TECHNICAL SPECIFICATIONS SECTION ‘C’ 1. MOBILIZATION [10 ...

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TECHNICAL SPECIFICATIONS

SECTION ‘C’

1. MOBILIZATION [10]

PART I – GENERAL

1.01 DESCRIPTION

A. Mobilization shall conform to Section 10 “General” of the Standard Specifications and these Special Provisions.

B. Paving work is expected to occur during favorable weather conditions. C. Mobilization shall consist of the following work: 1. Bonds and Insurance. 2. Mobilization of materials and equipment to the site. 3. Provide all temporary facilities and construction utilities. 4. Obtaining any necessary permits 5. Coordination and any other items required to complete the construction not

otherwise measured and paid for. 6. Demobilization of all of materials and equipment from the site. 7. On-going and final site clean-up.

PART 2 – PRODUCTS – not used

PART 3 – EXECUTION 3.01 MOBILIZATION AND DEMOBILIZATION

A. The Contractor shall inspect the site to observe actual field conditions prior to

bidding the project. B. Mobilization shall also include finish work and operations, (demobilization)

including, but not limited to, removal of personnel, equipment, supplies and incidentals from the project site and clean-up of the project site. The Contractor shall not demobilize equipment from the site until the project is accepted as complete, unless directed otherwise in writing by the Engineer.

C. Mobilization shall also include preparation of all necessary permits, submittals, notifications and other documentation necessary for the performance of the work.

3.02 PERMITS AND REGULATIONS A. The Contractor shall obtain all other permits required for the performance of the

work. B. The Contractor shall comply with all dust control requirements in Section 14- 9.03,

"Dust Control," of the Standard Specifications and comply with Bay Area Air

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Quality Management District (BAAQMD) guidelines. C. The contractor shall comply with County’s and Regional Water Quality Control

Boards Erosion and Sediment Control Best Management Practices (BMP) D. Cultural and Prehistoric Resources - The Contractor shall (1) suspend work in the

area and (2) notify the Engineer immediately, if evidence of any of the following are items encountered during performance of the Work:

1. Archaeological artifacts 2. Fossils 3. Human remains

3.03 PROTECTION OF EXISTING PROPERTY AND CONDITIONS A. Protection of Work and Property:

1. Confine the storage of materials and workmen's operations to the limits established on the Contract Documents and by law, permits, and/or directions of the Engineer. Do not unreasonably encumber the premises with materials.

2. Contractor is responsible for the protection and preservation of all materials and equipment located on the construction site.

3. Provide watchman services as may be deemed necessary to safeguard properly all materials, tools, appliances, and work. The County will not assume any responsibility for the loss of or damage to materials, tools, appliances, or work arising from acts of theft, vandalism, malicious mischief, or other causes which may occur during or after working hours.

4. Contractor shall promptly comply with all reasonable requests of the Engineer to protect the site.

5. Repair or replace all work performed or materials, supplies, or equipment furnished which may be damaged or lost by any cause, to the satisfaction of the Engineer.

B. Contractor shall be responsible for all damage to all roads, existing vegetation,

existing buildings, utilities and other property and improvements resulting from the contractor’s use and shall repair all damage resulting from such use to the satisfaction of the Engineer and at no cost to County.

C. Contractor's Staging Area: Store construction materials and equipment within boundaries of designated staging and storage areas approved by the Engineer.

D. Tree and Plant Protection: 1. Do not store materials or equipment, or operate or park equipment under the

branches of any existing plant to remain except as actually required for construction in those areas.

2. Provide barricades, fences, or other barriers as necessary at the drip line to protect existing plants and trees from damage during construction.

3. Notify Engineer where Contractor feels grading or other construction called for by Contract Documents may damage existing plants/trees to remain.

4. If existing plants to remain are damaged during construction, Contractor shall

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replace such plants with others of the same species and size as those damaged or as directed by Engineer, at no cost to the County.

3.04 EXISTING UTILITIES A. The Contractor shall identify, locate, and protect all existing utilities within the

limits of work, including onsite and offsite access routes. B. The location of existing utilities and underground facilities known to the County

are shown or mentioned in plan notes in their approximate location based on information available at the time of preparing the Contract Documents. The actual location, size, type and number of utilities and underground facilities may differ from that shown, and utilities or underground facilities present may be present that are not shown.

C. Obtain from the respective agencies the best available current information on location, identification and marking of existing utilities, piping and conduits and other underground facilities before beginning any excavation. Call Underground Service Alert at 800-642-2444 for information at least 48 hours in advance of beginning work.

D. The Contractor will have to coordinate location, connection points for construction power, water, communication etc., with respective utility.

3.05 WORK HOURS A. Construction activities shall be limited to the hours between 7:00 a.m. and 5:00

p.m. Monday through Friday unless otherwise authorized. Work shall not occur on weekends or holidays, except during emergency conditions, and at the Engineer’s approval.

B. No work shall occur on Atlas Peak, Hillcrest Drive, or Westgate Drive from September 13, 2021 through September 19, 2021. No Extra working days will be given to the Contractor for this requirement; the Contractor shall plan the construction schedule accordingly.

3.06 ACCESS TO THE PROJECT SITE A. Access to the site is over public roads. Exercise care in the use of such roads and

repair any damage to the satisfaction of the County or agency having jurisdiction over the road.

B. Under no circumstances shall the Contractor use any other private roads that are not designated for access.

C. Do not track mud onto private or public roads. The Contractor shall employ a street sweeper as needed to keep all paved surfaces free of tracked mud or dirt.

PART 4 – MEASUREMENT AND PAYMENT

A. The contract lump sum price paid under “Mobilization” shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in mobilization/demobilization as specified herein and conforming to the provisions of this section and no additional compensation will be allowed therefore.

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2. TEMPORARY TRAFFIC CONTROL [12]

PART 1 - GENERAL 1.01 SUMMARY OF WORK

A. This section includes specifications for all Temporary Traffic Control required for the project and shall include and not be limited to: temporary traffic signal and lighting system, construction area signs, flagging, placing and installing temporary traffic-handling equipment and devices, maintaining traffic, placing and installing temporary traffic control systems, and placing temporary pavement delineation, etc..

B. Temporary Traffic Control shall conform to Section 12, “Temporary Traffic Control” of the

Standard Specifications and these Special Provisions. Temporary Traffic Control must also comply with Part 6, "Temporary Traffic Control," of the California MUTCD.

C. The Contractor shall inspect the site to observe actual field conditions prior to bidding the

project. D. The Contractor shall furnish all labor, materials and equipment necessary to complete the

work as shown on the Plans and to maintain the temporary traffic control and signal system in full time operation for the duration of the construction work requiring single lane traffic control, as specified in these Special Provisions of the Specifications, and in strict accordance with the conditions of the Contract. All incidental work not shown on the Plans or specified herein which is necessary to complete the work necessary to provide and maintain the system described, or shown, shall be furnished and installed as part of this contract at no additional cost.

E. The Temporary Traffic Control System for lane closures is for closing traffic lanes with

stationary lane closures on 2-lane, 2-way highways. The traffic control system for a lane closure must comply with, Section 12, "Temporary Traffic Control" of the Standard Specifications and these Special Provisions.

F. Type III Barricade shall conform to Section 12-3.02, “Barricades” of the Standard

Specifications and these Special Provisions.

G. Construction Area Signs shall conform to Section 12-3.06, “Construction Area Signs” of the Standard Specifications and these Special Provisions.

H. Temporary Pavement Delineations shall conform Section 84-3, "Painted Traffic Stripes and

Pavement Markings" of the Standard Specifications and these Special Provisions and shall include but not be limited to: Traffic Stripe (Tape), Temporary Pavement Marker (Tape), Channelizer (Surface Mounted), etc.

I. Temporary Railing (Type K) shall conform to Section 12-3.08, "Type K Temporary Railing"

of the Standard Specifications.

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J. Temporary Crash Cushion Module shall conform shall conform to Section 12-3.15, "Temporary Crash Cushion Module" of the Standard Specifications and these Special Provisions

1.02 SUBMITTALS

A. The traffic control plan shall be submitted for approval at the preconstruction meeting.

1.03 WARRANTIES, GUARANTEES, AND INSTRUCTION SHEETS A. The Contractor shall be responsible for all work and materials and/or equipment installed under

these Plans and Specifications.

PART 2 – PRODUCTS 2.01 MATERIALS

A. Type III Barricade shall conform to Section 12-3.02B, “Materials” of the Standard Specifications.

B. Construction Area Signs shall conform to Section 12-3.06B, “Materials” of the Standard

Specifications. C. Temporary Pavement Delineations shall conform to these Special Provisions. Painted traffic

stripes used for temporary delineation must comply with Section 84-3, "Painted Traffic Stripes and Pavement Markings" of the Standard Specifications and these Special Provisions. 1. Temporary Centerline Delineation - Temporary pavement markers must be the same

color as the centerline markers being replaced. Temporary pavement markers must be one of the temporary pavement markers on the Authorized Material List for short-term day or night use, 14 days or less, or long-term day or night use, 180 days or less.

2. Temporary Edge Line Delineation - Temporary, removable, construction-grade

striping and pavement marking tape must be one of the types on the Authorized Material List. Apply temporary, removable, construction-grade striping and pavement marking tape under the manufacturer's instructions

D. Temporary Railing (Type K) shall conform to Section 12-3.08B, "Materials" of the Standard

Specifications

E. Temporary Crash Cushion Module shall conform to Section 12-3.15B “Materials” of the Standard Specifications.

PART 3 – EXECUTION 3.01 INTERRUPTION OF EXISTING UTILITIES

A. The Contractor shall not cause any utility interruption. Plan and coordinate any utility interruption with the utility provider and the Engineer.

3.02 REGULATIONS AND CODE

A. All work and materials shall conform to the latest codes, rules and regulations of the following:

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(a) State codes and ordinances (b) Local City and/or County ordinances (c) National Electrical Code (d) Uniform Building Code

B. Nothing in these Specifications is to be construed to permit work not conforming to the above; expense for compliance with the above shall be paid for by the Contractor. Whenever the Plans and Specifications require higher standards or larger sizes than those required by the Ordinances and Statutes, the Plans and Specifications shall take priority.

