ASPHALTIC EQUATIONS
& EXAMPLE CALCULATIONS
This IM describes the equations associated with asphaltic materials. In addition, there are a number of example calculations showing how to determine various properties.
NAMING CONVENTION
P_{a} 
= 
% of air voids in compacted hot mix asphalt mixture (percent of total volume) Lab Voids for gyratory specimens or Field Voids for cores 
P_{b} 
= 
% of asphalt binder in the hot mix asphalt mixture 
P_{b(RAP)} 
= 
% of asphalt binder in RAP material 
P_{b(add)} 
= 
% of virgin asphalt binder needed to add to the mix to achieve the total intended binder content 
P_{b(added)} 
= 
% of virgin asphalt binder in the hot mix asphalt mixture. Does not include the asphalt binder from the RAP 
P_{s} 
= 
% of combined aggregate in the hot mix asphalt mixture 
= 
100 – P_{b }  other nonaggregate components 

P_{ba} 
= 
% of asphalt binder absorbed by aggregate, aggregate basis 
P_{ba (mix)} 
= 
% of asphalt binder absorbed by aggregate, mix basis 
P_{be} 
= 
effective asphalt binder, %, mixture basis 
% Abs 
= 
% water absorption of the individual or combined aggregate 
ABS 
= 
fraction of water absorption of the individual or combined aggregate 
= 
% Abs/100 

ABS is always used in the calculations rather than % Abs. 

G_{sa} 
= 
apparent specific gravity of the aggregate 
G_{se} 
= 
effective specific gravity of the combined aggregate 
G_{sb} 
= 
bulk specific gravity of the aggregate (dry basis) 
G_{sb(SSD)} 
= 
bulk specific gravity of the aggregate (SSD basis) 
Used for Portland Cement Concrete NOT ASPHALT!!! 

G_{b} 
= 
specific gravity of the asphalt binder at 25°C (77°F) 
G_{b (effective)} 
= 
effective specific gravity of the combined new and recycled asphalt binder at 25°C (77°F) 
% New AC 
= 
percentage of the total binder that is virgin (not from RAM) 
G_{mm} 
= 
maximum specific gravity of the hot mix asphalt mixture. Often referred to as the Rice specific gravity, solid specific gravity or solid density. 
G_{mb} 
= 
bulk specific gravity of compacted hot mix asphalt mixture 
G_{mb}_{(measured)} 
= 
G_{mb} of gyratory specimen as determined from test procedure in IM 321 
G_{mb}_{(corrected)} 
= 
corrected G_{mb} of gyratory specimen at N_{des}, also called Lab Density. 
G_{mb}_{(corrected)} and G_{mb}_{(measured)} will be the same when compacting to N_{des} so no correction is necessary. 

G_{mb(field core)} 
= 
bulk specific gravity of pavement cores (also G_{mb(field)} or Field Density) 
VMA 
= 
% voids in mineral aggregate, (percent of bulk volume), compacted mix 
V_{t} 
= 
design target air voids, % 
VFA 
= 
% voids filled with asphalt binder 
N_{ini} 
= 
Number of gyrations used to measure initial compaction. 
N_{des} 
= 
Number of gyrations used to measure design compaction. G_{mb} for Lab 
Density is determined at N_{des}. 

N_{max} 
= 
Number of gyrations used to measure maximum compaction. 
N_{x} 
= 
Level of compaction, where x is the number of gyrations. 
R 
= 
temperature correction multiplier obtained from IM 350 Table 2 App. A 
d_{t} 
= 
density of water at test temperature, g/cc 
h_{max} 
= 
the height of the specimen at N_{max}, mm 
h_{des} 
= 
the height of the specimen at N_{des}, mm 
h_{x} 
= 
the height of the specimen at any gyration level N_{x}, mm 
C_{x} 
= 
percent of compaction expressed as a percentage of G_{mm} 
Where x is the number of gyrations (this is normally N_{ini} or N_{max}) 

