Attachment_7_-_Revised_SOW_ _Drawings.pdf

STATEMENT OF WORK

Repair Pride Parking Lot Phase II, Project Number QJVF 13-0067

Project Amendment #1, 08 May 2015

Amendment consists of the following:

1. Drawing CP-100: See revised sheet CP-100, attached. The alterations to the plan have been clouded for clarification.

a. Sidewalk scheduled for installation at the north end of the east side of the building (on the building side of the drive aisle) shall not be installed with the project.

Sidewalk has been previously installed in the area.

b. Paving Item Number 4, change text to: “6” ASPHALT DUMPSTER PAD 12”

AGGREGATE BASE COURSE”

c. General Note, add Note Number 8: “8. PAVE THROUGH FUTURE DRYING

TOWER AREA TO MATCH SURROUNDING NEW PAVEMENT SECTION.”

d. General Note, add Note Number 9: “9. MAINTAIN ACCESS TO EXISTING

LOT EAST OF THE PRIDE BUILDING AT ALL TIMES.”

e. Additional Type I Curb & Gutter of approximately 10 LF shall be installed on the south side of the building.

2. Drawing CD-100: See revised sheet CD-100, attached. The alterations to the plan have been clouded for clarification.

a. Include approximately 182 LF of curb removal at the northernmost end of the parking lot.

b. Paving Item Number 4, change text to read: “REMOVE CURB & GUTTER 182

LF”

c. General Note 5, change text to read: “ALL CONCRETE AND ASPHALT

REMOVAL ITEMS SHALL BE SAW-CUT PRIOR TO REMOVAL. USE CARE

IN DEMOLITION OPERATIONS ADJACENT TO STRUCTURES,

SIDEWALKS, AND STAIRS. EXISTING STAIRS ON THE SOUTH SIDE OF

THE BUILDING WILL NOT BE REMOVED WITH THE PROJECT.”

d. Paving Item Number 18, change text to read: “EXISTING STAIRS – DO NOT

DISTURB”

e. Paving Item Number 5, change text to read: “REMOVE CURB – 170 LF;

REMOVE PEA GRAVEL – 680 SF; REMOVE WALL-MOUNTED SIGN,

RELOCATE ON NEW SIGN POST, MATCH EXISTING – 9 EA.”

f. Paving Item Number 16, change text to read: “REMOVE CURB, 4 SECTIONS, SUMMATION OF 170 LF; REMOVE WALL-MOUNTED SIGN, RELOCATE

ON NEW SIGN POST, MATCH EXISTING – 9 EA.”

g. Note, revise text to read: “ALL QUANTITIES ARE APPROXIMATE;

COORDINATE NEW SIGN LOCATIONS IN THE FIELD WITH THE

PROJECT ENGINEER.”

h. Landscape Item Number 33, change text to read: “REMOVE TREES – 22 EA.;

REMOVE SHRUBS – 14 EA.”

i. Remove Paving Item 14 from the detail, and change text of Paving Item Number 14 to read: “NOT USED.”

j. The survey points layer was turned-off and is no longer included on the plan sheet.

k. Revise Paving Item Number 9 in the detail, and change text of Paving Item Number

9 to read: “REMOVE CURB & GUTTER 10 LF”

3. Drawing C-502: See revised sheet C-502, attached. The alterations to the plan have been clouded for clarification.

a. Detail C4 – Revise text for subgrade to read: “AGGREGATE BASE COURSE, CL

5 (12”)”

4. Drawing C-501: See revised sheet C-501, attached. The alterations to the plan have been clouded for clarification.

a. Detail C5 – Revise text for detail name to read: “6” ASPHALT PAVEMENT

DETAIL & DUMPSTER PAD DETAIL.”

b. Detail C5 – Revise text for subgrade to read: “AGGREGATE BASE COURSE, CL

5 (12”)”

5. Drawing G-002: See revised sheet G-002, attached. The alterations to the plan have been clouded for clarification.

a. Design Criteria, Pavement Design, Item 4, revise text to read: “THE BASE

COURSE SHALL MEET THE REQUIREMENTS OF NORTH DAKOTA

816.03. CLASS 5. THE AGGREGATE BASE COURSE SHOULD HAVE A

MINIMUM CBR OF 40.

THE AGGREGATE BASE COURSE SHALL BE PLACED IN LOOSE LIFT

THICKNESSES OF SIX INCHES OR LESS AND SHALL BE COMPACTED

TO A MINIMUM OF 100% OF THE STANDARD PROCTOR MAXIMUM

DENSITY.”

b. Design Criteria, Include Subgrade subcategory text to read:

“SUBGRADE

1. PAVEMENT SUBGRADE INSTALLATION AND TESTING SHALL MEET

THE REQUIREMENTS OF SECTION 1900, SUBGRADE PREPARATION,

OF THE 2013 CITY OF MINOT SPECIFICATIONS.

2. TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

3. SUBGRADE SHALL BE COMPACTED TO 100% STANDARD PROCTOR

FROM THE PROPOSED PAVEMENT SUBGRADE ELEVATION DOWN 1

FOOT, AS INDICATED IN THE CITY OF MINOT SPECIFICATIONS.”

6. Replace Specification Section 32 11 23, item 2.1.3 Gradation Requirements with the following, to read: “Gradation requirements shall meet the requirements of Section 816.03 of the NDDOT Specifications. Gradation Requirements of the completed base course shall be CL 5 and meet the requirements of Section 813.03 of the NDDOT Specifications. Sieves shall conform to ASTM E11.”