C. The Contractor shall have Special Dispensation from the California Occupational Safety and Health Administration to conduct operations no closer than 6 feet, but within 10 feet, of a high voltage line prior to any work in these areas.

3.03 TEMPORARY PAVEMENT DELINEATIONS

A. Painted traffic stripes used for temporary delineation must comply with Section 84-3, "Painted Traffic Stripes and Pavement Markings" of the Standard Specifications and these Special Provisions. The scope of work shall include: placing, applying, maintaining, and removing temporary pavement delineation.

B. Whenever work activities obliterate pavement delineation, place temporary or permanent pavement delineation before opening the traveled way to traffic. Place centerline pavement delineation for traveled ways open to traffic.

C. Establish the alignment for temporary pavement delineation, including required lines or markers. Surfaces to receive an application of paint or removable traffic tape must be dry and free of dirt and loose material. Do not apply temporary pavement delineation over existing pavement delineation or other temporary pavement delineation. Maintain temporary pavement delineation until it is superseded or you replace it with a new striping detail of temporary pavement delineation or permanent pavement delineation.

D. Place temporary pavement delineation on or adjacent to lanes open to traffic for a maximum of 14 days. Before the end of the 14 days, place the permanent pavement delineation. If the permanent pavement delineation is not placed within the 14 days, replace the temporary pavement markers with additional temporary pavement delineation equivalent to the striping detail specified for the permanent pavement delineation for the area. The Department does not pay for the additional temporary pavement delineation.

E. When the Engineer determines the temporary pavement delineation is no longer required for

the direction of traffic, remove the markers, underlying adhesive and removable traffic tape from the final layer of surfacing and from the existing pavement to remain in place. Remove temporary pavement delineation that conflicts with any subsequent or new traffic pattern for the area.

F. Temporary Lane Line and Centerline Delineation 1. Whenever lane lines or centerlines are obliterated, the minimum lane line and centerline

delineation must consist of temporary pavement markers placed longitudinally at intervals

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not exceeding 24 feet. The temporary pavement markers must be temporary pavement markers on the Authorized Material List for short-term day or night use, 14 days or less, or long-term day or night use, 180 days or less. Place temporary pavement markers under the manufacturer's instructions. Cement the markers to the surfacing with the adhesive recommended by the manufacturer, except do not use epoxy adhesive to place pavement markers in areas where removal of the markers will be required.

2. For temporary lane line or centerline delineation consisting entirely of temporary pavement

markers, place the markers longitudinally at intervals not exceeding 24 feet.

G. Temporary Edge Line Delineation 1. Whenever edge lines are obliterated on multilane roadways, freeways, and expressways,

place edge line delineation for that area adjacent to lanes open to traffic consisting of (1) solid, 4-inch wide traffic stripe tape of the same color as the stripe being replaced, (2) traffic cones, (3) portable delineators or channelizers placed longitudinally at intervals not exceeding 100 feet. You may apply temporary painted traffic stripe where removal of the 4-inch wide traffic stripe will not be required.

2. The Engineer determines the lateral offset for traffic cones, portable delineators, and

channelizers used for temporary edge line delineation. If traffic cones or portable delineators are used for temporary pavement delineation for edge lines, maintain the cones or delineators during hours of the day when the cones or delineators are being used for temporary edge line delineation.

3. Channelizers used for temporary edge line delineation must be an orange surface-mounted

type. Cement channelizer bases to the pavement as specified in section 85 for cementing pavement markers to pavement except do not use epoxy adhesive to place channelizers on the top layer of the pavement. Channelizers must be one of the 36-inch, surface-mounted types on the Authorized Material List.

4. Remove the temporary edge line delineation when the Engineer determines it is no longer

required for the direction of traffic.

3.04 TEMPORARY RAILING (TYPE K) A. Temporary Railing (Type K) shall conform to Section 12-3.08C, "Construction" of the

Standard Specifications

3.05 TEMPORARY CRASH CUSHION MODULE A. Temporary Crash Cushion Module shall conform to Section 12-3.15C “Construction” of the

Standard Specifications.

3.06 CONSTRUCTION AREA SIGNS A. Construction Area Signs shall conform to Section 12-3.06C, “Construction” of the Standard

Specifications.

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PART 4 – MEASUREMENT AND PAYMENT A. The contract lump sum price for “Traffic Control” shall include full compensation for

furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved as shown on the plans and as specified in these Special Provisions, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

3. CLEARING AND GRUBBING (17) PART 1 – GENERAL

Clearing and grubbing shall conform to the provisions in Section 17-2, "Clearing and Grubbing," of the latest version of the Standard Specifications and these Special Provisions.

PART 2 – PRODUCTS – NOT USED

PART 3 – EXECUTION

Prior to construction the contractor shall sweep the entire width of the roadway and trim all vegetation necessary to see and work on the entire roadway width.

Clearing and grubbing includes tree and root removal as specified in the project Plans and Specifications including root removal as identified in Section 10 Concrete of these Specifications.

All existing vegetation, outside the areas to be cleared and grubbed, shall be protected from the Contractor's operations unless specifically shown on the plans to be removed. Nothing herein shall be construed as relieving the Contractor of his responsibility for final cleanup.


Full compensation for conforming to the requirements of this section shall be paid as “Clearing and Grubbing” and no other compensation will be made.

4. EXISTING FACILITIES [15]

PART 1 - GENERAL

1.01 SUMMARY OF WORK A. Removal of asphalt concrete pavement and cold planing shall conform to Section 15-2.02B

“Remove Pavement” of the Standard Specifications and these Special Provisions. B. Preparation of exposed material under removed asphalt shall be per the recommendations

of the project Geotechnical Report prepared by Miller Pacific Engineering dated June 18, 2021.

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PART 2 – PRODUCTS – NOT USED PART 3 – EXECUTION

A. Cold Planing Asphalt Concrete Pavement shall comply with the requirements of Section 15-

2.02B “Remove Pavement" of the Standard Specifications and these Plans and Special Provisions.

1. For Second Avenue, Soda Canyon Road, and Atlas Peak Road once cold planning begins all areas cold planed must be filled by the end of the working day. Traffic will not be allowed to drive on cold planed areas until they have been filled. It is anticipated that a pilot car will be necessary to direct traffic when the work areas spans driveways. For Westgate Drive and Hillcrest Drive cold planing activities shall be scheduled so that not more than one day elapses between the times the pavement is cold planed and the HMA is placed.

2. If you do not complete HMA placement before opening the area to traffic, you must: a. Construct a temporary HMA taper to the level of the existing pavement. Use the

same quality of HMA for temporary tapers that is used for the HMA overlay or comply with the specifications for minor HMA in Section 39 of the Standard Specifications.

b. Place HMA during the next work shift c. Signage provided per plan.

3. Do not use a heating device to soften the pavement. 4. The cold planing machine must be:

a. Equipped with a cutter head width that matches the planing width. If the cutter head width is wider than the cold plane area shown, submit to the Engineer a request for using a wider cutter head. Do not cold plane unless the Engineer approves your request.

b. Equipped with automatic controls for the longitudinal grade and transverse slope of the cutter head and:

c. If a ski device is used, it must be at least 30 feet long, rigid, and a 1-piece unit. The entire length must be used in activating the sensor.

d. If referencing from existing pavement, the cold planing machine must be controlled by a self-contained grade reference system. The system must be used at or near the centerline of the roadway. On the adjacent pass with the cold planing machine, a joint-matching shoe may be used.

e. Equipped to effectively control dust generated by the planing operation f. Operated so that no fumes or smoke is produced. g. Replace broken, missing, or worn machine teeth.

5. Grade Control and Surface Smoothness

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a. Furnish, install, and maintain grade and transverse slope references. b. The depth, length, width, and shape of the cut must be as shown or as ordered. The

final cut must result in a neat and uniform surface. Do not damage the remaining surface c. The depth of Cold Planing shall be 2” minimum. d. The completed surface of the planed asphalt concrete pavement must not vary more

than 0.02 foot when measured with a 12-foot straightedge parallel with the centerline. With the straightedge at right angles to the centerline, the transverse slope of the planed surface must not vary more than 0.03 foot.

e. Where lanes are open to traffic, the drop-off of between adjacent lanes must not be more than 0.15 foot.

6. Temporary HMA Tapers

If a drop-off between the existing pavement and the planed area at transverse joints cannot be avoided before opening to traffic, construct a temporary HMA taper. The HMA temporary taper must be: a. Placed to the level of the existing pavement and tapered on a slope of 30:1 (horizontal:

vertical) or flatter to the level of the planed area. Compacted by any method that will produce a smooth riding surface. Completely remove temporary tapers before placing permanent surfacing.

7. Remove Planed Material

a. Remove cold planed material concurrent with planing activities so that removal does not lag more than 50 feet behind the planer.

b. Contractor is responsible for the disposal of planed material per these specifications; all excess asphalt grindings shall be delivered to the County of Napa Roads yard located at 7292 Silverado Trail, Yountville CA 94559 at Contractors expense. Contractor shall coordinate with Dave Cardwell, [email protected] or 707-299- 1423 at the County of Napa Roads yard prior to any material being delivered. No end or super dump trucks allowed.

B. When Asphalt is removed the resulting baserock surface (if exposed) should be evaluated by wheel-rolling with heavy, rubber-tired construction equipment. Baserock exposed near irrigated areas or in the earlier months of a calendar year has greater potential for soft and yielding conditions due to high moisture contents. With the exception of this “proof-rolling” to determine condition of the baserock, heavily loaded construction equipment should generally avoid the baserock areas to the extent possible to reduce the potential for damaging the baserock integrity and enlarging any potential soft soil “repair” areas. If the exposed baserock is firm and unyielding, it should be moisture conditioned and loose, surficial materials recompacted to at least 95% (ASTM D1557) prior to placing the new asphalt. Due to the age and potential variance in baserock throughout project paving limits, the Geotechnical Engineer will likely confirm satisfactory compaction of baserock through visual observation. If the baserock is yielding under rubber-tire loads due to high moisture contents, careful removal of additional baserock and placement of a deeper asphalt section will be required. For bidding/planning purposes, replacement of 6 inches of existing baserock with

mailto:[email protected]

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“deep-lift” asphalt should be adequate to bridge over soft subgrade soils and yielding baserock upon completion of the entire planned paving section. Careful excavation (i.e. do not use a skip-load or “bobcat” within the excavation, but rather use of an excavator or backhoe operating from adjacent pavements) will be a significant factor in the ultimate depth of digouts, the Geotechnical Engineer will observe conditions and provide supplemental recommendation as appropriate during construction. If existing asphalt remains at the bottom of digout or milled areas, the milled surface should be broomed and loose particles removed prior to application of a tack coat and asphalt.


