Attachment 4.10 UFGS 32 12 16.pdf

USACE / NAVFAC / AFCEC / NASA UFGS- 32 12 16 ( August 2009) Pr epar i ng Act i v i t y: USACE Super sedi ng UFGS- 32 12 16 ( August 2008)

UNI FI ED FACI LI TI ES GUI DE SPECI FI CATI ONS

Ref er ences ar e i n agr eement wi t h UMRL dat ed Apr i l 2020

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

08/09

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Method of Measurement

1.1.2 Basis of Payment

1.1.3 Percent Payment

1.1.4 Laboratory Air Voids and Theoretical Maximum Density

1.1.5 Mean Absolute Deviation

1.1.6 In-place Density

1.1.7 Mat and Joint Densities

1.1.8 Pay Factor Based on In-place Density

1.1.8.1 Step 1

1.1.8.2 Step 2

1.1.8.3 Step 3

1.1.8.4 Step 4

1.1.9 Pay Factor for Grade

1.1.10 Payment Adjustment for Smoothness

1.1.10.1 Straightedge Testing

1.1.10.2 Profilograph Testing

1.1.10.3 Bumps ("Must Grind" Areas)

1.2 REFERENCES

1.3 SUBMITTALS

1.4 ENVIRONMENTAL REQUIREMENTS

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Asphalt Mixing Plant

2.1.1.1 Truck Scales

2.1.1.2 Testing Facilities

2.1.1.3 Inspection of Plant

2.1.1.4 Storage bins

2.1.2 Hauling Equipment

2.1.3 Asphalt Pavers

2.1.3.1 Receiving Hopper

2.1.3.2 Automatic Grade Controls

SECTION 32 12 16 Page 1

2.1.4 Rollers

2.2 AGGREGATES

2.2.1 Coarse Aggregate

2.2.2 Fine Aggregate

2.2.3 Mineral Filler

2.2.4 Aggregate Gradation

2.3 ASPHALT CEMENT BINDER

2.4 MIX DESIGN

2.4.1 JMF Requirements

2.4.2 Adjustments to Field JMF

2.5 RECYCLED HOT MIX ASPHALT

2.5.1 RAP Aggregates and Asphalt Cement

2.5.2 RAP Mix

PART 3 EXECUTION

3.1 PREPARATION OF ASPHALT BINDER MATERIAL

3.2 PREPARATION OF MINERAL AGGREGATE

3.3 PREPARATION OF HOT-MIX ASPHALT MIXTURE

3.4 PREPARATION OF THE UNDERLYING SURFACE

3.5 TEST SECTION

3.5.1 Sampling and Testing for Test Section

3.5.2 Additional Test Sections

3.6 TESTING LABORATORY

3.7 TRANSPORTING AND PLACING

3.7.1 Transporting

3.7.2 Placing

3.8 COMPACTION OF MIXTURE

3.9 JOINTS

3.9.1 Transverse Joints

3.9.2 Longitudinal Joints

3.10 QUALITY CONTROL

3.10.1 General Quality Control Requirements

3.10.2 Testing Laboratory

3.10.3 Quality Control Testing

3.10.3.1 Asphalt Content

3.10.3.2 Gradation

3.10.3.3 Temperatures

3.10.3.4 Aggregate Moisture

3.10.3.5 Moisture Content of Mixture

3.10.3.6 Laboratory Air Voids, Marshall Stability and Flow

3.10.3.7 In-Place Density

3.10.3.8 Grade and Smoothness

3.10.3.9 Additional Testing

3.10.3.10 QC Monitoring

3.10.4 Sampling

3.10.5 Control Charts

3.11 MATERIAL ACCEPTANCE

3.11.1 Sublot Sampling

3.11.2 Additional Sampling and Testing

3.11.3 Grade

3.11.4 Surface Smoothness

3.11.4.1 Smoothness Requirements

3.11.4.1.1 Straightedge Testing

3.11.4.1.2 Profilograph Testing

3.11.4.2 Testing Method

3.11.4.2.1 Straightedge Testing

3.11.4.2.2 Profilograph Testing

SECTION 32 12 16 Page 2

-- End of Section Table of Contents --

SECTION 32 12 16 Page 3

USACE / NAVFAC / AFCEC / NASA UFGS- 32 12 16 ( August 2009) Pr epar i ng Act i v i t y: USACE Super sedi ng UFGS- 32 12 16 ( August 2008)

UNI FI ED FACI LI TI ES GUI DE SPECI FI CATI ONS

Ref er ences ar e i n agr eement wi t h UMRL dat ed Apr i l 2020

SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

08/09

NOTE: Thi s gui de speci f i cat i on cover s t he r equi r ement s f or hot - mi x asphal t ( HMA) cour ses ( cent r al - pl ant hot - mi x) f or r oads.

Adher e t o UFC 1-300-02 Uni f i ed Faci l i t i es Gui de Speci f i cat i ons ( UFGS) For mat St andar d when edi t i ng t hi s gui de speci f i cat i on or pr epar i ng new pr oj ect speci f i cat i on sect i ons. Edi t t hi s gui de speci f i cat i on f or pr oj ect speci f i c r equi r ement s by addi ng, del et i ng, or r evi s i ng t ext . For br acket ed i t ems, choose appl i cabl e i t em( s) or i nser t appr opr i at e i nf or mat i on.

Remove i nf or mat i on and r equi r ement s not r equi r ed i n r espect i ve pr oj ect , whet her or not br acket s ar e present.

Comment s, suggest i ons and r ecommended changes f or t hi s gui de speci f i cat i on ar e wel come and shoul d be submi t t ed as a Criteria Change Request (CCR) .

PART 1 GENERAL

NOTE: Modi f i cat i ons must be made t o t hi s gui de speci f i cat i on dur i ng conver si on t o a pr oj ect speci f i cat i on i n accor dance wi t h t he NOTES whi ch ar e l ocat ed t hr oughout t he document . These NOTES ar e i nst r uct i ons t o t he desi gner , and wi l l not appear i n t he pr oj ect speci f i cat i on.

Thi s gui de speci f i cat i on onl y per t ai ns t o t he hot - mi x asphal t aspect s of t he pr oj ect and not t o any sur f ace pr epar at i on r equi r ement s deal i ng wi t h aggr egat e base cour ses, mi l l i ng, or t ack and pr i me coat s. Sur f ace pr epar at i on r equi r ement s shoul d be cover ed by ei t her i ncl udi ng t hem i n t hi s gui de speci f i cat i on or by addi ng per t i nent sect i ons t o t he pr oj ect document s.