7. Revised Specification Section 32 12 16 is enclosed.

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PAVEMENT THICKNESS DESIGN RECOMMENDATIONS

PARKING LOT 4" ACC PAVEMENT

12" AGGREGATE BASE COURSE

ENTRANCES/EXITS 6" ACC PAVEMENT

AND DRIVE LANES 12" AGGREGATE BASE COURSE

NOTES:

1. THIS SHEET IS FOR INFORMATION ONLY.

2. SEE SHEET CP-100 FOR BORING LOG LOCATIONS.

DESIGN CRITERIA

PAVEMENT DESIGN

1. ESTIMATES OF MINIMUM THICKNESSES FOR THE NEW PAVEMENT

SECTIONS FOR THIS PROJECT HAVE BEEN BASED ON THE PROCEDURES

OUTLINED IN THE 1993 GUIDELINE FOR DESIGN OF PAVEMENT

STRUCTURES BY AASHTO.

2. TRAFFIC LOADING INFORMATION WAS NOT PROVIDED BY MINOT AIR FORCE

BASE. THE ANALYSIS IS BASED ON AUTOMOBILE TRAFFIC AND AN

ASSUMED MAXIMUM OF 10 TRUCKS PER DAY.

3. FOR ASPHALT PAVEMENT THE MIX SHOULD MEET THE REQUIREMENT OF

NORTH DAKOTA DOT SECTION 410; FAA 43.

4. THE BASE COURSE SHALL MEET THE REQUIREMENTS OF NORTH DAKOTA

816.03, CLASS 5. THE AGGREGATE BASE COURSE SHOULD HAVE A MINIMUM

CBR OF 40.

THE AGGREGATE BASE COURSE SHALL BE PLACED IN LOOSE LIFT

THICKNESSES OF SIX INCHES OR LESS AND SHALL BE COMPACTED TO A

MINIMUM OF 100% OF THE STANDARD PROCTOR MAXIMUM DENSITY

GRADING

1. GRADING CONFORMS TO UFC 3-201-01, TABLE 3.1 GRADING

2. THE MINIMUM CROSS SLOPE FOR ASPHALT PAVING AREA IS 1.5%

3. THE MINIMUM TRANSVERSE SLOPE OF CURB AND GUTTER AND VALLEY

GUTTER IS 0.5%

PARKING SPACE AND DRIVE LAYOUT

1. PARKING SPACE AND DRIVEWAY CONFIGURATION CONFORM TO

UFC-3-201-01, TABLE B-1 AND PARKING SPACE GUIDELINES FOR CITY OF

MINOT NORTH DAKOTA

2. STANDARD PARKING SPACES ARE 10' X 19'.

3. OVERSIZED PARKING SPACES ARE 10' X 21'

4. STANDARD HANDICAP SPACES ARE 10' WIDE WITH 5' WIDE LOADING AREA

5. VAN ACCESSIBLE SPACES ARE 10' WIDE WITH 9' WIDE LOADING AREA

6. DRIVES IN PARKING AREAS WITH 90-DEGREE STALLS ARE TWO LANES, 24'

WIDE TOTAL. OTHER DRIVE DIMENSIONS ARE AS INDICATED IN THE PLANS.

DRAINAGE

1. STORM WATER DESIGN CONFORMS TO UFC-3-201-01 AND CITY OF MINOT

STANDARDS AND SPECIFICATIONS

ANTI-TERRORISM STANDARDS

1. PARKING LAYOUT CONFORMS TO UFC 4-010-01, TABLES B-1 AND B-2, DOD

MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS. STANDOFF

DETERMINED BY THE FOLLOWING:

SITE IS LOCATED WITHIN A CONTROLLED ACCESS AREA

BUILDING CONSTRUCTION IS REINFORCED CONCRETE

STANDOFF DISTANCE IS 16 FEET

Amendment No. 1

SUBGRADE

1. PAVEMENT SUBGRADE INSTALLATION AND TESTING SHALL MEET THE

REQUIREMENTS OF SECTION 1900, SUBGRADE PREPARATION, OF THE

2013 CITY OF MINOT SPECIFICATIONS.

2. TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

3. SUBGRADE SHALL BE COMPACTED TO 100% STANDARD PROCTOR

FROM THE PROPOSED PAVEMENT SUBGRADE ELEVATION DOWN 1

FOOT, AS INDICATED IN THE CITY OF MINOT SPECIFICATIONS.

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20 REMOVE FIRE HYDRANT AND BOLLARDS

3 EA. HYDRANT REMOVAL BY OTHERS.

REMOVE AREA INLET

2 EA.

REMOVE ENGINE BLOCK HEATER OUTLET

12 EA.

REMOVE LIGHTS FROM POLES

4 EA.

REMOVE POLE

2 EA.

REMOVE LIGHTS AND POLE

SEE SHEET ED-100

PROTECT EXISTING GEOTHERMAL

STEAM LINE

LOCATE AND PROTECT EXISTING

TELECOMMUNICATIONS LINE

NOT USED

REMOVE 329 LF OF 18" RCP AND FLARED

END SECTION

REMOVE 122 LF OF 15" RCP

REMOVE 10 LF OF 8" RCP

UTILITY ITEMSPAVING ITEMS

LANDSCAPE ITEMS

1 REMOVE ASPHALT PARKING LOT PAVING

9775 SQ. YDS.

AND ADJACENT CURB & GUTTER

50 LF

REMOVE ASPHALT PARKING AND ROAD

PAVING - 16120 SQ. YDS.