S 
= 
slope of the compaction curve 
FT 
= 
Film Thickness, microns 
SA 
= 
Surface Area, m^{2}/kg 
F/B 
= 
Filler/Bitumen Ratio also called Fines/Bitumen Ratio 
s_{n1} 
= 
Sample Standard Deviation 
x̄ 
= 
sample average 
FORMULAS
All calculations shown have been rounded for ease of presentation. Normally calculations will involve maintaining more significant figures throughout the intermediate calculations and only rounding the final result. The values generated by the software specified by the DOT will be the accepted results for reporting purposes.
All specific gravity calculations will be reported to 3 decimal places. Binder content is reported to 2 decimal places. Percent voids, VMA and VFA are reported to 1 decimal place.
Unless noted as otherwise, the following information is given to perform the calculations for a mix not containing RAS. Any additional needed information will be provided with the sample calculation.
P_{b} = 5.75% 
G_{sa} = 2.667 
G_{mb (field)} = 2.215 
P_{s} = 100 – 5.75 = 94.25% 
G_{se} = 2.659 
G_{mb } 
% Abs = 1.39 
G_{sb} = 2.572 
G_{mb (corrected)} = 2.273 
ABS = 1.39/100 = 0.0139 
G_{sb(SSD) }= 2.608 
% RAP = 10.0% 
G_{b} = 1.031 
G_{mm} = 2.438 
P_{b(RAP)} = 5.00% 
% minus #200 (75 μm) sieve = 5.0% 
VOLUMETRIC EQUATIONS
To convert the specific gravity of asphalt binder from one temperature to another, the following two equations are used.
G_{b (effective)} with RAM 

% Abs 

Where: 
W_{a} = SaturatedSurfaceDry (SSD) weight of coarse portion, 1315.7 g 

W_{b} = SaturatedSurfaceDry (SSD) weight of fine portion, 690.3 g 

W_{c} = Combined dry weight of coarse and fine portion, 2000.0 g 

% Abs_{(combined)} 

Where: 
% Abs_{1} = 0.67% 
P_{s1} = 50% 

% Abs_{2} = 1.23% 
P_{s2} = 5% 

% Abs_{3} = 2.21% 
P_{s3} = 45% 

G_{sa} 

Where: 
W = Weight of dry sample, 2000.0 g 

W_{1} = Sample weight of pycnometer filled with water at test temperature, 6048.0 g 

W_{2} = Sample weight of pycnometer filled with water and sample, 7298.1 g 

R = Multiplier to correct temperature to 77°F = 1.0000 @ 77°F 

G_{sb} 

G_{sb (combined)} 

Where: 
P_{s1} = 50.0% 
G_{sb1} = 2.657 

P_{s2} = 5.0% 
G_{sb2} = 2.642 

P_{s3} = 45.0% 
G_{sb3} = 2.640 

G_{se} 


G_{mm} 


Where: 
W = Sample weight of sample, 2020.0 g 

W1 = Sample weight of pycnometer filled w/water at test temperature, 6048.0 g 

W_{2} = Sample weight of pycnometer filled w/water and sample, 7239.5 g 

R = Multiplier to correct temperature to 77°F = 1.0000 @ 77°F 

To correct the density of water to 77°F the R multiplier is used. The value of R is given in the tables in IM’s 350 and 380 for temperatures from 60 to 130°F. R is calculated as follows: 

R 


Where: 
d_{t} = density of water at temperature t = 0.99707 g/cc at 77°F. 

G_{mb} (or G_{mb }_{(measured)}) 

Where: 
W_{1} = Sample Dry weight, 4800.0 g 

W_{2} = Sample weight in water, 2727.7 g 

W_{3} = Sample weight in air, SSD, 4805.6 g 

P_{a} (lab voids) 


%G_{mm }(field core) 

P_{a }(field voids) 


VMA 


VFA 


P_{ba} 


P_{be} 


P_{ba (mix)} 
= P_{b}  P_{be} 

F/B (fines/bitumen) 

Where: 
Total % of minus #200 (75 μm) includes both virgin aggregate and RAP when used 