A. Full compensation for conforming to the requirements of this section including off-haul, shall be paid as “Asphalt removal (3’’) or (6’’)*; grinding” and no other compensation will be made.

B. Payments for off-haul, disposal, etc., shall be included in the various bid items and no additional compensation will be allowed therefore.

C. If exposed baserock is yielding and additional baserock and placement of a deeper asphalt section is required this work will be handled under a contract change order and should not be included in the base bid price for “Asphalt removal (3’’) or (6’’); grinding” *The standard asphalt removal for this project is 3’’ however there is one section on Westgate as identified in the Plans that calls for 6’’ removal.

5. EARTHWORK [19]

PART 1 – GENERAL 1.01 SUMMARY OF WORK

A. Earthwork shall conform to Section 19 “Earthwork” of the Standard Specifications and these Special Provisions.

B. The scope of work shall include and not be limited to: 1. Removal - Refer to Section 15 “Existing Facilities” of these Specifications. 2. Placement of Shoulder Backing. Shoulder Backing shall conform to Section 19-9,

"Shoulder Backing" of the Standard Specifications unless otherwise specified in these Special Provisions.

3. Surplus Material shall conform to Section 19-2.03B, "Surplus Material" of the Standard Specifications unless otherwise specified in these Special Provisions. Also refer to Section 15 “Existing Facilities” of the Standard Specifications and Section 5 “Existing Facilities” of these Specifications

4. Placement of Class 2 Aggregate Base. Class 2 Aggregate Base shall conform to Section 26, “Aggregate Bases” of the Standard Specifications unless otherwise specified in these Special Provisions.

1.02 SUBMITTALS A. Submit shoulder backing material for the approval of the Engineer.

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B. Prior to disposal of excess material submit request in writing for approval of the Engineer. Refer to Section 15 “Existing Facilities” of these Specifications.

PART 2 – PRODUCTS 2.01 MATERIALS

A. Materials for Shoulder Backing shall conform to Section 19-9, “Shoulder Backing” of the Standard Specifications unless otherwise specified in these Special Provisions.

PART 3 – EXECUTION 3.01 SEQUENCE OF WORK

A. Prior to commencing of work, the Contractor shall stake the limits of work for the review and approval of the Engineer. Adjust limits of work as instructed by the Engineer to meet the design intent.

3.02 EXCAVATION A. Excavate all materials to lines, grades, and slopes as shown on the plans to accommodate the

finished grades. B. The County has no knowledge of the existence of artificial obstructions of a size or character

that would necessitate the use of special equipment for their removal. 3.03 INSTALLATION

A. Material shall be placed in the areas identified on the plans in a manner to maintain existing positive drainage away from road, shall have a finished grade, even as much as possible, with the newly installed pavement (in no case shall have a differential elevation greater than ½” below the newly installed pavement), and shall be compacted to a minimum 90% relative density.

PART 4 – MEASUREMENT AND PAYMENT A. The contract unit price for “Shoulder Backing” shall include full compensation for furnishing all

labor, materials, tools, equipment, and incidentals, and for doing all the work, as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer and no additional compensation will be allowed therefore.

6. HOT MIX ASPHALT [39]

PART 1 – GENERAL

1.01 SUMMARY OF WORK A. This section applies to all hot mix asphalt (HMA) for the road pavement section. B. Hot mix asphalt shall be Type A and conform to Section 39, “Hot Mix Asphalt,” of the

Standard Specifications and these Technical Specifications. C. Asphalt Concrete (AC) and HMA may be used interchangeably on the plans and

specifications. D. The work to be performed includes the preparation of the aggregate base course,

application of tack coat, the production, transporting, placing, compacting of the HMA and all other required incidental work.

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E. The Contractor shall produce Type A HMA using a WMA additive technology. F. All longitudinal asphalt joints shall occur in the centerline and/or at the edge of the travel

lane. No longitudinal asphalt joints are allowed within the travel lane.

1.02 SUBMITTALS A. The Contractor shall submit HMA source and mix design prepared by a certified laboratory

to the Engineer for review and approval. B. The Contractor shall submit their QA/QC plan for approval by the County, including

testing requirements. C. Accompanying mix design, submit materials certificates signed by material producer and

Contractor, certifying that each material item complies with, or exceed, specified requirements.

D. The Contractor shall submit tickets for each load of asphalt concrete. E. Submit certificate of compliance for tack coat per Section 94 and Section 39-2.05A(2)(b),

"Asphaltic Emulsions," of the Standard Specifications.

PART 2 – PRODUCTS

2.01 DESCRIPTION A. HMA for the road pavement section shall be Type A, placed in lifts not exceeding three

inches. HMA aggregate size shall be per project Plans. B. Asphalt Binder shall be Steam-refined paving asphalt Grade PG 64-10 per Section 92,

“Asphalts Binders” of the Standard Specifications. C. Tack Coat shall be applied to the finished surfaces of the aggregate based prior to

placement of the HMA, between HMA layers, and to vertical surfaces of curbs, gutters, construction joints, and conform grinds per Section 39-2.01B(10), “Tack Coat” shall be slow setting asphalt emulsion SS1h per Section 94, "Asphaltic Emulsions," of the Standard Specifications.

D. Raw aggregate may only contain very limited “soft” or “highly absorptive” material. The

County may sample the raw aggregate on the days of paving to perform LA Rattler tests and to determine absorption ratios. The hot plant operator(s) shall assist the County in obtaining belt samples immediately prior to asphalt batching at the County’s sole discretion/scheduling. If an absorption ratio of a coarse aggregate sample is greater than 4%, the asphalt placed on that day shall be rejected, and removed and replaced at no cost to County. LA Rattler test results and acceptance criteria shall be per the Standard Specifications. Contractor shall ensure its subcontracts with material suppliers allow the County to enter the facilities and obtain samples in accordance with this paragraph.

E. Unacceptable Asphalt Concrete Containing Soft or Highly Absorptive Material; Liquidated Damages

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a. “Soft or highly absorptive” material is defined as material that is generally whitish or light in color (color can vary) and breaks into a powder easily when routed in a dry state with hand tools such as a screw driver and may exhibit clay like characteristics when wet. b. An unacceptable concentration of material is defined as any location larger than 100 square feet (or locations) where greater than a .096% concentration by area of soft or highly absorptive material occurs. i. Measurement of the concentration of soft or highly absorptive material may

be taken by County at any time and within any area of the work at County’s sole discretion.

ii. Discovery of any area of paving work that exceeds the limit of soft or highly

absorptive material described in this subsection (b) is defective work which shall be addressed by the Contractor in accordance with subsection (c) below if County notifies Contractor at any time prior to one (1) year from the date of recording of a Notice of Completion for the work, or one (1) year from the date the road is open for public use if no Notice of Completion is recorded.

c. Soft or highly absorptive material can substantially reduce the useful life of the roadway, the extent of which is difficult to determine accurately. For each area, as determined by the County pursuant to subsection (b), that exceeds the maximum allowable amount of soft or highly absorptive material, the Contractor shall pay as liquidated damages, and not as a penalty, the amount calculated at one-half of the Contractor’s bid item prices to replace that specified area. Contractor shall pay the County the liquidated damages determined in accordance with this section within sixty (60) days of written demand by the County. If a court determines this calculation of liquidated damages is unenforceable for any reason, the Contractor shall pay the County the actual cost incurred by the County to remove and repave the section of the roadway that exceeds the maximum allowable amount of soft or highly absorptive material.

i. This subsection (c) shall not apply to any area, as determined by the County pursuant to subsection (b), where a concentration of more than .096% by area of soft or highly absorptive material resides in an area of less than 100 square feet, or to any work, other than an area determined by the County pursuant to subsection (b), that contains .096% or less of soft or highly absorptive material.

d. Nothing in this paragraph E shall preclude County from seeking any or all legal and/or equitable remedies upon discovery of soft or highly absorptive material after the one (1) year period specified in subsection (b), or in the event that Contractor fails to tender the liquidated damages specified in subsection (c).

F. Liquid anti-stripping agent (LAS) shall be added to the asphalt binder at a rate of 0.5%

by weight of asphalt binder. The LAS shall be AD-here LOF 65-00 or equivalent, and shall be stored, measured, and blended with the asphalt binder in accordance with the anti-stripping agent manufacturer’s recommended practice. The LAS can be added at the asphalt plant or at the refinery. When added at the asphalt plant, the equipment shall indicate and record the amount of LAS added. If added at the refinery, the shipping ticket from the refinery shall certify the type and amount of LAS added.

G. In addition to the quality requirements in Section 39-2.02, "Aggregate," of the Standard

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Specifications, the aggregate for all types of asphalt concrete shall achieve a minimum Durability Index of 35 for contract compliance. The aggregate shall not be treated with lime, cement or other chemical material before the Durability Index test is performed.

H. The eighth paragraph of Section 39-2.02, "Aggregate," of the Standard Specifications is

amended to read: No single grading test shall represent more than one day's paving. I. The last paragraph in Section 39-2.02, "Aggregate," of the Standard Specifications is

amended to read: “The combined aggregate shall also conform to the following quality requirements when mixed with an amount of asphalt determined to give 4 percent air voids by the job mix formula in accordance with the section entitled "Job Mix Formula" of these Special Provisions.”

J. The area to which paint binder (tack coat) has been applied shall be closed to public

traffic. Care shall be taken to avoid tracking binder material onto existing pavement surfaces beyond the limits of construction.


3.01 GENERAL A. Placement of HMA shall be in accordance with Section 39 of the Standard Specifications, the

Revised Standard Specifications dated 4-16-21, and these Special Provisions. B. A tack coat treatment shall be applied to finished surfaces of aggregate and concrete surfaces where

HMA will meet and shall be applied per Section 39-2.01B(10), “Tack Coat” and 39-2.01C(3)(f) “Tack Coat” of the Standard Specifications.