REMOVE SIDEWALK

2050 SQ. FT.

REMOVE CURB & GUTTER

182 LF

REMOVE CURB - 170 LF; REMOVE PEA GRAVEL -

680 SF; REMOVE WALL-MOUNTED SIGN, RELOCATE

ON NEW SIGN POST, MATCH EXISTING - 9 EA.

REMOVE CONCRETE

314 SQ. FT.

REMOVE CURB & GUTTER

271 LF

AND ADJACENT PAVING

236 SQ. YDS.

REMOVE CURB & GUTTER

20 LF

REMOVE CURB & GUTTER

10 LF

REMOVE CURB & GUTTER

15 LF

REMOVE CURB & GUTTER

85 LF

REMOVE CURB & GUTTER

161 LF

REMOVE CURB & GUTTER

178 LF

NOT USED

REMOVE CURB & GUTTER

14 LF

REMOVE CURB, 4 SECTIONS, SUMMATION OF 170

LF; REMOVE WALL-MOUNTED SIGN, RELOCATE

ON NEW SIGN POST, MATCH EXISTING - 9 EA.

REMOVE SIDEWALK

152 SF

EXISTING STAIRS - DO NOT

DISTURB

REMOVE CURB & GUTTER

41 LF

32 REMOVE, RELOCATE, AND REINSTALL SIGNS,

POSTS AND FOUNDATIONS.

24 EA.

REMOVE TREES - 22 EA.;

REMOVE SHRUBS - 14 EA.

REMOVE SIGNS, POSTS AND FOUNDATIONS

3 EA.

E

GENERAL NOTES:

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD INSPECT AND VERIFY THE

PROJECT LIMITS PRIOR TO BIDDING TO DETERMINE, SIZE, NUMBER AND LIMITS OF VISIBLE

OBSTRUCTIONS WHICH ARE TO BE REMOVED, RELOCATED OR SALVAGED INCLUDING TREES,

UTILITIES, ETC.

2. A LOCATION WILL BE DETERMINED BY THE CONTRACTING OFFICER FOR MATERIALS STORAGE AND

STAGING AREA. THE CONTRACTOR IS RESPONSIBLE FOR THE SECURITY AND PROTECTION OF ALL

STORED EQUIPMENT AND MATERIALS. TEMPORARY FENCING IS OPTIONAL. THE CONTRACTOR SHALL

ALSO RECLAIM THIS AREA AT THE CONCLUSION OF THE PROJECT

3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL DETOURS AND TRAFFIC

CONTROL MEASURES, AND MAINTAINING TRAFFIC THROUGH THE ENTIRE SITE WITH THE EXCEPTION OF THE

PHASE THAT IS CURRENTLY BEING CONSTRUCTED, UNLESS APPROVED OTHERWISE BY THE CONTRACTING

OFFICER. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CURRENT VERSION OF THE MANUAL ON

UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).

4. REMOVAL AND THE SALVAGE OF ITEMS SHALL BE IN ACCORDANCE WITH THE

SPECIFICATIONS. REMOVAL LIMITS SHOWN ON THE PLANS ARE THE ENGINEER'S ESTIMATED LIMITS AND WILL

NEED TO BE FIELD VERIFIED BY THE CONTRACTOR.

5.

ALL CONCRETE AND ASPHALT REMOVAL ITEMS SHALL BE SAW-CUT PRIOR TO

REMOVAL. USE CARE IN DEMOLITION OPERATIONS ADJACENT TO STRUCTURES, SIDEWALKS, AND STAIRS.

EXISTING STAIRS ON THE SOUTH SIDE OF THE BUILDING WILL NOT BE REMOVED WITH THE PROJECT.

6. AREAS OF PAVEMENT REMOVAL SHALL BE AS SHOWN ON THE PLANS OR AS DIRECTED BY THE CONTRACTING

OFFICER. WHEN NEW PAVEMENT IS PLACED ADJACENT TO EXISTING SURFACING, THE MATCH

LINE SHALL BE FULL DEPTH CUT IN THE EXISTING SURFACE TO OBTAIN A VERTICAL, STRAIGHT EDGE.

NOTE:

ALL QUANTITIES ARE APPROXIMATE;

COORDINATE NEW SIGN LOCATIONS IN

THE FIELD WITH THE PROJECT

ENGINEER. 19

Amendment No. 1

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11 INSTALL LIGHTING, POLES AND BASES

SEE ELECTRICAL PLAN

INSTALL DOUBLE MAST ARM LIGHTING,

SEE ELECTRICAL PLAN

NOT USED

NOT USED

CURB OR AREA INLET

7 EA.

UTILITY ITEMSPAVING ITEMS

1 4" ACC PAVEMENT

12" AGGREGATE BASE COURSE

6" ACC PAVEMENT

12" AGGREGATE BASE COURSE

SIDEWALK

6" ASPHALT DUMPSTER PAD

12" AGGREGATE BASE COURSE

TYPE I CURB & GUTTER

SPECIAL PAN

REINFORCED CONCRETE PAN

FUTURE DRYING TOWER (NOT IN CONTRACT)

HANDICAP PARKING STALLS

HANIDCAP ACCESSIBILITY SIGN - 7 EA

VAN ACCESSIBLE HANDICAP PARKING STALLS

VAN ACCESSIBILTY SIGN - 2 EA.

