 ⎠
0.4 +
1094 ( SN + 1)
+ 2.32 ⋅ log( M R) − 8.07
5.19
• Declare the known variables – W18, ZR , S0, PSI & M R • Give an initial estimate for the SN • Allow the equation solver (Matlab, Maple, Mathcad, Excel, etc.) to iterate for the solution
Topic 7 – AASHTO Flexible Pavement Design 2.6.4 Pavement Structural Layers • SN = a1D1 + a2D2m2 + … • No Unique Solution! Many • Optimize the design; consider the following: – Design constraints – drainage, minimum thickness, available materials – Construction constraints – minimum layer thickness – Economics
2.6.5 Layered Design Analysis • Nomograph determines the SN required to protect the subgrade • However, each structural layer must be protected against overstressing • Procedure developed using the AASHTO design nomograph – Determine the SN required to protect each layer
Topic 7 – AASHTO Flexible Pavement Design • First we need to protect the subgrade; use the nomograph to get SN needed to provide adequate protection • BUT, • Only top (AC) layer
SNtotal SN2
SN1 E1, a1 E2, a2, m2 E3, a3, m3 MReff
Topic 7 – AASHTO Flexible Pavement Design 2.6.6 General Procedure 1. Using E2 as the MR value, determine from Figure 11.25 the structural number SN1 required to protect the base and compute the thickness of layer 1 by SN • D = a1 1 1 2. Using E3 as the MR value, determine from Figure 11.25 the structural number SN2 required to protect the subbase and compute the thickness of layer 2 by SN − a D* • D ≥ a2 m1 1 2 2 2 3. Based on the roadbed soil resilient modulus MReff , determine from Figure 11.25 the total structural number SN 3 required and compute the thickness of layer 3 by SN − a D* − a D*m • D ≥ 3 1a 1m 2 2 2 3 3 3
Topic 7 – AASHTO Flexible Pavement Design 2.7 Other Thickness Considerations 2.7.1 AASHTO Suggested Minimums ESAL
Asphalt Concrete
< 50,000
Aggregate Base
1”
4”
2”
4”
2.5”
4”
3”
6”
2,000,000 – 7,000,000
3.5”
6”
> 7,000,000
4”
6”
50,000 – 150,000 150,000 – 500,000 500,000 – 2,000,000
2.7.1 Construction / Stability Layer must be thick enough to act as a unit: • Thickness > 2* (Maximum Aggregate Size)
Topic 7 – AASHTO Flexible Pavement Design 2.8 Cost Considerations • Consider: – Different combination of materials – Cost of materials – Cost of excavation (cut areas) • Express cost as a unit contribution to SN Material
$/sq.yd.-in
ai
mi
$/unit SN
Crushed Stone Pit-Run Gravel Asphalt Concrete
• Maximize crushed stone thickness – minimize AC thickness – Can also stabilize base to use less HMA • Use gravel only for fill or frost
Topic 7 – AASHTO Flexible Pavement Design 2.9 AASHTO Design Example 1 Given: • Reliability = 90% • Overall Std. Dev. = 0.35 • W18 = 10 million • Design Serviceability Loss = 2.0
Material
MR
ai
mi
AC
400,000
0.42
-
Crushed Stone
30,000
0.14
0.80
Granular Subbase
14,000
0.10
0.70
Roadbed Soil
5,000
-
-
WORK EXAMPLE ON THE BOARD
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 Given: • Reliability = 90% • Performance period = 20 years • Overall Std. Dev. = 0.45 • W18 = 5.26 million • Design Serviceability Loss = 2.0 Material
Modulus (psi)
Cost ($/sq.yd.-in)
Asphalt Concrete
300,000
1.70
Cement-Stabilized Base
500,000
0.80
Bituminous-Treated Base
350,000
1.20
Crushed Stone
25,000
0.40
Pit-Run Gravel
12,000
0.32
Excavation
-
0.25
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Construct a material information table: Material
Layer
$/sq.yd-in
Asphalt Concrete
Surface
1.70
Asphalt Concrete
Base
1.70
Cement-Stabilized Base
Base
0.80
Bituminous-Treated Base
Base
1.20
Crushed Stone
Base
0.40
Crushed Stone
Subbase
0.40
Pit-Run Gravel
Subbase
0.32
ai
mi
$/Unit SN
Next step is to fill in the information
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Asphalt Concrete structural coefficient (a) – Figure 7.13:
0.37
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Bituminous-treated base structural coefficient (a) – Figure 7.15:
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Cement-stabilized base structural coefficient (a) – Figure 7.15:
0.118
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Crushed stone base structural coefficient (a) – Figure 7.15:
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Crushed stone subbase structural coefficient (a) – Figure 7.16:
0.16
Topic 7 – AASHTO Flexible Pavement Design 2.10 AASHTO Design Example 2 (cont) Material
Layer
$/sq.yd-in
ai
mi
$/Unit SN
Asphalt Concrete
Surface
1.70
0.370
1.0
4.59
Asphalt Concrete
Base
1.70
0.275
1.0
6.18
Cement-Stabilized Base
Base
0.80
0.118
1.0
6.78
Bituminous-Treated Base
Base
1.20
0.300
1.0
4.00
Crushed Stone
Base
0.40
0.120
1.2
2.78
Crushed Stone
Subbase
0.40
0.160
1.2
2.08
Pit-Run Gravel
Subbase
0.32
0.090
0.8
4.44
Are there any obvious conclusions?