C. Total HMA thickness shall be as specified on the plans. D. Full compensation for furnishing, placing and maintaining the paint binder (tack coat) shall be

considered as included in the contract price paid per ton of asphalt binder and no separate payment will be made therefore.

E. The Contractor shall have a backup paver and rollers that meet the specifications of the primary equipment, on site, in the event of breakdown of the primary equipment.

3.02 JOB MIX FORMULA The Contractor shall submit in writing a satisfactory job mix formula for each mixture to the Engineer a minimum of five (5) working days before producing asphalt concrete. The job mix formula shall be in effect until a change is approved in writing by the Engineer.

The job mix formula shall be prepared at the Contractor's expense by a materials testing laboratory approved by the Engineer, and shall be designed in accordance with ASTM Test Methods D1560 and D1561, Hveem Method; D2041, Rice's Method; and D1188, "Bulk Specific Gravity of Compacted Bitumen Mixtures, Using Paraffin-Coated Specimens." The asphalt content shall be calculated on the percentage basis by weight of dry aggregate. The voids in the mineral aggregate shall be computed based upon ASTM Bulk Specific Gravities; minimum values shall be as follows:

Addendum #2 - 17

1/2 inch Max.

13% 3/4 inch Max.

12%

The job mix formula for each mixture shall establish a single percentage of aggregate passing each required sieve size. If the aggregate is separated into 2 or more sizes, the proposed gradation shall consist of gradations for individual sizes, and the proposed proportions of individual sizes, combined mathematically to indicate one proposed gradation. Such gradation shall meet the applicable grading requirements shown in Section 39-2.02A(4)(b)(ii), "Aggregate." The gradation established for the job mix formula shall produce a smooth curve within the moving average limits designated and shall not vary from the low limit on one sieve to the high limit on the adjacent sieves, or vice versa.

The job mix formula for each mixture shall be designed with sufficient samples to demonstrate the performance of the mixture having a minimum stabilimeter value of 37 at 4 percent air voids, as determined with ASTM Test Methods D2041 and D1188 or D2726.

All individual aggregate cold feed materials, prior to the addition of asphalt binder, shall have a durability of at least 35 as determined by California Test 229.

Upon prior approval of the Engineer, the Contractor may submit, in writing, a job mix formula based on data from actual plant production or recent mix designs from previous jobs using the same mixture.

Regardless of the source, the job mix formula must establish to the satisfaction of the Engineer that it conforms to all the requirements of this Section. The Engineer reserves the right to verify the job mix formula with testing personnel prior to placement of any material.

The Engineer shall specify the percentage of asphalt binder to be used in asphalt concrete and asphalt concrete base using the "Job Mix Formula" data submitted. The specified percentage of asphalt binder chosen shall provide a minimum stabilimeter value required, air voids in the lab compacted samples will be allowed to vary a maximum of one and a half percent (1.5%) below to one and a half percent (1.5%) above the air voids provided in the "Job Mix Formula" for the specified percentage of asphalt binder.

Air voids variation exceeding the above shall be cause to reject the job mix formula, unless otherwise permitted by the Engineer, the paving operation will cease until a new job mix formula is approved.

After the job mix formula is approved, a trial plant mix shall be made to verify compliance of the plant with the job mix formula requirements. Should the trial plant mix fail to conform to these requirements during the trial run or during actual production, production of asphalt concrete shall stop until such compliance is reestablished or until a new job mix formula is approved.

A new job mix formula shall be submitted for approval prior to use of the mixture when there is a change in the character or source of the materials composing the mix, when unsatisfactory results or other conditions make it necessary.

3.03 PROPORTIONING The Contractor will be allowed to use two or more asphalt concrete plants provided the following conditions are met:

Addendum #2 - 18

1. The Contractor shall give the Engineer one working day notice prior to using two or more plants.

2. The lab density, hereinafter specified, shall be the highest of the separate densities obtained that day for asphalt mixtures from each of the plants.

3. If asphalt concrete that does not meet these specifications can not be identified in the field, asphalt concrete placed for that entire day will be rejected.

4. Asphalt concrete arriving on the project from separate plants shall not vary more than 10 degrees Fahrenheit in temperature.

3.04 ROADWAY A. The 2nd, 3rd, and 4th paragraphs of Section 39-2.01C(5) of the Revised Standard Specifications

shall be replaced with the following: 1. Place HMA on adjacent traveled way lanes so that at the end of each work shift the distance

between the ends of HMA layers on adjacent lanes is from 5 to 10 feet. Place additional HMA along the transverse edge at each lane's end and along the exposed longitudinal edges between adjacent lanes. Hand rake and compact the additional HMA to form temporary conforms. You may place Kraft paper or another authorized bond breaker under the conform tapers to facilitate the taper removal when paving operations resume.

B. Before placing successive lifts of asphalt concrete on any other type of asphalt concrete or on an existing bituminous pavement, paint binder (tack coat) shall be applied in one application at a rate of from 0.08 to 0.10 gallon per square yard of surface covered. The exact rate of application will be determined by the Engineer.

3.04 SPREADING AND COMPACTING The first paragraph of Section 39-2.01C(2), "Spreading and Compacting Equipment," of the Standard Specifications is amended to read:

Asphalt pavers shall be self-propelled mechanical spreading and finishing equipment provided with a screed or strike off assembly capable of distributing the material to not less than the full width of a traffic lane, or a traffic lane together with its adjoining shoulder. Screed action shall include any cutting, crowding or other practical action which is effective on the mixture without tearing, shoving or gouging, and which produces a surface texture of uniform appearance. The screed shall be adjustable to the required section and thickness. The paver shall be provided with either a full width roller or tamper or other suitable compacting devices. Pavers that leave ridges, indentations, or other marks in the surface that cannot be eliminated by rolling or prevented by adjustment in operation shall not be used.Unless otherwise provided in the Special Provisions or directed by the Engineer, all asphalt concrete pavers shall be equipped with a mobile grade reference system capable of averaging the existing grade or pavement profile over a minimum 30 feet distance or by a non-contacting laser or sonar type ski with at least four referencing stations mounted on the paver at a minimum length of 24 feet shall be used. Equipment, which in the judgment of the Engineer, does not perform satisfactorily will be disallowed. The automatic screed controls shall be used for all paving unless otherwise directed by the Engineer.

Addendum #2 - 19

When paving contiguously with previously placed mats, the end of the screed adjacent to the previously placed mat shall be controlled by a sensor that responds to the grade of the previously placed mat and will reproduce the grade in the new mat within a 0.01 foot tolerance. The end of the screed farthest from the previously placed mat shall be controlled in the same manner as when placing the initial mat.

Should the methods and equipment furnished by the Contractor fail to produce a layer of asphalt concrete conforming to the requirements, including straightedge tolerance, of the subsection entitled "Compacting" of this section of these Special Provisions, the paving operations shall be discontinued and the Contractor shall modify his equipment or furnish substitute equipment.

Should the automatic screed controls fail to operate properly during the day's work, the Contractor may use manual control of the spreading equipment for the remainder of that day, however, the equipment shall be corrected or replaced with alternative automatically controlled equipment conforming to the requirements in this section before starting another day's work.

Where shown on the plans and/or specified in these Special Provisions the Contractor shall provide a means to place asphalt concrete or asphalt concrete base at the required slope at the edge of the shoulder. This shall be done by some mechanical method concurrently with the placement of the shoulder. The method of placement of the sloped material shall produce a smooth, compacted texture equal to the mat produced by the machine.

Do not allow traffic on new AC pavement until its mid-depth temperature is below 160 degrees Fahrenheit.

Equipment which does not perform satisfactorily in the opinion of the Engineer shall be disallowed and removed from the site of the work.

Unless otherwise allowed or directed by the Engineer or otherwise provided in these Special Provisions, paving shall be performed in the following order:

1. Asphalt concrete base, if any, shall be placed.

2. The base course of asphalt concrete, if any, shall be placed.

3. The top layer of asphalt concrete shall be placed.

4. Where asphalt concrete base or a base course of asphalt concrete is used, all intersecting roads, driveways and ditches shall be paved before commencement of placing the top layer of asphalt concrete.

Section 39-6.03, "Compacting," of the Standard Specifications is superseded by the following:

General Requirements After the bituminous mixture has been spread, struck off, and surface irregularities adjusted, it shall be thoroughly and uniformly compacted by rolling. Rolling shall be performed in such a manner that cracking, shoving or displacement will be avoided.

The completed surfacing shall be thoroughly compacted, smooth, and free from ruts, humps, depressions, or irregularities. Any ridges, indentations or other objectionable marks left in the surface of the asphalt concrete by blading or other equipment shall be eliminated by rolling or

Addendum #2 - 20

other means. The use of any equipment that leaves ridges, indentations, or other objectionable marks in the asphalt concrete shall be discontinued, and acceptable equipment shall be furnished by the Contractor.

When a straightedge 12 feet is laid on the finished surface and parallel with the center line, the surface shall not vary more than 0.01 foot from the lower edge of the straightedge. The transverse slope of the finished surface shall be uniform to a degree such that no depressions greater than 0.02 foot are present when tested with a straightedge 12 foot laid in a direction transverse to the center line and extending from edge to edge of a 12-foot traffic lane.

If the finished surface of the asphalt concrete does not meet the specified surface tolerances, it shall be brought within tolerance by either (1) abrasive grinding (with fog seal coat on the areas which have been ground), (2) removal and replacement, or (3) placing an overlay of asphalt concrete. The method will be selected by the Engineer. The corrective work shall be at the Contractor's expense.

If abrasive grinding is used to bring the finished surface to specified surface tolerances, additional grinding shall be performed as necessary to extend the area ground in each lateral direction so that the lateral limits of grinding are at a constant offset from, and parallel to the nearest lane line or pavement edge, and in each longitudinal direction so that the grinding begins and ends at lines normal to the pavement centerline, within any ground area. All ground areas shall be neat rectangular areas of uniform surface appearance. Abrasive grinding shall conform to the requirements in Section 42-3 of the Standard Specifications.

Compacting Courses Less Than 0.13 Foot Thick Compacting equipment shall conform to the provisions of the subsection entitled "Compacting Equipment" of this section of these Special Provisions.