CONCRETE VALLEY GUTTER

RESERVED FOR SCI SIGN - 11 EA.

DEPRESS CURB AND SIDEWALK FOR HANDICAP

ACCESS

CURVE DATA

W PRIDE PARKING ROAD

GENERAL NOTES

1. ALL DIMENSIONS ARE TO FACE OF CURB UNLESS NOTED OTHERWISE.

2. SIDEWALKS SHALL BE 5" THICK CONCRETE OVER 4” OF CLASS 5 GRAVEL BASE COURSE.

3. CONTRACTION JOINTS ON CONCRETE SIDEWALKS SHALL BE ¾” MIN. DEPTH AND SPACED 5

FEET ON CENTER.

4. CONTRACTION JOINTS IN CURB AND GUTTER SHALL BE PROVIDED AT INTERVALS NOT

EXCEEDING 10 FEET.

5. ASPHALT PAVING MIX SHALL MEET NORTH DAKOTA DOT SECTION 410, FAA 43

SPECIFICATIONS.

6. ALL PAVEMENT MARKING SHALL BE 4” WHITE PAINT EXCEPT FOR PAVEMENT MARKING FOR

HANDICAP PARKING STALLS. SEE SHEET C-501.

7.

REINFORCED CONCRETE PAN SHALL BE 3' WIDE AND 6" THICK WITH #4 EXPOXY COATED REBAR.

B-X

BORE HOLE LOCATIONS

10A

9S

10S

10B

LEGEND

CENTER LINE

POINT OF INTERSECTION

CURB OR AREA INLET

WATER VALVE

FIRE HYDRANT

STREET LIGHT

PIPE FLARED END SECTION

WTR

10C

8. PAVE FUTURE DRYING TOWER AREA TO MATCH SURROUNDING NEW PAVEMENT SECTION.

Amendment No. 1

MAINTAIN ACCESS TO EXISTING LOT EAST OF THE PRIDE BUILDING AT ALL TIMES. 9.

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10' MIN.10' MIN.

9'

10' MIN. 10' MIN.

5'5'

REGULAR SPACES VAN ACCESSIBLE

ACCESSIBILITY SYMBOL

(BLUE)

4" PAINTED PARKING

STALL LINES (BLUE)

ACCESSIBLE SPACES

4" PAINTED DIAGONAL

LINES (BLUE)

3'

1'-6"1'-6"

19'

STANDARD

4" STRIPE (WHITE)

21'

OVERSIZED

4" STRIPE (WHITE)

AGGREGATE BASE COURSE, CL 5 (12")

& DUMPSTER PAD DETAIL

Amendment No. 1

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JOINT FILLER

JOINT SEALANT

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1/8" R.

PREFORMED

NON-EXTRUDING

JOINT FILLER

JOINT SEALANT

BUILDING

WALL

SIDEWALK

SIDEWALK DETAIL

NTS

S L O

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TOOLED JOINT

SPACED TO MATCH

SIDEWALK WIDTH

ALL SIDEWALK SHALL BE A MINIMUM

OF 4" THICK CONCRETE, USE 2"

BASE COURSE UNDER SIDEWALK

EXPANSION JOINT

SPACED 100' MAX.

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DETECTABLE

WARNING

PANEL

NOTES:

SURFACE TEXTURE OF THE RAMP SHALL BE OBTAINED BY A

COARSE BROOMING AND TINING, TRANSVERSE TO THE SLOPE OF

THE RAMP.

DETECTABLE WARNING PANEL SHALL BE OF VITRIFIED POLYMER

COMPOSITE CONSTRUCTION, CAST-IN-PLACE TYPE,

MANUFACTURED BY ARMOR TILE TACTILE SYSTEMS, FEDERAL

YELLOW IN COLOR, OR APPROVED EQUAL.

CARE SHALL BE TAKEN TO ASSURE A UNIFORM GRADE ON

THE RAMP, FREE OF SAGS AND SHORT GRADE CHANGES.

THE NORMAL GUTTER LINE PROFILE SHALL BE MAINTAINED

THROUGH THE AREA OF THE RAMP OPENING.

CROSS SLOPES SHALL NOT EXCEED 2%.

SLOPE *

12:1 MAX.

V A

R I E

S

S L O

F

T

M A

X

M

I N

M

A X

6" CURB

DETECTABLE

WARNING

PANEL

CURB &

GUTTER

SLOPE *

12:1 MAX.

V A

R I E

S

SECTION

ELEVATION

MATCH GUTTER SLOPE

1'

OPENING

24' O.C.

TOP OF CURB

15"

CURB CHASE

3"

4 - #4 REBAR

EQUALLY SPACED

4" COMPACTED

AGGREGATE

BASE COURSE

17"

8" COMPACTED

SUBGRADE

#4 REBAR - 12" O.C.