SECTION 32 12 16 Page 4

Thi s speci f i cat i on ut i l i zes a Qual i t y Assur ance and Qual i t y Cont r ol ( QA/ QC) const r uct i on management phi l osophy. Qual i t y Assur ance r ef er s t o t he act i ons per f or med by t he Gover nment or desi gnat ed r epr esent at i ve t o assur e t he f i nal pr oduct meet s t he j ob r equi r ement s. Thi s speci f i cat i on has been devel oped f or QC t est i ng t o be used as a basi s of pay. The Gover nment ' s QA t est i ng shoul d i ncl ude as a mi ni mum 10 per cent of t he QC t est s. The speci f i cat i on can be edi t ed t o ut i l i ze QA t est i ng r esul t s ( s i mi l ar t o Sect i on 32 12 15. 13 HOT-MIX ASPHALT AI RFI ELD PAVI NG) i n det er mi ni ng t he basi s f or pay. Qual i t y Cont r ol r ef er s t o t he act i ons of t he Cont r act or t o moni t or t he Cont r act or ' s const r uct i on and pr oduct i on pr ocesses and t o cor r ect t hese pr ocesses when out of cont r ol . Resul t s of QC t est i ng ar e r epor t ed dai l y on t he pr ocess cont r ol char t s mai nt ai ned by t he Cont r act or . Qual i t y Cont r ol i s cover ed i n par agr aph CONTRACTOR QUALI TY CONTROL. Qual i t y Cont r ol al so i ncl udes t he t est i ng f or pay and i s cover ed i n par agr aphs MATERI AL ACCEPTANCE and PERCENT PAYMENT.

For pr oj ect s l ess t han 500 met r i c t ons, St at e DOT mat er i al ' s r equi r ement s may be speci f i ed. Onl y mat er i al r equi r ement s may be subst i t ut ed as an opt i on. The desi gner shoul d sel ect whi ch DOT mi x desi gn i s appr opr i at e f or t he pr oj ect . Const r uct i on pr ocedur es and accept abi l i t y of wor k r equi r ement s must st ay t he same. The l ot s i ze shoul d be t he ent i r e pavi ng por t i on of t he pr oj ect . Desi gner has t he opt i on t o el i mi nat e submi t t al r equi r ement f or mat er i al sampl es f or t hi s s i ze pr oj ect .

For pr oj ect s r equi r i ng 500 met r i c t ons t o 1000 met r i c t ons t hi s gui de may be used " as i s" . The l ot s i ze shoul d cont ai n t he ent i r e pavi ng l i mi t s.

For pr oj ect s over 1000 met r i c t ons use t hi s gui de as i s. Lot s i ze shoul d be speci f i ed appr opr i at el y.

1.1 UNIT PRICES

1.1.1 Method of Measurement

NOTE: Thi s par agr aph wi l l be del et ed i f t he pr oj ect ' s pavi ng por t i on of t he wor k i s i n one l ump sum cont r act pr i ce. l ump sum cont r act s shoul d not be used when t he j ob exceeds 1000 met r i c t ons.

The amount paid for will be the number of metric short tons of hot-mix asphalt mixture used in the accepted work. Weigh hot-mix asphalt mixture after mixing, and no separate payment will be made for weight of asphalt cement material incorporated herein.

SECTION 32 12 16 Page 5

1.1.2 Basis of Payment

NOTE: Del et e t he f i r st par agr aph i f t he asphal t pavi ng wi l l be bi d as par t of a l ump sum pr ocur ement . For l ump sum payment , i ncl ude pr escr i pt i ve uni t pr i ce based on t he Gover nment est i mat e. Del et e t he second par agr aph i f t he asphal t pavi ng wi l l be bi d as uni t pr i ce i t em. l ump sum cont r act s shoul d not be used when t he j ob exceeds 1000 met r i c t ons.

[ Quantities of hot-mix asphalt mixtures, determined as specified above, will be paid for at respective contract unit prices or at reduced prices adjusted in accordance with paragraphs MATERIAL ACCEPTANCE and PERCENT PAYMENT. Payment will constitute full compensation for furnishing all materials, equipment, plant, and tools; and for all labor and other incidentals necessary to complete work required by this section of the specification. ]

[ The measured quantity of hot-mix asphalt will be paid for and included in the lump sum contract price. Payment will constitute full compensation for furnishing all materials, equipment, plant, and tools; and for all labor and other incidentals necessary to complete work required by this section of the specification. If less than 100 percent payment is due based on the pay factors stipulated in paragraphs MATERIAL ACCEPTANCE and PERCENT PAYMENT, use a unit price of [_____] per metric short ton for purposes of calculating the payment reduction. ]

1.1.3 Percent Payment

NOTE: On cr i t i cal pr oj ect s, i t i s r ecommended t hat t est i ng f or pay be changed t o a QA r esponsi bi l i t y and an i ndependent mat er i al t est i ng company be hi r ed by t he Gover nment t o pr ovi de t he t est i ng f or pay.

The basi s of pay t est i ng pr ogr am i ncl udes mat er i al t est s t o det er mi ne l abor at or y ai r voi ds and i n- pl ace densi t y, whi ch ar e needed t o det er mi ne per cent payment.

Submit pay calculations. When a lot of material fails to meet the specification requirements for 100 percent pay, as outlined in the following paragraphs, that lot shall be removed and replaced, or accepted at a reduced price which will be computed by multiplying the unit price by the lot's pay factor. The lot pay factor is determined by taking the lowest computed pay factor based on either laboratory air voids, in-place density, grade or smoothness (each discussed below). At the end of the project, an average of all lot pay factors will be calculated. If this average lot pay factor equals or exceeds 95.0 percent, and no individual lot has a pay factor less than 75.1 percent, then the percent payment for the entire project will be 100 percent of the unit bid price. If the average lot pay factor is less than 95.0 percent, then each lot will be paid for at the unit price multiplied by the lot's pay factor. For any lots which are less than 2000 metric 2000 short tons, a weighted lot pay factor will be used to calculate the average lot pay factor.