A pass shall be one movement of a roller in either direction. A coverage shall be as many passes as are necessary to cover the entire width being paved. Overlap between passes during any coverage, made to ensure compaction without displacement of material in accordance with good rolling practice, shall be considered to be part of the coverage being made and not part of a subsequent coverage. Each coverage shall be completed before subsequent coverages are started.

Rolling shall commence at the lower edge and shall progress toward the highest portion, except that if directed by the Engineer, rolling shall commence at the center and shall progress outwards.

Initial or breakdown compaction shall consist of 3 coverages of a layer of asphalt mixture and shall be performed with a 2-axle or a 3-wheel roller weighing not less than 12 tons and having rolling wheels with a diameter of 40 inches or more. Fewer coverages than specified above may be ordered by the Engineer if necessary to prevent damage to the layer being compacted.

The initial or breakdown compaction shall be followed immediately by additional rolling consisting of 3 coverages with a pneumatic tired roller. Coverages with a pneumatic-tired roller shall start when the temperature of the mixture is as high as practicable, preferably above 180 Deg F, and shall be completed while the temperature of the mixture is at or above 150 Deg F.

Each layer of asphalt concrete and asphalt concrete base shall be compacted additionally without delay by a final rolling consisting of not less than one coverage with a steel-tired roller weighing not

Addendum #2 - 21

less than 8 tons. Except as otherwise provided for low rates of production, a separate finish roller will be required.

Rolling shall be performed so that cracking, shoving or displacement will be avoided.

Provided it is demonstrated to the satisfaction of the Engineer that one roller can perform the work, the required minimum rolling equipment specified above may be reduced to one 2-axle tandem roller, weighing at least 8 tons, for each paver under any of the following conditions:

1. When asphalt concrete is placed at a rate of 50 tons, or less, per hour at any location.

2. When asphalt concrete is placed at a rate of 100 tons, or less, per hour and at the locations or under the conditions as follows:

2.1. Placed on miscellaneous areas in accordance with the provisions in Section 39-2.01C(9), "Miscellaneous Areas and Dikes". 2.2. When the width to be placed is less than 8 feet. 2.3. When the total thickness to be placed is less than 0.1 foot. 3. When the total amount of asphalt concrete included in the contract is 1,000 tons, or less.

When rolling equipment is reduced as provide in this Section F(2) the rolling requirements may be reduced to a least 3 complete coverages with said tandem roller.

Alternative compacting equipment, approved by the Engineer in accordance with California Test 113, may be used for the initial or breakdown compaction if operated according to the procedures and under the conditions designated in the approval. Such allowance of alternative compacting equipment for breakdown and finish compaction does not waive the requirement for using pneumatic-tired rollers. A vibratory roller may be used as the finish roller provided that is meets the requirements for a finish roller and is operated with the vibratory unit turned off.

During rolling operations and when ordered by the Engineer, the asphalt concrete shall be cooled by applying water. No layer shall be cooled with water unless so ordered or permitted by the Engineer.

Courses 0.13 Foot Thick Or More The Contractor shall cover the loads of asphalt concrete with tarpaulins. The Tarpaulins shall completely cover the exposed asphalt concrete until the asphalt concrete has been completely transferred into the asphalt concrete paver hopper or deposited on the roadbed.

The Contractor shall use a minimum of three rollers with separate operators: two for breakdown, and one for finish work. These rollers shall conform to the requirements for breakdown rollers as specified in Section 39 of the Standard Specifications, except that vibratory rollers using vibratory mode shall be used for initial breakdown rolling. Backup rollers shall be supplied at all paving sites.

Breakdown compaction shall be completed before the temperature in the mat drops below 250 Deg F.

Asphalt concrete shall be compacted to an average density of not less than 91 percent of the average density of specimens of the asphalt concrete mixture compacted in the laboratory per Section 39-2.01A(4)(i)(ii) of the Standard Specifications.

Addendum #2 - 22

Average in-place density will be determined by nuclear gauge in conformance with ASTM Test Method D2950. Laboratory specimens will be compacted in conformance with California Test 304.

Nuclear gauge tests for determining average in-place density shall be taken at the locations determined by the Engineer and which represent lots of 500 tons or less of mix. A minimum of five (5) randomly selected locations within the lot shall be tested.

The extent of each lot shall be determined by the Engineer. In determining the limits of each lot consideration will be given to such factors as productions rate, location (main line, shoulders, etc.), lift thickness and differences in the asphalt concrete mix.

The field density of asphalt mixtures, for the purpose of deduction, will be determined from a minimum of three drilled specimens per lot.

Standard Specifications Section 39-2.01A(4)(i)(ii) “In-Place Density, Reduced Payment Factors for Percent of Maximum Theoretical Density Table” applies.

The field density will be the average of the required drilled specimens.

The laboratory density, for the purpose of deduction, shall be the average density for all asphalt concrete samples taken for the project that represent the same grading, type and oil content as the material in question.

The amount of asphalt mixture involved will be computed from the field density and the volume of asphalt mixture. The volume of the mixture will be computed from the average thickness of the drilled specimens and the measured area of the asphalt mixture.

The limits of the asphalt mixture in question will be defined by the Engineer.

3.05 SHOULDERS, MEDIANS, AND OTHER ROADWAY CONNECTIONS A. Add the following to Section 39-2.01C(7) of the Revised Standard Specifications:

1. Pave shoulders and median borders adjacent to the lane before opening a lane to traffic. 2. Place shoulder conform tapers concurrently with the adjacent lane's paving. 3. Place additional HMA along the pavement's edge to conform to road connections and

driveways. Hand rake, if necessary, and compact the additional HMA to form a smooth conform taper.

3.06 Longitudinal Joint Construction

All longitudinal joint construction shall be a Tapered Notch Wedge, Section 39-2.01C(4)(b) is amended to read as follows:

39-2.01C(4)(b) Tapered Notched Wedge For roadways with an HMA lift thickness greater than 0.25 foot, you shall construct a 1-foot wide tapered notched wedge joint as a longitudinal joint between adjacent lanes open to traffic. A vertical notch of 1.5 inch maximum must be placed at the top and bottom of the tapered wedge. The tapered notched wedge must keep its shape while exposed to traffic. Pave the adjacent lane within 1 day. Construct the tapered portion of the tapered notched wedge with an authorized strike-off device. The strike-off device must provide a uniform slope and must not restrict the main screed

Addendum #2 - 23

of the paver. You may use a device attached to the screed to construct longitudinal joints that will form a tapered notched wedge in a single pass. The tapered notched wedge must be compacted to a minimum of 91 percent compaction.

PART 4- MEASUREMENT AND PAYMENT

A. The contract item for hot mix asphalt is measured by weight. The weight of each type of HMA mixture designated in the Engineer's Estimate must be the combined mixture weight.

B. The contract unit price for ton of “HMA TYPE A (1/2”) Aggregate” shall include full

compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved (including applying tack coat) as shown on the Plans and as specified in these Technical Specifications, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

C. The contract unit price for ton of “HMA TYPE A (3/4”) Aggregate” shall include full

compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved (including applying tack coat) as shown on the Plans and as specified in these Technical Specifications, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

7. SIGNS [56]

PART 1 – GENERAL

1.01 DESCRIPTION A. This section includes specifications for fabricating and furnishing sign panels, posts and

foundations. This work shall consist of furnishing and installing roadside sign(s) on wood or metal posts and foundation. All work related to signs shall conform to the requirements in Section 56, “Signs,” of the Standard Specifications, and these Technical Specifications.

B. All signs must comply with the California Manual on Uniform Traffic Control Devices, California Sign Specifications and the federal Standard Highway Signs and Markings book. Those publications and related publications are available at the Caltrans Traffic Operations Web site under signs and work zones.

C. All signs shall be single steel metal post.

PART 2 – PRODUCTS

Addendum #2 - 24

2.01 SUBMITTALS A. Submit a certificate of compliance for the following: • Aluminum sheeting • Retroreflective sheeting • Screened process colors • Non-reflective, opaque, black film • Protective-overlay film Submit quality control plan for sign panels no more than 15 calendar days prior to

fabrications per the requirements in Section 56 of the Standard Specifications must comply with the project plans, California Sign Specifications, Federal Standard Highway Signs and Markings Book, and Section 56 of the Standard Specifications.

2.02 MATERIALS All signs must be manufactured from aluminum sheeting meeting all of the requirements in Section 56-2, “Furnishing Sign Panels” of the Standard Specifications. Retroreflective sheeting, mountings, sign panel fastening hardware and process colors and film are per Section 56-2, “Furnishing Sign Panels” of the Standard Specifications. Metal posts for roadside signs located within concrete sidewalk and/or behind concrete curb and gutter must meet the requirements of Section 56-4.02B, “Metal Posts” of the Standard Specifications.

PART 3 – EXECUTION 3.01 CONSTRUCTION

A. Construction for roadside sign(s) on metal posts shall be per the County of Napa Standard Plans and Section 56-4.03 “Construction” of the Standard Specifications. Signs on metal posts shall only be installed in areas where signs are located behind existing concrete curb and gutter.

B. Sign panel installation must conform to the County of Napa Standard Plans and Section 56-

4.03B “Sign Panel Installation” of the Standard Specifications. Concrete for sign foundations must conform to Section 90-2 “Minor Concrete” of the Standard Specifications.

PART 4- MEASUREMENT AND PAYMENT

A. The contract unit price paid for “Bike Lane Road Sign, Steel Post, & Footing R3-17”

shall be paid for at the contract price per each (EA) which price shall include full compensation for furnishing all labor, materials, tools and equipment, and doing all the work involved in a new sign on a new post and foundation.

Addendum #2 - 25

B. The contract unit price paid for “Bike Lane Road Sign, Steel Post, & Footing R3-17 & R3-17bP” shall be paid for at the contract price per each (EA) which price shall include full compensation for furnishing all labor, materials, tools and equipment, and doing all the work involved in a new sign on a new post and foundation.

C. The contract unit price paid for “Bike Lane Road Sign, Steel Post, & Footing W11-1 & W16-1P” shall be paid for at the contract price per each (EA) which price shall include full compensation for furnishing all labor, materials, tools and equipment, and doing all the work involved in a new sign on a new post and foundation.