7"

6"

24"

6" 6"18"

30"

AGGREGATE BASE COURSE, CL 5 (12")

100% SUBMITTAL R

Amendemnt No. 1

Repair Pride Parking Lot Phase 2 Amendment No. 1

Minot AFB, ND Project No. QJVF 13-0067

Section 32 12 16 Page 1

SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

08/09

PART 1 GENERAL

1.1 REFERENCES

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.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 156 (2013) Standard Specification for

Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

AASHTO M 320 (2010) Standard Specification for

Performance-Graded Asphalt Binder

ASTM INTERNATIONAL (ASTM)

ASTM C1252 (2006) Standard Test Methods for Uncompacted

Void Content of Fine Aggregate (as Influenced by Particle Shape, Surface Texture, and

Grading)

ASTM C136 (2006) Standard Test Method for Sieve

Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2010) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C29/C29M (2009) Standard Test Method for Bulk Density

("Unit Weight") and Voids in Aggregate

ASTM C566 (2013) Standard Test Method for Total

Evaporable Moisture Content of Aggregate by

Drying

ASTM C88 (2013) Standard Test Method for Soundness of

Aggregates by Use of Sodium Sulfate or

Magnesium Sulfate

ASTM D140/D140M (2009) Standard Practice for Sampling

Bituminous Materials

ASTM D1461 (2011) Moisture or Volatile Distillates in

Bituminous Paving Mixtures

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

Section 32 12 16 Page 2

ASTM D2172/D2172M (2011) Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

ASTM D2419 (2009) Sand Equivalent Value of Soils and

Fine Aggregate

ASTM D242/D242M (2009) Mineral Filler for Bituminous Paving

Mixtures

ASTM D2489/D2489M (2008) Estimating Degree of Particle Coating of Bituminous-Aggregate Mixtures

ASTM D2726/D2726M (2013) Bulk Specific Gravity and Density of

Non-Absorptive Compacted Bituminous Mixtures

ASTM D2950/D2950M (2011) Density of Bituminous Concrete in

Place by Nuclear Methods

ASTM D3665 (2012) Random Sampling of Construction

Materials

ASTM D3666 (2011) 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 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse

Aggregate

ASTM D4867/D4867M (2009) Effect of Moisture on Asphalt Concrete

Paving Mixtures

ASTM D5444 (2008) Mechanical Size Analysis of Extracted

Aggregate

ASTM D6307 (2010) Asphalt Content of Hot Mix Asphalt by

Ignition Method

ASTM D6925 (2009) 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 (2010) Standard Practice for Preparation of

Bituminous Specimens Using Marshall Apparatus

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 171 (1995) Standard Test Method for Determining

Percentage of Crushed Particles in Aggregate

NORTH DAKOTA DEPARTMENT OF TRANSPORTATION

Section 32 12 16 Page 3

1.2 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 shown on the drawings. 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.

1.2.1 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:

a. 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.

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

c. 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.

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

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

(2) 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.

1.2.2 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.

1.2.3 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-

Section 32 12 16 Page 4 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.

1.2.3.1 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.

1.2.3.2 Automatic Grade Controls

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 30 feet in length.

b. Taut stringline set to grade.

c. Short ski or shoe for joint matching.

d. Laser control.

1.2.4 Rollers

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

1.3 SUBMITTALS

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-03 Product Data

NDDOT Standard Specifications Book

Mix Design Contractor Quality Control

Material Acceptance

Percent Payment

SD-06 Test Reports

Aggregates

QC Monitoring

Section 32 12 16 Page 5

SD-07 Certificates

Asphalt Cement Binder

Testing Laboratory

1.4 ENVIRONMENTAL REQUIREMENTS

When it does not comply with NDDOT Standard Specifications, Section

408.04.D, the temperature requirements may be waived by the Contracting

Officer, if requested; however, all other requirements, including compaction, shall be met.

PART 2 PRODUCTS

2.1 AGGREGATES

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

2.1.1 Coarse Aggregate

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 requirements of NDDOT Standard Specifications, Section 410.02.B and the following requirements:

a. 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.

b. 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.

c. The particle shape shall be essentially cubical and the aggregate shall not contain more than 10 percent, by weight, of flat and elongated particles (3:1 ratio of maximum to minimum) when tested in accordance with ASTM D4791.

d. Slag shall be air-cooled, blast furnace slag, with a compacted weight of not less than 75 lb/cu ft when tested in accordance with ASTM

C29/C29M.

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

2.1.2 Fine Aggregate

Section 32 12 16 Page 6

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. All fine aggregate shall meet the requirements of NDDOT

Standard Specifications, Section 410.02.B and the following requirements:

a. All individual fine aggregate sources shall have a sand equivalent value not less than 40 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 43.0 percent when tested in accordance with ASTM C1252 Method A.

2.1.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of ASTM

D242/D242M.

2.1.4 Aggregate Gradation

Aggregate blend and gradation shall meet the initial requirements of NDDOT

Standard Specifications, Section 410.02, Table 1.

2.2 ASPHALT CEMENT BINDER

Submit a 5 gallon sample for mix design verification. Asphalt cement binder shall conform to AASHTO M 320 Performance Grade (PG) 58-28. 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 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.