If compacting to N_{max} a correction to the measured G_{mb} must be performed. The corrected G_{mb} (G_{mb (corrected)}) is then used in the calculations for P_{a} (lab voids) and VMA.
To correct G_{mb} from the measured value at N_{max} to the corrected value at N_{des}:
G_{mb (corrected)} 
(lab density) 


Where: 
h_{max} = 117.5 mm (the height at N_{max}) and h_{des} = 119.4 (the height at N_{des}) 

To find the percent of maximum specific gravity (%G_{mm}) at a specific gyration (N_{x}): 

C_{x} 
(%G_{mm}) 

N_{ini} = 8 gyrations 
h_{8} = 135.4 mm 

Given: 
N_{des} = 109 gyrations 
h_{109} = 119.4 mm 

N_{max} = 174 gyrations 
h_{174} = 117.5 mm 

C_{8} 

C_{109} 

C_{174} 

To find the slope of the gyratory compaction curve: 

S 


Where: 
C_{max} and C_{ini} are expressed as decimals. 

To determine the percent of asphalt binder to add to a mix containing RAP (P_{b(add)}) to achieve the total intended P_{b} shown on the JMF (this the value to which the plant controls are set):
P_{b(add)} 

To determine the percent of aggregate contributed by the RAP in the total aggregate blend:
To determine the actual percent virgin aggregate in the total aggregate blend containing RAP: 

To determine the total percent asphalt binder in a mix containing RAP: 

Total P_{b} 
= 

Where: 
P_{b(added) } is the actual percent of virgin asphalt binder added to the mix from the tank stick, flow meter or batch weights  not the P_{b(add) }determined above which is the original determination on the JMF. 

FRICTION AGGREGATE CALCULATIONS
Percent Retained on #4 Sieve:
% +#4 Frictional aggregate
Example: The aggregate blend contains 20% quartzite as the Type 2 friction class aggregate, the quartzite gradation shows 90% retained on the #4 sieve, and the combined gradation of the blend shows 60% retained on the #4 sieve:
% +#4 frictional aggr. in total blend = +#4 Type 2
Percent Passing the #4 Sieve:
% −#4 Type 2 aggregate
Example: For a single Type 2 aggregate:
Quartzite Type 2 aggregate is 20% of the total blend and has 58% passing the #4 sieve. The combined gradation of the total blend has 65% passing the #4 sieve.
% −#4 Type 2 in the total blend
If more than one Type 2 aggregate is included in the blend the gradations of the Type 2 aggregates must be combined first in the numerator to determine the percent passing the #4 sieve for the Type 2 aggregate as shown in the following example.
Example: For multiple Type 2 aggregates:
Three quartzite aggregates are included in the total blend. The graded quartzite aggregate is 20% of the total blend and has 58% passing the #4 sieve. The quartzite man sand is 10% of the total blend and has 100% passing the #4 sieve. The quartzite chip is 5% of the total blend and has 5% passing the #4 sieve. The combined gradation of the total blend has 65% passing the #4 sieve.
The % Type 2 in the total blend combined −#4 is:
% −#4 Type 2 in the total blend
Fineness Modulus
The fineness modulus of the Type 2 (FM_{Type2}) material is expressed as 600 minus the total of the percents passing each of the six sieves from the #4 to the #100 sieves divided by 100 and then multiplied by the percentage of Type 2 aggregate in the total blend expressed as a decimal.
Where:
P_{x} is the percent passing sieve #x (x = #4, #8, #16, #30, #50, and #100)
P_{Type 2} is the percent of Type 2 aggregate in the total blend expressed as a decimal
When more than one Type 2 aggregate is included in the total blend the gradations of the Type 2 aggregates must be combined first to determine the percent passing each of the six sieves for the total Type 2 aggregate as shown in the following example.
Example:
Given: The following gradations of the three Type 2 aggregates and the percentages in the total blend:
Percent Passing 
3/4 
1/2 
3/8 
#4 
#8 
#16 
#30 
#50 
#100 
#200 
20% Graded Quartzite 
100 
98 
78 
58 
48 
38 
28 
18 
8.0 
4.0 
10% Quartzite Man Sand 
100 
75 
52 
33 
22 
7.0 
2.0 