8. TRAFFIC STRIPING, MARKINGS, AND RAISED PAVEMENT MARKERS [84]

PART 1 – GENERAL

1.01 DESCRIPTION A. This section shall apply to all pavement markings and striping, including removal of existing

markings, where required. B. All existing raised pavement markers shall be removed prior to all other work. New striping

and stencils shall be placed directly onto asphalt, with no previous markings visible. C. Refer to Section 84 “Markings” of the Standard Specifications for all pavement markings and

striping. D. Traffic Striping and Pavement Markings shall conform to the requirements of Section 84-2


PART 2 – PRODUCTS

A. All pavement markings and striping on Westgate Drive, Hillcrest Drive, Atlas Peak Road, and Soda Canyon Road shall be thermoplastic and must comply with the applicable parts of Section 84 of the Standard Specifications, including but not limited to 84-2.02 “Thermoplastic” “Glass Beads” and “Thermoplastic Traffic Stripes and Pavement Markings with Enhanced Wet-Night Visibility” sections.

B. All pavement marking and striping on Second Avenue shall be painted and must comply with Section 84-2.02 of the Standard Specification


3.01 PLACEMENT A. Placement shall be in accordance with Section 84-2.03 of the Standard Specification.

PART 4 - MEASUREMENT AND PAYMENT

A. The contract unit price paid for the various “Traffic Striping and Pavement Markings” bid

items shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved, including removal of existing markings, as shown on the plans and as specified in these Special Provisions, the Standard Specifications,

Addendum #2 - 26

and as directed by the Engineer and no additional compensation will be allowed therefore.

9. CONCRETE (73)

PART 1 - GENERAL

1.1 DESCRIPTION A. This section covers minor concrete used for the concrete curb and gutter replacement as

identified on the Plans. B. Concrete shall conform to Section 73 “Concrete Curbs and Sidewalks” of the 2018

Caltrans Standard Specifications, the 2021 Napa County Road and Street Standard and these Technical Specifications.

1.2 SUBMITTALS A. Contractor shall submit Concrete source and mix design prepared by a certified laboratory

to the Engineer for review and approval. B. Accompanying mix design, submit materials certificates signed by material producer and

Contractor, certifying that each material item complies with, or exceed, specified requirements.

C. Contractor shall submit tickets for each load of concrete.

PART 2 - PRODUCTS 2.1 DESCRIPTION A. Concrete shall be Portland cement concrete (PCC) unless otherwise stated. B. All concrete subject to this section shall be in accordance with Section 90 of the Caltrans

Standard Specifications and these Special Provisions. C. Minimum cement content shall be 6-sack per cubic yard. D. Minimum compressive strength shall be 4,000 psi at 28 days. E. All rebar shall conform to section 26 of the standard specifications. F. All aggregate base shall conform to section 52 of the standard specifications.

PART 3 - EXECUTION

3.1 PLACEMENT A. Removing existing concrete curb and gutter, eliminating all visible tree roots to a depth of

6” below subgrade where new curb and gutter will be placed. B. Placement shall be in accordance with Section 73 of the Caltrans Standard Specifications

and the 2021 Napa County Road and Street Standards. A1 Broom finish sidewalks, gutter depressions, curb ramps, and driveways.

C. Formwork per Section 73 of the Caltrans Standard Specifications, 2021 Napa County Road and Street Standards.

D. Reinforcement shall be per Section 3070 of the Special Provisions and Section 52 of the Caltrans Standard Specifications, 2021 Napa County Road and Street Standards.

Addendum #2 - 27


A. The contract lump sum price for Minor Concrete (Curb and Gutter) shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals including aggregate base underneath concrete and bar reinforcing steel and for performing all the work involved as shown on the plans and as specified in these Technical Specifications, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

10. REINFORCING FIBERS FOR ASPHALT (44)

PART 1 - GENERAL

1.01 SUMMARY OF WORK This section is in coordination with the Section Hot Mix Asphalt.

1.02 DEFINITIONS A. Reinforcing Fibers: High tensile strength aramid fiber blend specially formulated to

reinforce hot mix asphalt.

B. Fiber Reinforced Asphalt Concrete (FRAC): A mixture of hot or warm mix asphalt and reinforcing fibers that has greater resistance to rutting, thermal cracking, fatigue cracking, and reflective cracking as compared to conventional non-fiber asphalt mixes.

C. Fiber Reinforced Hot Mix Asphalt (FR-HMA): A mixture of asphalt and reinforcing

fibers that has greater resistance to rutting, thermal cracking, fatigue cracking, and reflective cracking as compared to non-fiber asphalt mixes.

D. Aramid Dispersion State Ratio (ADSR): A measure of the dispersion efficiency of the

Reinforcing Fibers within asphalt mixes. ADSR is calculated by comparing the mass of aramid in the individual state to the total mass of extracted aramid fibers, expressed as a percentage.

1.03 REFERENCES

A. ASTM D2172, Standard Test Methods for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

B. ASTM D6433, Standard Practice for Roads and Parking Lots Pavement Condition Index Surveys.

C. AASHTO T322, Determining the Creep Compliance and Strength of Hot-Mix Asphalt

(HMA) Using the Indirect Tensile Test Device.

Addendum #2 - 28

D. AASHTO TP79, Standard Method of Test for Determining the Dynamic Modulus and Flow Number (FN) for Asphalt Mixtures Using the Asphalt Mixture Performance Tester.

E. Zeiada, W., Underwood, S., Stempihar, J., “Extraction of Aramid Fibers from Fiber

Reinforced Asphalt Concrete – Special Test Method”, Arizona State University, May 11, 2016.

1.04 SUBMITTALS

A. Fiber product data sheet and certification from the Manufacturer that the fiber product supplied meets the requirements of this specification.

B. Manufacturer’s instructions and general recommendations. C. Performance results of ADSR testing from a minimum of three separate laboratory

trials to validate Dispersion Efficiency. D. Performance results of PCI testing from a minimum of three separate field trials

to validate Cracking Resistance. E. Performance results of FN testing from a minimum of three separate laboratory

trials to validate Rutting Resistance.

**NOTE: Testing is NOT required on samples from the job mix, submit previously completed lab testing only.

PART 2 – PRODUCTS

2.01 MATERIALS AND PERFORMANCE

1. Reinforcing Fiber Properties – Forta Fi is specified, and an alternate may be approved upon County review for compliance.

a. Provide a reinforcing fiber blend of Virgin Polyolefins and Virgin Aramids that

meets the requirements in Table 1 and Table 2 below.

Table 1

Reinforcing Fiber Material Properties Property Test Method Polyolefin Aramid

Form Manufacturer Certification Serrated Monofilament

Nominal Specific Gravity ASTM D276 0.91 1.44

Tensile Strength (psi) ASTM D7269 NA1 400,000

Addendum #2 - 29

Length (in) Manufacturer Certification 0.75 0.75

1. Polyolefin fibers will melt or become plastically deformed during production

Table 2

Reinforcing Fiber Performance Properties Performance

Measure Test Method Standard Requirement

Dispersion Efficiency Aramid

Dispersion State Ratio (ADSR)

Modified ASTM D2172 ≥ 85%

Field Performance Cracking Resistance

Pavement Condition Index ASTM D6433

≥ 10 PCI Points Increase,

Minimum 4 Years

Resistance to Permanent

Deformation (Rutting)

Flow Number (FN) AASTHO TP79 ≥ 75%

increase

b. FORTA-FI®, provided by the Forta Corporation, is an acceptable product and

meets the performance and material properties outlined in this section. Alternate product may be approved upon review.

c. If a different aramid-based fiber blend is proposed, performance test results

complying with Section D.2 below must be submitted at least four weeks prior to bid date for approval by engineer.

d. Non-aramid fiber blends will not be considered as acceptable alternatives to this

specification.

2. Performance Testing Requirements All historical test results submitted to validate the fiber’s performance in asphalt mixes shall be from previously completed laboratory and field trials using plant-produced FRAC from a documented source only. Results from lab-produced FRAC or FRAC from an undocumented source will not be accepted. Testing is NOT required on samples from the job mix.

Fiber dosage rate in all submitted test reports must be equal to the rate proposed for this project. Only testing performed by an AASHTO accredited laboratory or nationally recognized university testing lab will be considered.

a. Aramid Dispersion State Ratio (ADSR) Tests from a minimum of three (3)

separate laboratory trials. 1. Perform ADSR test based on modified ASTM D2172 procedures as

provided in the document entitled “Extraction of Aramid Fibers from

Addendum #2 - 30

Fiber Reinforced Asphalt Concrete – Special Test Method”. A copy of the modified extraction methodology can be obtained by making an inquiry to the Pavement and Materials Laboratory at Arizona State University at [email protected].

2. To validate ADSR results, average extracted aramid fiber quantity must equal 0.007 percent by total sample weight with no individual result less than 0.005 percent of the total sample weight.

3. All tested fiber mixes must achieve a minimum ADSR of 85%.

b. Pavement Condition Index (PCI) side by side comparison from a minimum of three (3) field trails with a minimum in-service pavement age of four years.

1. PCI surveys shall be performed according to ASTM D6433. 2. Tests results shall include a control and a fiber reinforced pavement

section. FRAC mix shall be identical to control mix except for the inclusion of fibers added at the same dosage as proposed on the project.

3. In field performance sections shall be subject to the same environmental and traffic conditions. A minimum surface area of 500 yd2 per FRAC and control section is required.

4. PCI results from fiber sections shall show a minimum 10 PCI points greater than the control section after a minimum of 4 years.

c. Flow Number (FN) Tests from a minimum of three (3) separate laboratory trials.

1. Perform FN tests using the protocol from AASHTO TP79. 2. Tests results shall include a control and a fiber reinforced mix. FRAC mix

shall be identical to control mix except for the inclusion of fibers added at the same dosage as proposed on the project.

3. Results from fiber specimens shall each show an average FN increase of at least 75% over control specimens.

2.02 DELIVERY, STORAGE, AND HANDLING

1. Deliver fiber-reinforcement in sealed, undamaged containers with labels intact and legible, indicating material name and lot number.

2. Deliver fiber-reinforcement to location where it will be added to each batch or loaded into the mixer.

3. Store materials covered and off the ground. Keep sand and dust out of boxes and do not allow boxes to become wet.


3.01 MIXING AND PRODUCTION

1. Add aramid and polyolefin reinforcing fiber blends at a dosage rate of one (1) pound fiber per one (1) ton of asphalt.