2.3 MIX DESIGN

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 Superpave (SP-2) procedures and the criteria shown in

Table 4 of Section 410.04 of the NDDOT Standard Specifications. 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 200 pound of blended mixture shall be provided to the Contracting Officer for

Section 32 12 16 Page 7 verification of mix design at least 14 days prior to construction of test section.

b. The volumetric mix design shall be NDDOT FAA Superpave 43. Design the

Superpave volumetric mix in accordance with Section 410 of the NDDOT

Standard Specifications and using the NDDOT’s mix design program. The program is available at www.nddot.gov. The number of compaction gyrations, Ndesign, shall be 75.

c. Design Superpave mixes with the following gyratory effort (number of gyrations), voids filled with bitumen, and gyratory compaction percent:

1. Number of gyrations: Nini=7; Ndesign=75; Nmax=115

2. Voids filled with Bitumen: 65-78%

3. %Gmm@Nini (maximum): 89%

2.3.1 JMF Requirements

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.

f. Number of gyrations of Superpave gyratory compactor.

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. Specific gravity and absorption of each aggregate.

l. Percent natural sand.

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

n. Fine aggregate angularity.

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

p. Tensile Strength Ratio(TSR).

q. Antistrip agent (if required) and amount.

r. List of all modifiers and amount.

2.3.2 Adjustments to Field JMF

Section 32 12 16 Page 8

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 have 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 Adjustments (plus or minus), percent

1/2 inch 3

No. 4 3

No. 8 3

No. 200 1

Binder Content 0.40

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 No. 200 sieve, which shall remain within the aggregate grading of Table 4.

PART 3 EXECUTION

3.1 PREPARATION OF ASPHALT BINDER MATERIAL

Heat the asphalt cement material avoiding local overheating and providing a continuous supply of the asphalt material to the mixer at a uniform temperature. Performance-Graded (PG) asphalts shall be within the temperature range of 260-310 degrees F when added to the aggregate.

3.2 PREPARATION OF MINERAL AGGREGATE

Heat and dry the aggregate for the mixture prior to mixing. No damage shall occur to the aggregates due to the maximum temperature and rate of heating used. The temperature of the aggregate and mineral filler shall not exceed

350 degrees F when the asphalt cement is added. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a mixture of satisfactory workability.

3.3 PREPARATION OF HOT-MIX ASPHALT MIXTURE

The aggregates and the asphalt cement shall be weighed or metered and introduced into the mixer in the amount specified by the JMF. Mix the combined materials until the aggregate obtains a uniform coating of asphalt binder and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture, but no less than 25 seconds for batch plants. Establish the wet mixing time for all plants based on the procedure for determining the percentage of coated particles described in ASTM D2489/D2489M, for each individual plant and for each type of aggregate used. The wet mixing time will be set to at least achieve 95 percent of coated particles. The moisture content of all

Section 32 12 16 Page 9 hot-mix asphalt upon discharge from the plant shall not exceed 0.5 percent by total weight of mixture as measured by ASTM D1461.

3.4 PREPARATION OF THE UNDERLYING SURFACE

Immediately before placing the hot mix asphalt, clean the underlying course of dust and debris. Apply a tack coat in accordance with the contract specifications to all existing or new asphalt or concrete layers.

3.5 TEST SECTION

Prior to full production, place a test section for each JMF used. Construct a test section 250 - 500 feet long and two paver passes wide placed for two lanes, with a longitudinal cold joint. The test section shall be of the same thickness as the course which it represents. The underlying grade or pavement structure upon which the test section is to be constructed shall be the same as the remainder of the course represented by the test section.

The equipment and personnel used in construction of the test section shall be the same equipment to be used on the remainder of the course represented by the test section. Place the test section as part of the project pavement, as approved by the Contracting Officer.

3.5.1 Sampling and Testing for Test Section

Take one random sample at the plant, triplicate specimens compacted, and tested for laboratory air voids. Test a portion of the same sample for theoretical maximum density (TMD), aggregate gradation and asphalt content.

Take four randomly selected cores from the finished pavement mat, and four from the longitudinal joint, and test for density. Random sampling shall be in accordance with procedures contained in ASTM D3665. The test results shall be within the tolerances shown in Table 7 for work to continue. If all test results meet the specified requirements, the test section shall remain as part of the project pavement. If test results exceed the tolerances shown, the test section shall be removed and replaced at no cost to the Government and another test section shall be constructed. The test section shall be paid for with the first lot of paving.

Table 7. Test Section Requirements for Material and Mixture Properties

Property Specification Limit

Aggregate Gradation-Percent Passing (Individual Test Result)

No. 4 and larger JMF plus or minus 8

No. 8, No. 16, No. 30, and No. 50 JMF plus or minus 6

No. 100 and No. 200 JMF plus or minus 2.0

Asphalt Content, Percent JMF plus or minus 0.5

(Individual Test Result)

Laboratory Air Voids, Percent

(Average of 3 specimens) JMF plus or minus 1.0

VMA, Percent (Average of 3 specimens) 14 minimum

Section 32 12 16 Page 10

Mat Density, Percent of TMD

(Average of 4 Random Cores) 92.0 - 96.0

Joint Density, Percent of TMD

(Average of 4 Random Cores) 90.5 - 92.5

3.5.2 Additional Test Sections

If the initial test section should prove to be unacceptable, make the necessary adjustments to the JMF, plant operation, placing procedures, and/or rolling procedures and place a second test section. Additional test sections, as required, shall be constructed and evaluated for conformance to the specifications. Full production shall not begin until an acceptable section has been constructed and accepted.