5% Quartzite Chip 
100 
95 
35 
5.0 
4.5 
4.0 
3.5 
3.0 
2.0 
1.0 
The total percent Type 2 quartzite in the total blend is 20+10+5=35%
To combine the gradations of the Type 2 aggregates, multiply the percent passing each sieve (#4 to #100) for each aggregate by the percent of that aggregate in the total blend, sum the results individually for each sieve then divide the sum by the total percent Type 2 in the total blend as shown below. Express the result to two significant figures.
Combined gradation of the Type 2 for the #4 sieve:
Perform this same calculation for each of the other five sieves, #8, #16, #30, #50 and #100
Percent Passing 
3/4 
½ 
3/8 
#4 
#8 
#16 
#30 
#50 
#100 
#200 
Total Type 2 Combined 
62 
50 
37 
26 
17 
6.9 
FILM THICKNESS EXAMPLE:
The surface area (SA) is found by taking the % Passing times the Surface Area Coefficient. The Surface Area for the material above the #4 sieve is a constant 0.41. The total surface area is found by adding all of the individual surface area values.
SA 
(for each sieve) 

(for the #16 sieve above) 

Where: 
The Surface Area Coefficients are constants. 

FT 
(Film Thickness) 

Optimum P_{b} 

Where: 
Target voids = 4.0 

P_{b} 
P_{a} 

(low P_{b} =) 
4.75 
5.5 
(= high voids) 

(high P_{b} =) 
5.75 
3.0 
(= low voids) 

6.75 
1.2 

Since the target voids of 4.0% falls between 5.5 and 3.0 they are the high voids and low voids respectively. The asphalt contents associated with those voids are used as the low P_{b }and high P_{b }respectively. 

% Moisture 

Where: 
Wet Wt. Sample = 2100.0 g 

Dry Wt. Sample = 2000.0 g 

To adjust the height of a G_{mb} specimen to reach the intended height, the following equation is used. 

Adjusted sample weight 

G_{sb }(from G_{sb(SSD)}) 

Min. P_{b} 

You have 13,000 grams of aggregate and 650 grams of asphalt binder. Determine the asphalt binder content (P_{b}) of the mixture. 

P_{b} 

Where: 
W_{b} = Weight of the asphalt binder, g 

W_{s} = Weight of the aggregate, g 

P_{b }= Percent binder of the mix, mix basis 

You have 13,000 grams of aggregate. You want to prepare a mixture having 5.5% asphalt binder content based on the total mix. Determine the weight of the asphalt binder you need to add to the aggregate. 

W_{b} 

Where: 
W_{b }= Weight of the added binder, mix basis, g W_{s} = Weight of the aggregate, g 

QUALITY INDEX (QI) EXAMPLE %G_{mb} Method:
For use on projects not using the PWL specifications
Given: 
lab. lot average G_{mb(corrected)} = 2.408 

field G_{mb} of individual cores: 2.319, 2.316, 2.310, 2.298, 2.242, 2.340, and 2.345. 

% of lab density = 94%, 95%, or 96%. For this example 95% is used. 

Determine the average field density (G_{mb}) of the seven cores. 

x̄ 

The sample standard deviation is determined as follows: 

s_{n1} 

Where: 
x = individual sample value 

n = number of samples 

x̄ = average of all samples 

The Quality Index for density shall be determined according to the following calculation: 

QI 

The QI is less than 0.72. Check for outliers. To test for a suspected outlier result, apply the appropriate formula. 

_{} 

The highest density or lowest density shall not be included if the suspected outlier result is more than 1.80 for seven samples. The quality index shall then be recalculated for the remaining six samples. 

The suspected low outlier result is greater than 1.80 for seven samples, therefore the core with the lowest density, 2.242, is an outlier. 

Recalculate the QI for the remaining six densities (excluding the outlier). 