SECTION 32 12 16 Page 6

1.1.4 Laboratory Air Voids and Theoretical Maximum Density

Laboratory air voids will be calculated by determining the Marshall or Superpave density of each lab compacted specimen using the laboratory-prepared, thoroughly dry method of ASTM D2726/D2726M and determining the theoretical maximum density of every other sublot sample using ASTM D2041/D2041M . Laboratory air void calculations for each sublot will use the latest theoretical maximum density values obtained, either for that sublot or the previous sublot. The mean absolute deviation of the four laboratory air void contents (one from each sublot) from the JMF air void content will be evaluated and a pay factor determined from Table

1. All laboratory air void tests will be completed and reported within 24 hours after completion of construction of each lot.

1.1.5 Mean Absolute Deviation

An example of the computation of mean absolute deviation for laboratory air voids is as follows: Assume that the laboratory air voids are determined from 4 random samples of a lot (where 3 specimens were compacted from each sample). The average laboratory air voids for each sublot sample are determined to be 3.5, 3.0, 4.0, and 3.7. Assume that the target air voids from the JMF is 4.0. The mean absolute deviation is then:

Mean Absolute Deviation = (|3.5 - 4.0| + |3.0 - 4.0| + |4.0 - 4.0| + |3.7

- 4.0|/4

= (0.5 + 1.0 + 0.0 + 0.3)/4 = (1.8)/4 = 0.45

The mean absolute deviation for laboratory air voids is determined to be

0.45. It can be seen from Table 1 that the lot's pay factor based on laboratory air voids, is 100 percent.

Table 1. Pay Factor Based on Laboratory Air Voids

Mean Absolute Deviation of Lab Air Voids from JMF

Pay Factor, percent

O.60 or less 100

0.61 - 0.80 98

0.81 - 1.00 95

1.01 - 1.20 90

Above 1.20 reject (0)

1.1.6 In-place Density

NOTE: Desi gner shoul d edi t par agr aph bel ow i f asphal t l ayer s ar e r equi r ed t o be 25 mm 1 i nch or less.

For determining in-place density, one random core ( 100 mm 4 inches or 150

SECTION 32 12 16 Page 7 mm 6 inches in diameter) will be taken by the Government from the mat (interior of the lane) of each sublot, and one random core will be taken from the joint (immediately over joint) of each sublot. Each random core will be full thickness of the layer being placed. When the random core is less than 25 mm 1 inch thick, it will not be included in the analysis. In this case, another random core will be taken. After air drying to a constant weight, cores obtained from the mat and from the joints will be used for in-place density determination.

1.1.7 Mat and Joint Densities

The average in-place mat and joint densities are expressed as a percentage of the average TMD for the lot. The TMD for each lot will be determined as the average TMD of the two random samples per lot. The average in-place mat density and joint density for a lot are determined and compared with Table 2 to calculate a single pay factor per lot based on in-place density, as described below. First, a pay factor for both mat density and joint density are determined from Table 2. The area associated with the joint is then determined and will be considered to be

1.5 m 5 feet wide times the length of completed longitudinal construction joint in the lot. This area will not exceed the total lot size. The length of joint to be considered will be that length where a new lane has been placed against an adjacent lane of hot-mix asphalt pavement, either an adjacent freshly paved lane or one paved at any time previously. The area associated with the joint is expressed as a percentage of the total lot area. A weighted pay factor for the joint is determined based on this percentage (see example below). The pay factor for mat density and the weighted pay factor for joint density is compared and the lowest selected. This selected pay factor is the pay factor based on density for the lot. When the TMD on both sides of a longitudinal joint is different, the average of these two TMD will be used as the TMD needed to calculate the percent joint density. All density results for a lot will be completed and reported within 24 hours after the construction of that lot.

Table 2. Pay Factor Based on In-place Density

Average Mat Density (4 Cores) (Percent of TMD)

Pay Factor, Percent Average Joint Density (4 Cores) (Percent of TMD)

94.0 - 96.0 100.0 92.5 or above

93.9 100.0 92.4

93.8 or 96.1 99.9 92.3

93.7 99.8 92.2

93.6 or 96.2 99.6 92.1

93.5 99.4 92.0

93.4 or 96.3 99.1 91.9

93.3 98.7 91.8

SECTION 32 12 16 Page 8

Table 2. Pay Factor Based on In-place Density

Average Mat Density (4 Cores) (Percent of TMD)

Pay Factor, Percent Average Joint Density (4 Cores) (Percent of TMD)

93.2 or 96.4 98.3 91.7

93.1 97.8 91.6

93.0 or 96.5 97.3 91.5

92.9 96.3 91.4

92.8 or 96.6 94.1 91.3

92.7 92.2 91.2

92.6 or 96.7 90.3 91.1

92.5 87.9 91.0

92.4 or 96.8 85.7 90.9

92.3 83.3 90.8

92.2 or 96.9 80.6 90.7

92.1 78.0 90.6

92.0 or 97.0 75.0 90.5 below 92.0 or above 97.0 0.0 (reject) below 90.5

1.1.8 Pay Factor Based on In-place Density

An example of the computation of a pay factor (in I-P units only) based on in-place density, is as follows: Assume the following test results for field density made on the lot: (1) Average mat density = 93.2 percent of TMD. (2) Average joint density = 91.5 percent of TMD. (3) Total area of lot = 30,000 square feet. (4) Length of completed longitudinal construction joint = 2000 feet.

1.1.8.1 Step 1

Determine pay factor based on mat density and on joint density, using Table 2:

Mat Density 93.2 percent equals 98.3 pay factor

Joint Density 91.5 percent equals 97.3 pay factor

SECTION 32 12 16 Page 9

1.1.8.2 Step 2

Determine ratio of joint area (length of longitudinal joint x 5 ft) to mat area (total paved area in the lot): Multiply the length of completed longitudinal construction joint by the specified 5 ft. width and divide by the mat area (total paved area in the lot).

(2000 ft. x 5 ft.)/30,000 sq.ft. = 0.3333 ratio of joint area to mat area (ratio).

1.1.8.3 Step 3

Weighted pay factor (wpf) for joint is determined as indicated below:

wpf = joint pay factor + (100 - joint pay factor) (1 - ratio) wpf = 97.3 + (100-97.3) (1-.3333) = 99.1 percent

1.1.8.4 Step 4

Compare weighted pay factor for joint density to pay factor for mat density and select the smaller:

a. Pay factor for mat density: 98.3 percent. Weighted pay factor for joint density: 99.1 percent

b. Select the smaller of the two values as pay factor based on density:

98.3 percent

1.1.9 Pay Factor for Grade

When more than 5 percent of all measurements made within a lot are outside the 15 mm 0.05 foot tolerance, the pay factor based on grade for that lot will be 95 percent. In areas where the grade exceeds the tolerance by more than 50 percent, remove the surface lift full depth and replace the lift with hot-mix asphalt to meet specification requirements, at no additional cost to the Government.