2. Add alternative aramid fiber blends at a rate proposed by the manufacturer that achieves

the ADSR, PCI, and FN results required by Section D.

Addendum #2 - 31

3. Have a fiber manufacturer’s representative on site during mixing and production. This

requirement can be waived if fiber manufacturer and asphalt producer can supply evidence of manufacturer’s brand of fiber being successfully produced a minimum of three times at the asphalt plant to be used for the project.

4. Batch Plant. When a batch plant is used, add fiber to the aggregate in the weigh hopper

and increase both dry and wet mixing times. Ensure that the fiber is uniformly distributed before the injection of asphalt cement into the mixture.

5. Drum Plant:

a. Inject fibers through the RAP collar manually or by feeding them with a metered air

blown system to promote rapid and complete fiber dispersion. Rate the feeding of fibers with the rate the plant is producing asphalt mix. If there is any evidence of fiber bundles at the discharge chute, increase the mixing time and/or temperature or change the angle of the fiber feeder line to increase dry mixing time.

b. Add fibers continuously and in a steady uniform manner. Provide automated

proportioning devices and control delivery within ±10% of the mass of the fibers required. Perform an equipment calibration to the satisfaction of the fiber manufacturer’s representative to show that the fiber is being accurately metered and uniformly distributed into the mix.

Include the following with the air blown system:

• Low level indicators • No-flow indicators • A printout of feed rate status in pounds/minute • A section of transparent pipe in the fiber supply line for observing consistency of

flow or feed. • Manufacturer’s representative’s approval of fiber addition system

3.02 PLACEMENT

Follow manufacturer’s and engineer’s recommendations for placement of FRAC.

3.03 QUALITY CONTROL

1. Aramid Dispersion Visual Test: Collect a 10kg sample of mix from the discharge chute during first 50 tons of production. Visually assess the state of aramid fibers in the sample according to Reference 5 (Section B of this specification) and rate the sample as “Pass” or “Fail”.

ii. “Pass” = All fibers exist in an Individual State and no Undistributed Clips or Agitated Bundles of fiber are detected.

iii. “Fail” = One or more Undistributed Clips or Agitated Bundles are detected.

Addendum #2 - 32

2. If a sample is rated as “Fail”, adjust mixing operations to improve fiber dispersion and repeat Step 1 above.

3. If Visual Test results in three consecutive “Fail” ratings, plant mix samples should be

sent to a third party laboratory for complete ADSR testing before production is allowed to commence.

4. In addition to Visual Test, use a shovel to inspect FRAC mix in the back of first three

trucks and every tenth truck thereafter to confirm adequate blending of the fiber.

5. Remove any observed fiber bundles from placed mixture and adjust operations per the

manufacturer’s recommendation to eliminate future fiber bundle development, and repeat Steps 1 through 3 above to confirm adequate aramid fiber dispersion.

PART 4 -MEASUREMENT AND PAYMENT A. The contract unit price for “Asphalt Fibers Per Ton of Asphalt” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work, as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer and no additional compensation will be allowed therefore.

11. CRACK TREATMENT (37-6)

PART 1 – GENERAL

A. This work to fill all of the cracks on all project roads after asphalt grind has occurred.

PART 2 – PRODUCTS

A. Products shall conform to section 37-6 of the standard specifications.


1. Crack sealing shall be performed on all pavement cracks 1/2-inch wide or wider. Cracks shall be routed to a depth and width of ½-inch prior to sealing.

2. Crack sealing shall be performed after any required pavement repair or grinding operations and prior to placing flexible pavement coatings, pavement reinforcing fabric, or overlay.

3. Immediately prior to performing crack sealing, the cracks shall be cleaned by the use of highpressure compressed air such that all vegetation, dirt, and other objectionable materials are removed. The compressed air shall be filtered of moisture and oils. Under damp

Addendum #2 - 33

conditions, a hot compressed air lance shall be utilized to dry the cracks as well.

4. Sealant material shall conform to the provisions of PART 2 “Products” of this Section and shall be applied at the temperature and rate recommended by the manufacturer.

5. Sealant shall be applied to a slightly overfilled condition, then struck off with a guide-shoe, plate, or squeegee to produce a band of material 2 inches to 4 inches in width, centered over the crack. On streets to be slurry or seal-coated, strike-off height shall be less than 1/8-inch above the pavement surface.

6. Extensively cracked pavement areas shall not be crack sealed unless specifically directed by the ENGINEER. This is necessary to avoid interference with proper adhesion of the flexible pavement coatings, pavement reinforcing fabric, or overlay, and to avoid subsequent asphalt bleeding on the new surface. Where the ENGINEER determines excessive coating or thickness of pavement crack sealant by the CONTRACTOR, the CONTRACTOR shall perform the necessary pavement base repairs to correct the problem prior to placement of any flexible pavement coating, pavement reinforcing fabric, or overlay.

7. Crack seal areas shall be protected from traffic until the material has sufficiently cured and does not track. Any damage or loss of material from freshly placed crack seal material shall be replaced by the CONTRACTOR .

PART 4 – PAYMENT

The Contract Unit price for “Crack Sealing” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work, as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer and no additional compensation will be allowed therefore.

12. RUBBERIZED HOT MIX ASPHALT CONCRETE (43)

PART 1 – GENERAL 1.01 SCOPE

This work consists of constructing a Rubberized Hot Mix Asphalt-Gap Graded (RHMA-G) overlay on an existing pavement surface.

1.02 ASPHALT REINFORCING FIBERS

See Part 19 “REINFORCING FIBERS FOR ASPHALT (44)” for synthetic reinforcing fibers for the asphalt mix.

1.03 SUMMARY OF WORK

A. This section applies to all rubberized hot mix asphalt, gap graded (RHMA-G) for the road pavement section.

B. The scope of work includes all site preparation work for the placement of the RHMA-G, including removal of existing two-way roadway markers.

Addendum #2 - 34

C. Hot mix asphalt shall conform to the Standard Specifications and these special provisions. D. Rubberized asphalt and RHMA-G may be used interchangeably on the plans and specifications. E. The work to be performed includes the preparation of road surface, application of tack coat, the

production, transporting, placing, compacting of the RHMA-G and all other required incidental work.

1.04 Definitions A. Rubberized Hot Mix Asphalt-Gap Graded (RHMA-G): Mixture of paving asphalt, asphalt

modifier, crumb rubber modifier, and gap-graded aggregate mixed in a central mixing plant.

B. Crumb Rubber Modifier (CRM): Combination of ground or granulated scrap tire and high natural crumb rubber.

C. Scrap tire crumb rubber: Any combination of:

1. Automobile tires 2. Truck tires 3. Tire buffing

D. High natural crumb rubber: Material containing between 40 to 48 percent natural rubber.

E. Fine aggregate: Aggregate passing the no. 4 sieve.

F. Coarse aggregate: Aggregate retained on the no. 4 sieve.

G. Asphalt Modifier: A resinous, high flash point, and aromatic hydrocarbon.

1.05 Submittals

A. The Contractor shall comply with all Federal, State, and Local environmental laws, rules, regulations, and ordinances including, but not limited to, air quality requirements.

B. At least 10 days before starting any RHMA-G activities, submit the name of an authorized laboratory to perform Quality Control (QC) testing for RHMA-G. The authorized laboratory must comply with the Caltrans Independent Assurance Program (IAP) or possess current AASHTO Material Reference Laboratory (AMRL) accreditation for all ASTM and AASHTO tests required in Section 2.

C. Contractor shall submit to the Agency a certified volume or weight slip for each delivery of

asphalt-rubber binder ingredients and RHMA-G.

D. At least 14 days before use, submit: 1. Four each one-quart cans of mixed asphalt-rubber binder 2. Samples of each asphalt-rubber binder ingredient 3. SDS for each hazardous material 4. Asphalt-rubber binder formulation, including:

4.1. Source and grade of asphalt binder 4.2. Source and type of asphalt modifier 4.3. Each source and type of scrap tire crumb rubber and high natural crumb rubber 4.4. Percentage of asphalt modifier by weight of asphalt binder

Addendum #2 - 35

4.5. Percentage of combined asphalt binder and asphalt modifier by weight of asphalt-rubber binder

4.6. Percentage of scrap tire crumb rubber and high natural crumb rubber by total weight of asphalt-rubber binder

4.7. Percentage of scrap tire crumb rubber and high natural crumb rubber by total weight of crumb rubber modifier

4.8. Minimum reaction time and temperature 5. Test results

5.1. Certificate of Compliance showing the asphalt binder is the required PG grade 5.2. Test results showing the asphalt modifier meets the requirements in Table 1 5.3. Test results showing each source of CRM meets the requirements in Tables 2, 3,

and 4 5.4. Test results showing the asphalt-rubber binder meets the requirements in Tables 5

and 6 5.5. Test results showing the aggregate meets the requirements in Tables 7 and 8 5.6. Test results showing the RHMA-G meets the requirements in Table 9

6. JMF Forms 6.1. Caltrans Contractor Job Mix Formula Proposal form CEM-3511 6.2. Caltrans Contractor Hot Mix Asphalt Design Data form CEM-3512 6.3. Caltrans Hot Mix Asphalt Verification form CEM-3513, if available 6.4. Caltrans Job Mix Formula Renewal form CEM-3514, if available

1.06 Job Mix Formula (JMF)

A. Contractor shall submit the proposed JMF for each type of RHMA-G to be used. The Contractor is required to submit mix design documentation that has been dated within 12 months of submittal. The Contractor shall submit the test results for the RHMA-G showing that the mixture meets all of the requirements as shown in Section 2.6 of these specifications.

B. The JMF must be submitted on the Caltrans Contractor Job Mix Formula Proposal form CEM-3511 along with mix design documentation on Caltrans Contractor Hot Mix Asphalt Design Data form CEM-3512. Also report the theoretical maximum specific gravity for the RHMA-G.

1.07 Quality Control Program

A. Develop, implement, and maintain a QC program. Contractor shall prepare and maintain QC records, including:

1. Names and qualifications of: 1.1. Samplers 1.2. Testers 1.3 Inspectors 2. Testing laboratories 3. Testing equipment calibrations and certifications 4. Construction inspection reports 5. Sampling and testing records organized by date and type of material 6. Test results with comparison of quality characteristic requirements 7. Test results in relation to action and any suspension limits 8. Records of corrective actions and suspensions

Addendum #2 - 36

Contractor shall notify the Agency within 24 hours of any noncompliance identified by the QC program.