Avg. G_{mb (field lot)(new)} 
= 2.321 
= σ_{n1 (new)} 
= 0.018 

QI_{(new)} 

GRADATION EXAMPLE (Combined Gradation):
Assume the proportions of the individual aggregates are as follows: 50% ¾”
Minus, 5% ⅜” Chips, and 45% Nat. Sand. Then using the following
gradations for the individual aggregates, determine the combined gradation.
To determine the combined gradation, take each individual material % Passing times the percentage of that material in the blend. For example, take the 50% of the 3/4” Minus material times the % Passing for that material.
3/4” Minus Portion % Passing #200 sieve:
Do the same thing with each of the other aggregates and sieve sizes to obtain the following:
Next, sum the individual sieve sizes to get the combined gradation. This will result in the following combined gradation.
BATCHING EXAMPLE:
You have been directed to prepare a 13,000gram batch of aggregate composed of the aggregates used above with the same proportions. The ¾” Minus has been split into four size fractions by sieving on the 12.5 mm, 9.5 mm and 4.75 mm sieves. The ⅜” Chip has been split into three size fractions by sieving on the 9.5 mm and 4.75 mm sieves. The Nat. Sand is one size fractions passing the 4.75 mm sieve. Complete the following batching sheet by determining the mass of each aggregate needed, the percentage of each size fraction and the weight of each size fraction.
Weight ¾” Minus @ 50% = __________ grams
Weight ⅜” Chip @ 5% = __________grams
Weight Nat. Sand @ 45% = __________grams
The weight of each material is found by taking the percentage of the blend each material is times the total batch weight. For example, the weight of the ¾” Minus is found by taking 50% of the 13,000 gram batch, or 6,500 grams.
The % In Size Fraction column is found by subtracting the % Passing from one size by the previous size % Passing. For example, the % In Size Fraction for the –19 + 12.5 Size Fraction is found by subtracting 90% Passing the 12.5 mm sieve from 100% Passing the 19 mm sieve. This process is repeated for each size fraction. The last line in the % In Size Fraction column is found by adding each of the individual values above it. The total should be 100.0%.
The Weight Needed Each Fraction is found by taking the % In Size Fraction value and multiplying it by the total mass of that aggregate. For example, for the ¾” Minus material, there is 10% in the –19 + 12.5 size fraction. Take this 10% times the mass of 6,500 grams to get the Weight Needed value of 650 grams.
The Cumulative Weight is found by taking the first value in the Weight Needed column and placing it in the first spot for the Cumulative Weight column. For example, there was 650 grams needed in the previous example. This value would go on the first line of the Cumulative Weight column. Each successive line requires adding the corresponding Weight Needed value with the previous Cumulative Weight value. Below are the solutions for the example shown above.
Weight ¾” Minus @ 50% = 6500.0 grams
Weight ⅜” Chip @ 5% = 650.0 grams
Weight Nat. Sand @ 45% = 5850.0 grams
The Cumulative Weight at the end of the batching should always equal the desired total batch weight.
Determination of Tons of Asphalt Binder Used
Determine the tons of asphalt binder used in the mix for a given day using the following information:
Weights of all Binder @ 60°F = 8.67 lbs./gal.
Beginning tank stick 18,000 gal. @ 296°F
28.0 tons Binder hauled in during the day’s run
Ending tank stick 16,000 gal. @ 296°F
Volume correction factor for correcting Binder @ 296°F to Binder @ 60°F = 0.9200
The difference between the beginning and ending tank stick readings is the first place to start. There were 2,000 gal. of binder used plus all of the binder hauled in during the day.
To combine these quantities, they must be converted to tons. First the gallons used must be corrected to 60°F. Since the temperature is the same for the beginning and ending tank stick readings the correction can be done on the difference between the two readings. If the temperatures were different for the two readings, the temperature correction would need to be done on the individual readings before the difference is determined.
2,000 gal binder @ 296°F
This value must then be converted to the tons of binder.
1840 gal @ 60°F
This value in addition to the 28.0 tons of binder hauled in during the day is the amount used in the mix that day.
Tons of binder used in mix
DETERMINING CORRECTION FACTORS FOR COLD FEED VS. IGNITION OVEN
The correction factor is determined by taking the percent passing an ignition oven sieve and subtracting it from the percent passing of the corresponding coldfeed sieve. For example, there is 31 percent passing the number #8 sieve for the ignition oven and 29 percent passing the #8 sieve for the coldfeed. The correction factor for this sieve size is 2.0. The correction factor is applied to the ignition oven test results for I.M. 216 comparison.
This same procedure is used regardless of using a single gradation or multiple gradations to determine the correction factors. If multiple gradations are used, the correction factor is determined for each individual result and the resulting correction factors averaged for each sieve.
QUALITY INDEX (QI) FIELD VOIDS EXAMPLE %G_{mm} Method:
For use on projects using the PWL specifications
Given: 
Field G_{mb} of individual cores: 2.319, 2.316, 2.310, 2.298, 2.242, 2.340, 2.345, 2.310. 