3.6 TESTING LABORATORY

Submit certification of compliance and Plant Scale Calibration

Certification. Use a laboratory to develop the JMF that meets the requirements of ASTM D3666. The Government will inspect the laboratory equipment and test procedures prior to the start of hot mix operations for conformance to ASTM D3666. The laboratory shall maintain the Corps certification for the duration of the project. A statement signed by the manager of the laboratory stating that it meets these requirements or clearly listing all deficiencies shall be submitted to the Contracting

Officer prior to the start of construction. The statement shall contain as a minimum:

a. Qualifications of personnel; laboratory manager, supervising technician, and testing technicians.

b. A listing of equipment to be used in developing the job mix.

c. A copy of the laboratory's quality control system.

d. Evidence of participation in the AASHTO Materials Reference Laboratory

(AMRL) program.

3.7 TRANSPORTING AND PLACING

3.7.1 Transporting

Transport the hot-mix asphalt from the mixing plant to the site in clean, tight vehicles. Schedule deliveries so that placing and compacting of mixture is uniform with minimum stopping and starting of the paver. Provide adequate artificial lighting for night placements. Hauling over freshly placed material will not be permitted until the material has been compacted as specified, and allowed to cool to 140 degrees F. To deliver mix to the paver, use a material transfer vehicle operated to produce continuous forward motion of the paver.

3.7.2 Placing

Place and compact the mix at a temperature suitable for obtaining density, surface smoothness, and other specified requirements. Upon arrival, place the mixture to the full width by an asphalt paver; it shall be struck off in

Section 32 12 16 Page 11 a uniform layer of such depth that, when the work is completed, it will have the required thickness and conform to the grade and contour indicated.

Regulate the speed of the paver to eliminate pulling and tearing of the asphalt mat. Unless otherwise permitted, placement of the mixture shall begin along the centerline of a crowned section or on the high side of areas with a one-way slope. Place the mixture in consecutive adjacent strips having a minimum width of 10 feet. The longitudinal joint in one course shall offset the longitudinal joint in the course immediately below by at least 1 foot; however, the joint in the surface course shall be at the centerline of the pavement. Transverse joints in one course shall be offset by at least 10 feet from transverse joints in the previous course.

Transverse joints in adjacent lanes shall be offset a minimum of 10 feet.

On isolated areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impractical, the mixture may be spread and luted by hand tools.

3.8 COMPACTION OF MIXTURE

After placing, the mixture shall be thoroughly and uniformly compacted by rolling. Compact the surface as soon as possible without causing displacement, cracking or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor. The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be effective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once. Furnish sufficient rollers to handle the output of the plant. Continue rolling until the surface is of uniform texture, true to grade and cross section, and the required field density is obtained. To prevent adhesion of the mixture to the roller, keep the wheels properly moistened but excessive water will not be permitted. In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand tampers. Any mixture that becomes loose and broken, mixed with dirt, contains check-cracking, or is in any way defective shall be removed full depth, replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor's expense. Skin patching will not be allowed.

3.9 JOINTS

The formation of joints shall be performed ensuring a continuous bond between the courses and to obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade.

3.9.1 Transverse Joints

Do not pass the roller over the unprotected end of the freshly laid mixture, except when necessary to form a transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to expose a vertical face prior to placing material at the joint. Remove the cutback material from the project. In both methods, all contact surfaces shall be given a light tack coat of asphalt material before placing any fresh mixture against the joint.

3.9.2 Longitudinal Joints

Section 32 12 16 Page 12

Longitudinal joints which are irregular, damaged, uncompacted, cold (less than 175 degrees F at the time of placing adjacent lanes), or otherwise defective, shall be cut back a maximum of 3 inches from the top of the course with a cutting wheel to expose a clean, sound vertical surface for the full depth of the course. All cutback material shall be removed from the project. All contact surfaces shall be given a light tack coat of asphalt material prior to placing any fresh mixture against the joint. The

Contractor will be allowed to use an alternate method if it can be demonstrated that density, smoothness, and texture can be met.

3.10 CONTRACTOR QUALITY CONTROL

3.10.1 General Quality Control Requirements

Develop and submit an approved Quality Control Plan. Submit aggregate and

QC test results. Do not produce hot-mix asphalt for payment until the quality control plan has been approved addressing all elements which affect the quality of the pavement including, but not limited to:

a. Mix Design

b. Aggregate Grading

c. Quality of Materials

d. Stockpile Management

e. Proportioning

f. Mixing and Transportation

g. Mixture Volumetrics

h. Moisture Content of Mixtures

i. Placing and Finishing

j. Joints

k. Compaction

l. Surface Smoothness

3.10.2 Testing Laboratory

Provide a fully equipped asphalt laboratory located at the plant or job site and meeting the pertinent requirements in ASTM D3666. Laboratory facilities shall be kept clean and all equipment maintained in proper working condition. The Contracting Officer shall be permitted unrestricted access to inspect the Contractor's laboratory facility, to witness quality control activities, and to perform any check testing desired. The Contracting

Officer will advise the Contractor in writing of any noted deficiencies concerning the laboratory facility, equipment, supplies, or testing personnel and procedures. When the deficiencies are serious enough to adversely affect test results, the incorporation of the materials into the work shall be suspended immediately and will not be permitted to resume until the deficiencies are corrected.

Section 32 12 16 Page 13

3.10.3 Quality Control Testing

Perform all quality control tests applicable to these specifications and as set forth in the Quality Control Program. The testing program shall include, but shall not be limited to, tests for the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, moisture in the asphalt mixture, laboratory air voids, in-place density, grade and smoothness. Develop a Quality Control Testing Plan as part of the Quality

Control Program.