1.1.10 Payment Adjustment for Smoothness

1.1.10.1 Straightedge Testing

Record location and deviation from straightedge for all measurements.

When between 5.0 and 10.0 percent of all measurements made within a lot exceed the tolerance specified in paragraph Smoothness Requirements above, after any reduction of high spots or removal and replacement, the computed pay factor for that lot based on surface smoothness, will be 95 percent.

When more than 10.0 percent of all measurements exceed the tolerance, the computed pay factor will be 90 percent. When between 15.0 and 20.0 percent of all measurements exceed the tolerance, the computed pay factor will be 75 percent. When 20.0 percent or more of the measurements exceed the tolerance, the lot shall be removed and replaced at no additional cost to the Government. Regardless of the above, any small individual area with surface deviation which exceeds the tolerance given above by more than 50 percent, shall be corrected by diamond grinding to meet the specification requirements above or shall be removed and replaced at no additional cost to the Government.

SECTION 32 12 16 Page 10

1.1.10.2 Profilograph Testing

Record location and data from all profilograph measurements. When the Profile Index of a 0.1 km 0.1 mile segment of a lot exceeds the tolerance specified in paragraph Smoothness Requirements above by 16 mm/km 1.0 inch/mile , but less than 32 mm/km 2.0 inches/mile , after any reduction of high spots or removal and replacement, the computed pay factor for that lot based on surface smoothness will be 95 percent. When the Profile Index exceeds the tolerance by 32 mm/km 2.0 inches/mile , but less than 47 mm/km 3.0 inches/mile , the computed pay factor will be 90 percent. When the Profile Index exceeds the tolerance by 47 mm/km 3.0 inches/mile , but less than 63 mm/km 4.0 inches/mile , the computed pay factor will be 75 percent. When the Profile Index exceeds the tolerance by 63 mm/km 4.0 inches/mile or more, the lot shall be removed and replaced at no additional cost to the Government. Regardless of the above, any small individual area with surface deviation which exceeds the tolerance given above by more than 79 mm/km 5.0 inches/mile or more, shall be corrected by grinding to meet the specification requirements above or shall be removed and replaced at no additional cost to the Government.

1.1.10.3 Bumps ("Must Grind" Areas)

Any bumps ("must grind" areas) shown on the profilograph trace which exceed

7.5 mm 0.3 inch in height shall be reduced by diamond grinding until they do not exceed 7.5 mm 0.3 inch when retested. Such grinding shall be tapered in all directions to provide smooth transitions to areas not requiring grinding. The following will not be permitted: (1) skin patching for correcting low areas, (2) planing or milling for correcting high areas. At the Contractor's option, pavement areas, including ground areas, may be rechecked with the profilograph in order to record a lower Profile Index.

1.2 REFERENCES

NOTE: Thi s par agr aph i s used t o l i s t t he publ i cat i ons c i t ed i n t he t ext of t he gui de speci f i cat i on. The publ i cat i ons ar e r ef er r ed t o i n t he t ext by basi c desi gnat i on onl y and l i s t ed i n t hi s par agr aph by or gani zat i on, desi gnat i on, dat e, and t i t l e.

Use t he Ref er ence Wi zar d' s Check Ref er ence f eat ur e when you add a Ref er ence I dent i f i er ( RI D) out si de of t he Sect i on' s Ref er ence Ar t i c l e t o aut omat i cal l y pl ace t he r ef er ence i n t he Ref er ence Ar t i c l e. Al so use t he Ref er ence Wi zar d' s Check Ref er ence f eat ur e t o updat e t he i ssue dat es.

Ref er ences not used i n t he t ext wi l l aut omat i cal l y be del et ed f r om t hi s sect i on of t he pr oj ect speci f i cat i on when you choose t o r econci l e r ef er ences i n t he publ i sh pr i nt pr ocess.

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

SECTION 32 12 16 Page 11

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 156 (2013; R 2017) Standard Specification for Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

AASHTO M 320 (2017) Standard Specification for Performance-Graded Asphalt Binder

AASHTO T 304 (2011; R 2015) Standard Method of Test for Uncompacted Void Content of Fine Aggregate

ASPHALT INSTITUTE (AI)

AI MS-2 (2015) Asphalt Mix Design Methods

AI MS-22 (2001; 2nd Ed) Construction of Hot-Mix Asphalt Pavements

AI SP-2 (2001; 3rd Ed) Superpave Mix Design

ASTM INTERNATIONAL (ASTM)

ASTM C29/C29M (2017a) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C88 (2018) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

SECTION 32 12 16 Page 12

ASTM D140/D140M (2016) Standard Practice for Sampling Asphalt Materials

ASTM D242/D242M (2009; R 2014) Mineral Filler for Bituminous Paving Mixtures

ASTM D946/D946M (2015) Penetration-Graded Asphalt Cement for Use in Pavement Construction

ASTM D1461 (2017) Standard Test Method for Moisture or Volatile Distillates in Asphalt Mixtures

ASTM D2041/D2041M (2011) Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

ASTM D2172/D2172M (2017; E 2018) Standard Test Methods for Quantitative Extraction of Asphalt Binder from Asphalt Mixtures

ASTM D2419 (2014) Sand Equivalent Value of Soils and Fine Aggregate

ASTM D2489/D2489M (2016) Standard Test Method for Estimating Degree of Particle Coating of Asphalt Mixtures

ASTM D2726/D2726M (2019) Standard Test Method for Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures

ASTM D2950/D2950M (2014) Density of Bituminous Concrete in Place by Nuclear Methods

ASTM D3381/D3381M (2018) Standard Specification for Viscosity-Graded Asphalt Binder for Use in Pavement Construction

ASTM D3665 (2012; R 2017) Standard Practice for Random Sampling of Construction Materials

ASTM D3666 (2016) Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials

ASTM D4125/D4125M (2010) Asphalt Content of Bituminous Mixtures by the Nuclear Method

ASTM D4791 (2019) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D4867/D4867M (2009; R 2014) Effect of Moisture on Asphalt Concrete Paving Mixtures