Lot Average G_{mm} = 2.501 

Determine the average field density {(Avg G_{mb})_{(FIELD LOT)}} of the eight cores. 

x̄ 

The sample standard deviation (s_{n1}) of G_{mb} for the field lot {(Std. Dev. G_{mb})_{FIELD LOT}} is determined as follows: 

s_{n1} 

Where: 
x = individual sample value 

n = number of samples 

x̄ = average of all samples 

The Lower and Upper Quality Indexes for field voids shall be determined according to the following calculations: 

QI_{U} (Field Voids) 

QI_{L} (Field Voids) 

Example: 

QI_{U} (Field Voids) 

QI_{L} (Field Voids) 

If the QI produces a PWL that results in less than 100% pay, check for outliers. To test for a suspected outlier result, apply the appropriate formula. 

_{} 

The highest density or lowest density shall not be included if the suspected outlier result is more than 1.80 for eight samples. The quality index shall then be recalculated for the remaining seven samples. 

The suspected low outlier result is greater than 1.80 for eight samples, therefore the core with the lowest density, 2.242, is an outlier. 

Recalculate the upper and lower QI for the remaining seven densities (excluding the outlier). 

Avg. G_{mb (field lot)(new)}= 2.320 
σ_{n1 (new)}= 0.020 

QI_{U} _{(new)} 

QI_{L} _{(new)} 

DETERMINATION OF PERCENT WITHIN LIMITS (PWL)
Field Voids
Calculate the upper and lower QI for field voids. Using Table 6 in AASHTO R 997 Appendix C and the QI value, the PWL can be determined using a sample size of N=8. A sample size of N=8 is always used regardless of the actual number of samples. The program provided by the Iowa DOT will calculate the PWL automatically using a best fit equation between QI values.
The PWL used for pay factor determination is based on a combination of the upper and lower PWLs calculated from the QI_{U} and QI_{L}. In this case the PWLs determined by the best fit equation for the QI_{U} (1.58) and QI_{L} (4.67) are 95.6 and 100.0 respectively.
Example:
PWL = (PWL_{U} + PWL_{L}) – 100 = (95.6 + 100.0) – 100 = 95.6
PWL Table for N=8 (from AASHTO R 997 Appendix C Table 6)
QI 
PWL 
QI 
PWL 
QI 
PWL 
QI 
PWL 
QI 
PWL 
0.00 
50.00 
0.50 
68.43 
1.00 
83.96 
1.50 
94.44 
2.00 
99.24 
0.05 
51.89 
0.55 
70.16 
1.05 
85.26 
1.55 
95.17 
2.05 
99.45 
0.10 
53.78 
0.60 
71.85 
1.10 
86.51 
1.60 
95.84 
2.10 
99.61 
0.15 
55.67 
0.65 
73.51 
1.15 
87.70 
1.65 
96.45 
2.15 
99.74 
0.20 
57.54 
0.70 
75.14 
1.20 
88.83 
1.70 
97.01 
2.20 
99.84 
0.25 
59.41 
0.75 
76.72 
1.25 
89.91 
1.75 
97.51 
2.25 
99.91 
0.30 
61.25 
0.80 
78.26 
1.30 
90.94 
1.80 
97.96 
2.30 
99.96 
0.35 
63.08 
0.85 
79.76 
1.35 
91.90 
1.85 
98.35 
2.35 
99.98 
0.40 
64.89 
0.90 
81.21 
1.40 
92.81 
1.90 
98.69 
2.40 
100.00 
0.45 
66.67 
0.95 
82.61 
1.45 
93.65 
1.95 
98.99 
2.45 
100.00 
Note: For QI values less than zero, subtract the table value from 100.
The best fit equation used in the spreadsheet software to calculate the upper or lower PWL is:
PWL = 3E−10x^{6}+0.2019x^{5}−3E−09x^{4}−4.123x^{3}−2E08x^{2}+37.881x+50
Where: x = QI_{U} or QI_{L}
QUALITY INDEX (QI) LAB VOIDS EXAMPLE:
Based on the weekly lot of HMA produced with a minimum of eight test values, determine the average and standard deviation for the air voids.
Quality Index for Air Voids Upper Limit (QI_{U})
QI_{U} 
Quality Index for Air Voids Lower Limit (QI_{L})
QI_{L} 
Using Table 6 in AASHTO R 997 Appendix C and a sample size of N=8 determine the upper and lower QI limits. A sample size of N=8 is always used regardless of the actual number of samples. The program provided by the Iowa DOT will calculate the PWL automatically using a best fit equation between QI values. No rounding is done until the final PWL is determined.
Example:
Given the following weekly lot air void information and a target air void of 4.0% determine the upper and lower limits for the QI for air voids: 3.1, 3.9, 4.2, 4.5, 4.5, 4.1, 4.3, 4.5
P_{a(avg)} 