3.10.3.1 Asphalt Content

A minimum of two tests to determine asphalt content will be performed per lot (a lot is defined in paragraph MATERIAL ACCEPTANCE and PERCENT PAYMENT) by one of the following methods: the extraction method in accordance with

ASTM D2172/D2172M, Method A or B, the ignition method in accordance with

ASTM D6307, or the nuclear method in accordance with ASTM D4125/D4125M.

Calibrate the ignition oven or the nuclear gauge for the specific mix being used. For the extraction method, determine the weight of ash, as described in ASTM D2172/D2172M, as part of the first extraction test performed at the beginning of plant production; and as part of every tenth extraction test performed thereafter, for the duration of plant production. The last weight of ash value obtained shall be used in the calculation of the asphalt content for the mixture.

3.10.3.2 Gradation

Determine aggregate gradations a minimum of twice per lot from mechanical analysis of recovered aggregate in accordance with ASTM D5444. When asphalt content is determined by the ignition oven or nuclear method, aggregate gradation shall be determined from hot bin samples on batch plants, or from the cold feed on drum mix plants. For batch plants, test aggregates in accordance with ASTM C136 using actual batch weights to determine the combined aggregate gradation of the mixture.

3.10.3.3 Temperatures

Check temperatures at least four times per lot, at necessary locations, to determine the temperature at the dryer, the asphalt cement in the storage tank, the asphalt mixture at the plant, and the asphalt mixture at the job site.

3.10.3.4 Aggregate Moisture

Determine the moisture content of aggregate used for production a minimum of once per lot in accordance with ASTM C566.

3.10.3.5 Moisture Content of Mixture

Determine the moisture content of the mixture at least once per lot in accordance with ASTM D1461 or an approved alternate procedure.

3.10.3.6 Laboratory Air Voids, Marshall Stability and Flow

Take mixture samples at least four times per lot compacted into specimens.

When the Superpave gyratory compactor is used, mixes will be compacted to 50

Section 32 12 16 Page 14 gyrations in accordance with ASTM D6925. Hot-mix shall be compacted in accordance with the DOT requirements. After compaction, determine the laboratory air voids of each specimen.

3.10.3.7 In-Place Density

Conduct any necessary testing to ensure the specified density is achieved.

A nuclear gauge may be used to monitor pavement density in accordance with

ASTM D2950/D2950M.

3.10.3.8 Grade and Smoothness

Conduct the necessary checks to ensure the grade and smoothness requirements are met in accordance with paragraphs MATERIAL ACCEPTANCE and PERCENT

PAYMENT.

3.10.3.9 Additional Testing

Any additional testing, which the Contractor deems necessary to control the process, may be performed at the Contractor's option.

3.10.3.10 QC Monitoring

Submit all QC test results to the Contracting Officer on a daily basis as the tests are performed. The Contracting Officer reserves the right to monitor any of the Contractor's quality control testing and to perform duplicate testing as a check to the Contractor's quality control testing.

3.10.4 Sampling

When directed by the Contracting Officer, sample and test any material which appears inconsistent with similar material being produced, unless such material is voluntarily removed and replaced or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard procedures specified.

3.10.5 Control Charts

For process control, establish and maintain linear control charts on both individual samples and the running average of last four samples for the parameters listed in Table 8, as a minimum. These control charts shall be posted as directed by the Contracting Officer and kept current at all times.

The control charts shall identify the project number, the test parameter being plotted, the individual sample numbers, the Action and Suspension

Limits listed in Table 8 applicable to the test parameter being plotted, and the Contractor's test results. Target values from the JMF shall also be shown on the control charts as indicators of central tendency for the cumulative percent passing, asphalt content, and laboratory air voids parameters. When the test results exceed either applicable Action Limit, take immediate steps to bring the process back in control. When the test results exceed either applicable Suspension Limit, halt production until the problem is solved. Use the control charts as part of the process control system for identifying trends so that potential problems can be corrected before they occur. Make decisions concerning mix modifications based on analysis of the results provided in the control charts. The Quality Control

Plan shall indicate the appropriate action to be taken to bring the process into control when certain parameters exceed their Action Limits.

Section 32 12 16 Page 15

Table 8. Action and Suspension Limits for the Parameters to be Plotted on

Individual and Running Average Control Charts

Running Average of

Individual Samples Last Four Samples

Action Suspension Action Suspension

Parameter to be Plotted Limit Limit Limit Limit

No. 4 sieve, Cumulative % 6 8 4 5

Passing, deviation from JMF target; plus or minus values

No. 30 sieve, Cumulative % 4 6 3 4

No. 200 sieve, Cumulative % 1.4 2.0 1.1 1.5

Asphalt content, % deviation 0.4 0.5 0.2 0.3 from JMF target; plus or minus value

Laboratory Air Voids, % 0.8 1.0 0.8 1.0 deviation from JMF target value, plus or minus value

In-place Mat Density, - - 94 96

% of TMD

In-place Joint Density, - - 92 92.5

% of TMD

3.11 MATERIAL ACCEPTANCE

Testing for acceptability of work will be performed by an independent laboratory hired by the Contractor. Forward test results daily to the

Contracting Officer. Acceptance of the plant produced mix and in-place requirements will be on a lot to lot…