ASTM D5444 (2015) Mechanical Size Analysis of Extracted Aggregate

SECTION 32 12 16 Page 13

ASTM D6307 (2019) Standard Test Method for Asphalt Content of Asphalt Mixture by Ignition Method

ASTM D6925 (2014) Standard Test Method for Preparation and Determination of the Relative Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor

ASTM D6926 (2020) Standard Practice for Preparation of Asphalt Mixture Specimens Using Marshall Apparatus

ASTM D6927 (2015) Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures

STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)

CTM 526 (2012) Method of Test for Operation of California Profilograph and Evaluation of Profiles

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 171 (1995) Standard Test Method for Determining Percentage of Crushed Particles in Aggregate

1.3 SUBMITTALS

NOTE: Revi ew submi t t al descr i pt i on ( SD) def i ni t i ons i n Sect i on 01 33 00 SUBMI TTAL PROCEDURES and edi t t he f ol l owi ng l i s t t o r ef l ect onl y t he submi t t al s r equi r ed f or t he pr oj ect .

The Gui de Speci f i cat i on t echni cal edi t or s have desi gnat ed t hose i t ems t hat r equi r e Gover nment appr oval , due t o t hei r compl exi t y or cr i t i cal i t y, wi t h a " G. " Gener al l y, ot her submi t t al i t ems can be r evi ewed by t he Cont r act or ' s Qual i t y Cont r ol Syst em. Onl y add a “ G” t o an i t em, i f t he submi t t al i s suf f i c i ent l y i mpor t ant or compl ex i n cont ext of t he pr oj ect .

For submi t t al s r equi r i ng Gover nment appr oval on Ar my pr oj ect s, a code of up t o t hr ee char act er s wi t hi n t he submi t t al t ags may be used f ol l owi ng t he " G" desi gnat i on t o i ndi cat e t he appr ovi ng aut hor i t y.

Codes f or Ar my pr oj ect s usi ng t he Resi dent Management Syst em ( RMS) ar e: " AE" f or Ar chi t ect - Engi neer ; " DO" f or Di st r i ct Of f i ce ( Engi neer i ng Di v i s i on or ot her or gani zat i on i n t he Di st r i ct Of f i ce) ; " AO" f or Ar ea Of f i ce; " RO" f or Resi dent Of f i ce; and " PO" f or Pr oj ect Of f i ce. Codes f ol l owi ng t he " G" t ypi cal l y ar e not used f or Navy, Ai r For ce, and NASA pr oj ect s.

SECTION 32 12 16 Page 14

The " S" f ol l owi ng a submi t t al i t em i ndi cat es t hat t he submi t t al i s r equi r ed f or t he Sust ai nabi l i t y eNot ebook t o f ul f i l l f eder al l y mandat ed sust ai nabl e r equi r ement s i n accor dance wi t h Sect i on 01 33 29 SUSTAI NABI LI TY REPORTI NG. Locat e t he " S" submi t t al under t he SD number t hat best descr i bes t he submi t t al i t em.

Choose t he f i r st br acket ed i t em f or Navy, Ai r For ce and NASA pr oj ect s, or choose t he second br acket ed i t em f or Ar my pr oj ect s.

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for [Contractor Quality Control approval.] [information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.] Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Mix Design ; G[, [_____]]

Quality Control ; G[, [_____]]

Material Acceptance ; G[, [_____]]

Percent Payment ; G[, [_____]]

SD-04 Samples

Asphalt Cement Binder

Aggregates

SD-06 Test Reports

Aggregates ; G[, [_____]]

QC Monitoring

SD-07 Certificates

Asphalt Cement Binder ; G[, [_____]]

Testing Laboratory

1.4 ENVIRONMENTAL REQUIREMENTS

Do not place the hot-mix asphalt upon a wet surface or when the surface temperature of the underlying course is less than specified in Table 3.

The temperature requirements may be waived by the Contracting Officer, if requested; however, meet all other requirements, including compaction.

SECTION 32 12 16 Page 15

Table 3. Surface Temperature Limitations of Underlying Course

Mat Thickness, mm inches Degrees C F

75 3 or greater 4 40

Less than 75 3 7 45

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Perform the work consisting of pavement courses composed of mineral aggregate and asphalt material heated and mixed in a central mixing plant and placed on a prepared course. HMA designed and constructed in accordance with this section shall conform to the lines, grades, thicknesses, and typical cross sections indicated. Construct each course to the depth, section, or elevation required by the drawings and roll, finish, and approve it before the placement of the next course.

2.1.1 Asphalt Mixing Plant

Plants used for the preparation of hot-mix asphalt shall conform to the requirements of AASHTO M 156 with the following changes:

2.1.1.1 Truck Scales

Weigh the asphalt mixture on approved, certified scales at the Contractor's expense. Inspect and seal scales at least annually by an approved calibration laboratory.

2.1.1.2 Testing Facilities

Provide laboratory facilities at the plant for the use of the Government's acceptance testing and the Contractor's quality control testing.

2.1.1.3 Inspection of Plant

Provide the Contracting Officer with access at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of the plant; verifying weights, proportions, and material properties; checking the temperatures maintained in the preparation of the mixtures and for taking samples. Provide assistance as requested, for the Government to procure any desired samples.

2.1.1.4 Storage bins

Use of storage bins for temporary storage of hot-mix asphalt will be permitted as follows:

a. The asphalt mixture may be stored in non-insulated storage bins for a period of time not exceeding 3 hours.

b. The asphalt mixture may be stored in insulated storage bins for a period of time not exceeding 8 hours. The mix drawn from bins shall meet the same requirements as mix loaded directly into trucks.

SECTION 32 12 16 Page 16

2.1.2 Hauling Equipment

Provide trucks for hauling hot-mix asphalt having tight, clean, and smooth metal beds. To prevent the mixture from adhering to them, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other approved material. Petroleum based products shall not be used as a release agent. Each truck shall have a suitable cover to protect the mixture from adverse weather. When necessary to ensure that the mixture will be delivered to the site at the specified temperature, truck beds shall be insulated or heated and covers (tarps) shall be securely fastened.

2.1.3 Asphalt Pavers

Provide asphalt pavers which are self-propelled, with an activated screed, heated as necessary, and capable of spreading and finishing courses of hot-mix asphalt which will meet the specified thickness, smoothness, and grade. The paver shall have sufficient power to propel itself and the hauling equipment without adversely affecting the finished surface.