Std. Dev. P_{a} 


QI_{U} 

QI_{L} 
DETERMINATION OF PERCENT WITHIN LIMITS (PWL)
Lab Voids
Using Table 6 from AASHTO R 997 Appendix C a sample size of N=8 and the QI_{U} and QI_{L} find the corresponding PWL for the QI_{U} and QI_{L}. A sample size of N=8 is always used regardless of the actual number of samples. In this case the PWLs determined by the best fit equation for the QI_{U} and QI_{L} are 98.2 and 100.0 respectively.
The PWL used for pay factor determination is based on a combination of the PWLs calculated from the QI_{U} and QI_{L}.
Example:
PWL = (PWL_{U} + PWL_{L}) – 100 = (98.2 + 100.0) – 100 = 98.2
DETERMINATION OF PAY FACTOR
The pay factor is determined from the tables in the Basis of Payment section .05 of the specification. A PWL between 80.0 and 95.0 results in a pay factor of 1.000. Equations are used to determine the pay factor for other PWL values.
Example:
Using the PWL determined above for Lab Voids of 98.2 and the specified equation for a Lab Voids PWL of 95.1 – 100.0:
Lab Voids:
PF (Pay Factor) = 0.0060000 × 98.2 + 0.430 = 1.019
Using the PWL determined above for Field Voids of 95.6 and the specified equation for a Field Voids PWL of 95.1 – 100.0:
Field Voids:
PF (Pay Factor) = 0.008000 × 95.6 + 0.240 = 1.005
DETERMINING AVERAGE ABSOLUTE DEVIATION (AAD) FOR LAB VOIDS
AAD is calculated by determining the absolute difference between the target and the individual test results and then averaging those values.
Example:
Target Voids P_{a} = 4.0
Individual P_{a} = 3.8, 4.2, 4.1, 3.7, 3.5
AAD (Lab Voids)
DETERMINING MOVING AVERAGE ABSOLUTE DEVIATION (AAD) FOR LAB VOIDS
Calculate the absolute deviation from target (ADT_{i}) for sample, i, using the following equation:
Where,
i = Sequential production sample, i
ADT_{i} = Absolute deviation from target for sample, i
Pa_{i} = Laboratory air voids test result for sample, i
Target Pa = Target laboratory air voids for mixture
  = Absolute value
Calculate the moving average ADT for i ≥ 4 using the following equation:
Where,
i = Sequential production sample, i
ADT_{i} = Absolute deviation from target for sample i
  = Absolute value