2.1.3.1 Receiving Hopper

Provide paver with a receiving hopper of sufficient capacity to permit a uniform spreading operation and equipped with a distribution system to place the mixture uniformly in front of the screed without segregation.

The screed shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, or gouging the mixture.

2.1.3.2 Automatic Grade Controls

NOTE: Del et e i nf or mat i on on aut omat i c gr ade cont r ol i f not needed. Aut omat i c gr ade cont r ol i s needed when t he desi gn r equi r es el evat i ons f or t he hot - mi x asphal t sur f ace.

Equip the paver with a control system capable of automatically maintaining the specified screed elevation. The control system shall be automatically actuated from either a reference line and/or through a system of mechanical sensors or sensor-directed mechanisms or devices which will maintain the paver screed at a predetermined transverse slope and at the proper elevation to obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent. A transverse slope controller shall not be used to control grade. Provide controls capable of working in conjunction with any of the following attachments:

a. Ski-type device of not less than 9.14 m 30 feet in length.

b. Taut stringline set to grade.

c. Short ski or shoe for joint matching.

d. Laser control.

2.1.4 Rollers

Rollers shall be in good condition and shall be operated at slow speeds to

SECTION 32 12 16 Page 17 avoid displacement of the asphalt mixture. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. Do not use equipment which causes excessive crushing of the aggregate.

2.2 AGGREGATES

Provide aggregates consisting of crushed stone, crushed gravel, crushed slag, screenings, natural sand and mineral filler, as required. Submit sufficient materials to produce 90 kg 200 lb of blended mixture for mix design verification. The portion of material retained on the 4.75 mm No. 4 sieve is coarse aggregate. The portion of material passing the 4.75 mm No. 4 sieve and retained on the 0.075 mm No. 200 sieve is fine aggregate.

The portion passing the 0.075 mm No. 200 sieve is defined as mineral filler. Submit all aggregate test results and samples to the Contracting Officer at least 14 days prior to start of construction.

2.2.1 Coarse Aggregate

NOTE: The r equi r ement f or magnesi um sul f at e or sodi um sul f at e ( r equi r ement b. , bel ow) may be del et ed i n c l i mat es wher e f r eeze- t haw does not occur . However , i n t hese ar eas wher e f r eeze- t haw does not occur , r equi r ement b. , shoul d r emai n i f exper i ence has shown t hat t hi s t est separ at es good per f or mi ng aggr egat es f r om bad per f or mi ng aggr egat es.

Provide coarse aggregate consisting of sound, tough, durable particles, free from films of material that would prevent thorough coating and bonding with the asphalt material and free from organic matter and other deleterious substances. All individual coarse aggregate sources shall meet the following requirements:

a. The percentage of loss shall not be greater than 40 percent after 500 revolutions when tested in accordance with ASTM C131/C131M.

b. The percentage of loss shall not be greater than 18 percent after five cycles when tested in accordance with ASTM C88 using magnesium sulfate [or 12 percent when using sodium sulfate].

c. At least 75 percent by weight of coarse aggregate shall have at least two or more fractured faces when tested in accordance with COE CRD-C 171 . Fractured faces shall be produced by crushing.

d. The particle shape shall be essentially cubical and the aggregate shall not contain more than 20 percent percent, by weight, of flat and elongated particles (3:1 ratio of maximum to minimum) when tested in accordance with ASTM D4791.

e. Slag shall be air-cooled, blast furnace slag, with a compacted weight of not less than 1200 kg/cubic meter 75 lb/cu ft when tested in accordance with ASTM C29/C29M.

f. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M.

SECTION 32 12 16 Page 18

2.2.2 Fine Aggregate

NOTE: The l ower l i mi t f or uncompact ed voi d cont ent ( r equi r ement b. , bel ow) shoul d be set at 45 f or f i ne aggr egat e angul ar i t y unl ess l ocal exper i ences i ndi cat e t hat a l ower val ue can be used. Ther e ar e some aggr egat es whi ch have a good per f or mance r ecor d and have an uncompact ed voi d cont ent l ess t han 45.

I n no case shoul d t he l i mi t be set l ess t han 43.

Fine aggregate shall consist of clean, sound, tough, durable particles free from coatings of clay, silt, or any objectionable material and containing no clay balls.

a. All individual fine aggregate sources shall have a sand equivalent value not less than 45 when tested in accordance with ASTM D2419.

b. The fine aggregate portion of the blended aggregate shall have an uncompacted void content not less than 45.0 percent when tested in accordance with AASHTO T 304 Method A.

c. The quantity of natural sand (noncrushed material) added to the aggregate blend shall not exceed 25 percent by weight of total aggregate.

d. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M

2.2.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of

ASTM D242/D242M.

2.2.4 Aggregate Gradation

NOTE: Del et e f r om Tabl e 4, t he gr adat i ons t hat wi l l not be used as a par t of t hi s pr oj ect . Gener al l y, t he l ayer t hi ckness shoul d be at l east 57 mm 2. 25 inches f or gr adat i on 1, 37 mm 1. 5 i nches f or gr adat i on 2, and 28 mm 1 i nch f or gr adat i on 3 shown i n Tabl e 4.

The combined aggregate gradation shall conform to gradations specified in Table 4, when tested in accordance with ASTM C136/C136M and ASTM C117, and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve or vice versa, but grade uniformly from coarse to fine.

SECTION 32 12 16 Page 19

Table 4. Aggregate Gradations

Sieve Size, mm inch Gradation 1 Percent Passing by Mass

Gradation 2 Percent Passing by Mass

Gradation 3 Percent Passing by Mass

25.0 1 100 --- ---

19.0 3/4 76-96 100 ---

12.5 1/2 68-88 76-96 100

9.5 3/8 60-82 69-89 76-96

4.75 No. 4 45-67 53-73 58-78

2.36 No. 8 32-54 38-60 40-60

1.18 No. 16 22-44 26-48 28-48

0.60 No. 30 15-35 18-38 18-38

0.30 No. 50 9-25 11-27 11-27

0.15 No. 100 6-18 6-18 6-18

0.075 No. 200 3-6 3-6 3-6

2.3 ASPHALT CEMENT BINDER

NOTE: Per f or mance Gr ade ( PG) asphal t shoul d be speci f i ed wher ever avai l abl e. When sel ect i ng PG asphal t cement s, i t i s r ecommended t hat 98 per cent r el i abi l i t y be used. For Desi gn I ndexes ( DI ) of 3 and bel ow use a 50 per cent r el i abi l i t y . Al so, consi der l ocal exper i ence of St at e Depar t ment of Tr anspor t at i on and avai l abi l i t y of desi r ed asphal t grade.

Submit a 20 L 5 gallon sample for mix design verification. Asphalt cement binder shall conform to AASHTO M 320 Performance Grade (PG) [_____].[ As an alternate, ASTM D3381/D3381M Table 4, Viscosity Grade [_____] or ASTM D946/D946M penetration grade [_____] may be used.] Test data indicating grade certification shall be provided by the supplier at the time of delivery of each load to the mix plant. Submit copies of these certifications to the Contracting Officer. The supplier is defined as the last source of any modification to the binder. The Contracting Officer may sample and test the binder at the mix plant at any time before or during mix production. Obtain samples for this verification testing in accordance with ASTM D140/D140M and in the presence of the Contracting Officer. Furnish these samples to the Contracting Officer for the verification testing, which shall be at no cost to the Contractor. Submit samples of the asphalt cement specified for approval not less than 14 days

SECTION 32 12 16 Page 20 before start of the test section. Submit copies of certified test data, amount, type and description of any modifiers blended into the asphalt cement binder.

2.4 MIX DESIGN

NOTE: Use Super pave onl y when t he wor k i nvol ves l ong st r et ches of hi ghway.

For st at e DOT Super pave mi xes, speci f y t he desi gn EASLs f r om si t e- speci f i c t r af f i c st udi es or t he following:

Desi gn EASLs (millions)

Typi cal Roadway Appl i cat i on

< 0. 3 Ver y l i ght t r af f i c; no t r ucks ( l ocal / count y r oads, c i t y st r eet s)

0. 3 t o < 3 Medi um t r af f i c ( col l ect or r oads, most count y r oads)

3 t o 30 Hi gh t r af f i c ( most of i nt er st at e syst em, cl i mbi ng l anes, t r uck wei gh st at i ons)

Speci f y t he nomi nal maxi mum aggr egat e s i ze ( NMAS) i n accor dance wi t h st at e DOT gui dance.

a. Develop the mix design. The asphalt mix shall be composed of a mixture of well-graded aggregate, mineral filler if required, and asphalt material. The aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF). Submit proposed JMF; do not produce hot-mix asphalt for payment until a JMF has been approved. The hot-mix asphalt shall be designed in accordance with Marshall (MS-02), Superpave (SP-2), or Hveem (MS-02) procedures and the criteria shown in Table 5. Use the hand-held hammer to compact the specimens for Marshall mix design. If the Tensile Strength Ratio (TSR) of the composite mixture, as determined by ASTM D4867/D4867M is less than 75, the aggregates shall be rejected or the asphalt mixture treated with an approved anti-stripping agent. The amount of anti-stripping agent added shall be sufficient to produce a TSR of not less than 75. Provide an antistrip agent, if required, at no additional cost. Sufficient materials to produce 90 kg 200 pound of blended mixture shall be provided to the Contracting Officer for verification of mix design at least 14 days prior to construction of test section.

b. At the option of the Contractor, a currently used DOT Superpave hot mix may be used in lieu of developing a Marshall hot mix design as described herein. Design the Superpave volumetric mix in accordance with AI SP-2 and ASTM D6925. The nominal maximum aggregate size (NMAS) shall be [37.5] [25.0] [19.0] [12.5] [9.5] mm [1-1/2] [1] [3/4] [1/2] [3/8] inch . Other DOT hot mix design methods (Hveem, etc.) may be suitable, as determined by the Contracting Officer. The number of compaction gyrations, Ndes, shall be based on a design traffic of

SECTION 32 12 16 Page 21

[_____] equivalent single axle loads (EASLs).

c. Design Superpave mixes with the number of gyrations specified in Table 5, unless the DOT option is chosen.

2.4.1 JMF Requirements

NOTE: I n Tabl e 5, use a 75 Bl ow or 75 gyr at i on compact i ve ef f or t f or al l asphal t mi xt ur es desi gned f or t i r e pr essur es of 690 kPa 100 psi or hi gher .

For mi xt ur es desi gned f or t i r e pr essur es l ess t han 690 kPa 100 psi , use a 50 Bl ow or 50 gyr at i on compact i ve ef f or t . Al so, use a 50 Bl ow or 50 gyr at i on compact i ve ef f or t f or shoul der pavement mixtures.

I n Tabl e 5, del et e t he col umn whi ch does not appl y, unl ess t he pr oj ect i ncl udes bot h 75 Bl ow or 75 gyr at i on and 50 Bl ow or 50 gyr at i on mi xes. I f bot h mi xes ar e used on a pr oj ect , i dent i f y whi ch mi x i s appl i cabl e t o whi ch l ocat i on.

Sel ect t he appr opr i at e gr adat i on and VMA r equi r ement s i n Tabl e 5 t o be consi st ent wi t h t he gr adat i on chosen i n Tabl e 4 and del et e t he ot her t wo lines.

Remove i t em t . , bel ow i f RAP i s not used i n t he j ob.

Submit in writing the job mix formula for approval at least 14 days prior to the start of the test section including as a minimum:

a. Percent passing each sieve size.

b. Percent of asphalt cement.

c. Percent of each aggregate and mineral filler to be used.

d. Asphalt viscosity grade, penetration grade, or performance grade.

e. Number of blows of hand-held hammer per side of molded specimen. (NA for Superpave)

f. Number of gyrations of Superpave gyratory compactor, (NA for Marshall mix design)

g. Laboratory mixing temperature.

h. Lab compaction temperature.

i. Temperature-viscosity relationship of the asphalt cement.

j. Plot of the combined gradation on the 0.45 power gradation chart, stating the nominal maximum size.

k. Graphical plots of stability (NA for Superpave), flow (NA for Superpave), air voids, voids in the mineral aggregate, and unit weight

SECTION 32 12 16 Page 22 versus asphalt content as shown in AI MS-2 .

l. Specific gravity and absorption of each aggregate.

m. Percent natural sand.

n. Percent particles with 2 or more fractured faces (in coarse aggregate).

o. Fine aggregate angularity.

p. Percent flat or elongated particles (in coarse aggregate).

q. Tensile Strength Ratio(TSR).

r. Antistrip agent (if required) and amount.

s. List of all modifiers and amount.

t. Correlation of hand-held hammer with mechanical hammer (NA for Superpave).

u. Percentage and properties (asphalt content, binder properties, and aggregate properties) of reclaimed asphalt pavement (RAP) in accordance with paragraph RECYCLED HOT-MIX ASPHALT, if RAP is used.

Table 5. Mix Design Criteria

Test Property 50 Blows or Mix Gyrations

75 Blows or Mix Gyrations

Stability, N pounds , minimum (NA for Superpave)

* 4450 1000 * 8000 1800

Flow, 0.25 mm 0.01 inch , (NA for Superpave)

8-18 8-16

Air voids, percent 3-5 3-5

Percent Voids in mineral aggregate (VMA),(minimum)

Gradation 1 13.0 13.0

Gradation 2 14.0 14.3

Gradation 3 15.0 15.0

TSR, minimum percent 75 75

* This is a minimum requirement. The average during construction shall be significantly higher than this number to ensure compliance with the specifications.

** Calculate VMA in accordance with AI MS-2 , based on ASTM C127 and ASTM C128 bulk specific gravity for the aggregate.

SECTION 32 12 16 Page 23

2.4.2 Adjustments to Field JMF

Keep the Laboratory JMF for each mixture in effect until a new formula is approved in writing by the Contracting Officer. Should a change in sources of any materials be made, perform a new laboratory jmf design and a new JMF approved before the new material is used. The Contractor will be allowed to adjust the Laboratory JMF within the limits specified below to optimize mix volumetric properties with the approval of the Contracting Officer. Adjustments to the Laboratory JMF shall be applied to the field (plant) established JMF and limited to those values as shown. Adjustments shall be targeted to produce or nearly produce 4 percent voids total mix

(VTM).

TABLE 6. Field (Plant) Established JMF Tolerances

Sieves , mm Adjustments (plus or minus), percent

12.5 1/2 inch 3

4.75 No. 4 3

2.36 No. 8 3

0.075 No. 200 1

Binder Content 0.4

If adjustments are needed that exceed these limits, develop a new mix design. Tolerances given above may permit the aggregate grading to be outside the limits shown in Table 4; while not desirable, this is acceptable, except for the 0.075 mm No. 200 sieve, which shall remain within the aggregate grading of Table 4.

2.5 RECYCLED HOT MIX ASPHALT

NOTE: Recl ai med Asphal t Pavement ( RAP) can be used up t o 30 per cent as l ong as t he r esul t i ng r ecycl ed mi x meet s al l r equi r ement s t hat ar e speci f i ed f or v i r gi n mi xt ur es. The 30 per cent i s a gener al l i mi t . I f t he exi st i ng asphal t pavement i s r el at i vel y ol d, t he amount of RAP used wi l l not appr oach t hi s l i mi t . I f t he r ecycl i ng i nvol ves r el at i vel y new RAP mat er i al s, t he per cent age of RAP speci f i ed bel ow coul d be gr eat er t han 30 per cent .

Remove t hese par agr aphs i f RAP i s not used. I n addi t i on t o MS- 02, r ef er t o UFC 3- 250- 03, " St andar d Pr act i ce Manual f or Fl exi bl e Pavement s" f or f ur t her desi gn gui dance.

Recycled HMA shall consist of reclaimed asphalt pavement (RAP), coarse aggregate, fine aggregate, mineral filler, and asphalt cement to produce a consistent gradation and asphalt content and properties. When RAP is fed into the plant, the maximum RAP chunk size shall not exceed 50 mm 2 inches .

Design the recycled HMA mix using procedures contained in AI MS-2 and AI MS-22 . The job mix shall meet the requirements of paragraph MIX

SECTION 32 12 16 Page 24

DESIGN. The amount of RAP shall not exceed 30 percent.

2.5.1 RAP Aggregates and Asphalt Cement

The blend of aggregates used in the recycled mix shall meet the requirements of paragraph AGGREGATES. Establish the percentage of asphalt in the RAP for the mixture design according to ASTM D2172/D2172M or ASTM D6307 using the appropriate dust correction procedure.

2.5.2 RAP Mix

NOTE: The appr opr i at e t est shoul d be sel ect ed t o conf or m t o t he gr ade of new asphal t speci f i ed. I f a PG gr ade i s speci f i ed, use t he dynami c shear r heomet er and bendi ng beam t est s. I f a penet r at i on gr ade i s speci f i ed, use penet r at i on t est . I f a v i scosi t y gr ade i s speci f i ed, use a v i scosi t y t est .

The blend of new asphalt cement and the RAP asphalt binder shall meet [the dynamic shear rheometer at high temperature and bending beam at low temperature] [penetration] [viscosity] requirements in paragraph ASPHALT CEMENT BINDER. The virgin asphalt cement shall not be more than two standard asphalt material grades different than that specified in paragraph ASPHALT CEMENT BINDER.

PART 3 EXECUTION

NOTE: For Per f or mance Gr aded ( PG) asphal t cement s, i nser t t he pl ant t emper at ur e r ange f r om t he Tabl e bel ow i nt o t he l ast sent ence of t he f ol l owi ng paragraph.

Per f or mance Gr aded Asphal t Pl ant Mi xi ng Temper at ur es

Bi nder Gr ade Mi xi ng Temp Range ( Deg C) ( Deg F)

PG 46- 28 115 - 146240 - 295

PG 46- 34 115 - 146240 - 295

PG 46- 40 115 - 146240 - 295

PG 52- 28 115 - 149240 - 300

PG 52- 34 115 - 149240 - 300

PG 52- 40 115 - 149240 - 300

PG 52- 46 115 - 149240 - 300

PG 58- 22 127 - 154260 - 310

SECTION 32 12 16 Page 25

Per f or mance Gr aded Asphal t Pl ant Mi xi ng Temper at ur es

Bi nder Gr ade Mi xi ng Temp Range ( Deg C) ( Deg F)

PG 58- 28 127 - 154260 - 310

PG 58- 34 127 - 154260 - 310

PG 64- 22 129 - 160265 - 320

PG 64- 28 129 - 160265 - 320

PG 64- 34 129 - 160265 - 320

PG 67- 22 135 - 163275 - 325

PG 70- 22 138 - 166280 - 330

PG 70- 28 135 - 163275 - 325

PG 76- 22 141 -…