1.08 Quality Control Manager

A. Contractor shall assign a QC manager before the start of the affected work. The QC manager must receive, review, and approve all correspondence, submittals, and reports relating to the QC of materials before they are submitted to the Agency. The QC manager must be the sole individual responsible for: 1. Signing the QC plan 2. Implementing the QC plan 3. Maintaining the QC records

B. The QC manager must be Contractor’s employee or must be hired by a subcontractor

providing only QC services. The QC manager must not be employed or compensated by a subcontractor or by any other persons or entities hired by subcontractors who will provide services or material for the project.

1.09 Preconstruction Meeting

A. At least 2 weeks before the start of surfacing and pavement operations, the following Contractor personnel shall attend a preconstruction meeting: 1. Project Manager 2. QC manager 3. Project superintendent 4. Project foreman 5. Plant manager 6. Traffic control foreman 7. Subcontractors’ foremen 8. RHMA-G supplier 9. Paving foreman

B. Contractor shall be prepared to discuss the project specifications and the processes for producing materials and constructing each item of work, including: 1. Quality assurance 1.1. Quality control 1.2. Agency acceptance 2. Placement of materials: 2.1. Training 2.2. Checklists 2.3. Test strips (if required) 3. Contingency plan 4. Issues specific to the project, including: 4.1. Weather 4.2. Alignment and geometrics 4.3. Traffic control issues 4.4. Haul distances 4.5. Presence and absence of shaded areas 4.6. Other local issues

Addendum #2 - 37

PART 2 – MATERIALS 2.01 Asphalt Binder Asphalt binder must be PG 64-16. Asphalt Binder must comply with Section 92 of the current Caltrans Standard Specifications.

2.02 Asphalt Modifier Asphalt modifier must be a resinous, high flash point, aromatic hydrocarbon. Asphalt modifier must comply with the requirements shown in Table 1.

Table 1: Asphalt Modifier for Asphalt-rubber Binder

Quality Characteristic Test Method Requirement Viscosity at 100 °C (m2/s x 10-6)

ASTM D445 X ± 3 a

Flash point (CL.O.C., °C, min)

ASTM D92 207

Asphaltenes by mass (%, max)

ASTM D2007 0.1

Aromatics by mass (%, min)

ASTM D2007 55

a X denotes the asphalt modifier viscosity from 19 to 36 as proposed by the Contractor. The proposed value “X” shall be submitted in writing to the Agency. A change in X requires a new asphalt-rubber binder submittal.

2.03 Crumb Rubber Modifier

Crumb rubber modifier (CRM) shall consist of a combination of scrap tire CRM and high natural CRM. The scrap tire CRM shall consist of ground or granulated rubber derived from any combination of automobile tires, truck tires or tire buffings. The high natural CRM shall consist of ground or granulated rubber derived from materials that utilize high natural rubber sources. Scrap tire crumb rubber and high natural crumb rubber must be delivered to the asphalt-rubber binder production site in separate bags and shall be sampled and tested separately. Steel and fiber must be separated. If steel and fiber are cryogenically separated, it must occur before grinding and granulating. Cryogenically-produced CRM particles must be large enough to be ground or granulated. Cryogenically produced CRM particles that pass through the grinder or granulator without being ground or granulated, respectively, shall not be used. The CRM must comply with the requirements shown in Tables 2, 3 and 4.

Table 2: Crumb Rubber Modifier Physical Requirements

Quality characteristic Test method Requirement Wire in CRM (%, max) California Test 385 0.01 Fabric in CRM (%, max) California Test 385 0.05

CRM specific gravity California Test 208 1.1-1.2

Table 3: Crumb Rubber Modifier Chemical Requirements

Addendum #2 - 38

Quality Characteristic Test Method Scrap Tire

High Natural

Acetone extract (%) ASTM D297 6.0–16.0 4.0–16.0 Rubber hydrocarbon (%, min) ASTM D297 42.0–

65.0 50.0

Natural rubber content (%) ASTM D297 22.0–39.0 40.0–48.0

Carbon black content (%) ASTM D297 28.0–38.0 ---

Ash content (%, max) ASTM D297 8.0 ---

Table 4: Crumb Rubber Gradation Requirements Percentage Passing

Sieve Size Scrap Tire High Natural No. 8 100 100 No. 10 98–100 100 No. 16 45–75 95–100 No. 30 2–20 35–85 No. 50 0–6 10–30 No. 100 0–2 0–4 No. 200 0 0–1

2.04 Asphalt-Rubber Binder

Asphalt-Rubber Binder must be a combination of: 1. Asphalt binder 2. Asphalt modifier 3. Crumb rubber modifier

Asphalt-rubber binder blending equipment must be authorized under the Caltrans Material Plant Quality Program. The blending equipment must allow the determination of weight percentages of each asphalt-rubber binder ingredient. Asphalt-rubber binder must be 79 ± 1 percent by weight asphalt binder and asphalt modifier. The minimum percentage of CRM must be 20.0 percent and lower values may not be rounded up. CRM must be 75 ± 2 percent by weight scrap tire crumb rubber and 25 ± 2 percent by weight high natural crumb rubber. If asphalt-rubber binder containing minimum 20.0 percent of CRM results in a viscosity in excess of the requirements in Table 5, the Contractor may request a waiver allowing the minimum CRM percentage to be reduced. In no case shall the CRM content be reduced to below 18.0 percent. The waiver request must be accompanied by the results of the required tests on the base asphalt binder, asphalt modifier, CRM material, as well as the tests required of the blended Asphalt-Rubber Binder, as shown in Table 5. Tests results for the blended Asphalt-Rubber Binder shall be provided at 20.0 percent CRM content and at the proposed lower content.

Addendum #2 - 39

Asphalt modifier and asphalt binder must be blended at the production site. Asphalt modifier must be from 2.5 to 6.0 percent by weight of the asphalt binder in the asphalt-rubber binder. The asphalt-rubber binder supplier determines the exact percentage. The blend of asphalt binder and asphalt modifier must be combined with the CRM at the asphalt-rubber binder production site. Proportion and mix asphalt binder, asphalt modifier, and CRM simultaneously or premix the asphalt binder and asphalt modifier before adding CRM. If premixing the asphalt binder and asphalt modifier, mix them for at least 20 minutes. The asphalt binder and asphalt modifier blend must be from 375 to 440 degrees F when the CRM is added. Combined ingredients must be allowed to react at least 45 minutes at temperatures from 375 to 425 degrees F except the temperature shall not be higher than 25 degrees F below the actual flashpoint of the asphalt modifier. Do not use the asphalt-rubber binder during the first 45 minutes of the reaction period. After reacting for at least 45 minutes, the asphalt-rubber binder must comply with the requirements shown in Table 5.

Table 5: Asphalt-Rubber Binder

Quality Characteristic Test Method Requirement Cone penetration at 25 °C (0.10 mm) ASTM D217 25–70

Resilience at 25 °C (min, % rebound) ASTM D5329 18

Softening point (°C) ASTM D36/D36M 52-74

Viscosity at 375 °F (Pa•s x 10-3)a ASTM D7741/D7741M 1,500–4,000

a Prepare sample for viscosity test in accordance with California Test 388. Stop heating unused asphalt-rubber binder 4 hours after the 45-minute reaction period. If the asphalt-rubber binder drops below 375 degrees F, reheat before use. Reheating asphalt-rubber binder that cools below 375 degrees F is a reheat cycle. Do not exceed 2 reheat cycles. If reheating, asphalt-rubber binder must be from 375 to 425 degrees F before use. During reheating, scrap tire crumb rubber may be added. Scrap tire crumb rubber must not exceed 10 percent by weight of the asphalt-rubber binder. Allow added scrap tire crumb rubber to react for at least 45 minutes. Reheated asphalt-rubber binder must comply with the specifications for asphalt-rubber binder. Asphalt-rubber binder shall be designed from testing for each quality characteristic and for the reaction temperatures expected during production. The profile must include the same component sources for the asphalt-rubber binder used. The 24-hour (1,440-minute) interaction period determines the design profile. At a minimum, mix asphalt-rubber binder components, take samples, and perform and record the tests shown in Table 6.

Table 6: Asphalt-Rubber Binder Reaction Design Profile Quality

characteristic Test Method Minutes of reaction a Limitc

45 60 90 120 240 360 1,440

Addendum #2 - 40

Cone penetration at 25 °C (0.10 mm) ASTM D217 X b --- --- --- X --- X 25-70

Resilience at 25 °C (min, % rebound) ASTM D5329 X --- --- --- X --- X 18

Softening point (°C)

ASTM D36/D36M X --- --- --- X --- X 52-74

Viscosity (Pa•s x 10-3)a

ASTM D7741/D7741

M X X X X X X X

1,500-

4,000 a Six hours (360 minutes) after CRM addition, reduce the oven temperature to 275 degrees F for 16 hours. After the 16-hour (960 minutes) cool down after CRM addition, reheat the binder to the reaction temperature expected during production for sampling and testing at 24 hours (1,440 minutes). b ”X” denotes required testing. c The values presented in this table are for binder design only and are not to be used for material acceptance.

2.05 Aggregate A. Reclaimed Asphalt Pavement (RAP) and Recycled Asphalt Shingles (RAS) are not allowed in

RHMA-G. Aggregate for RHMA-G must comply with the gradation requirements shown in Table 7.

Table 7: Aggregate Gradation Requirements for RHMA-G Percentage passing by weight

Sieve Size

1/2 inch Target value limit Allowable

tolerance 1” 100 ---

3/4” 100 --- 1/2” 90-100 ±6 3/8” 83-87 ±6 No. 4 28-42 ±6 No. 8 14-22 ±5 No. 30 5-15 ±4 No. 200 2-7 ±2

The aggregate must also comply with the requirements shown in Table 8.

Table 8: Aggregate Requirements

Quality Characteristics Test Method Requirement Percent of crushed particles Coarse aggregate (min, %) One-fractured face Two-fractured faces Fine aggregate (min, %)

AASHTO 335

--- 90

Addendum #2 - 41

(Passing No. 4 sieve and retained on No. 8 sieve.) One-fractured face

70

Los Angeles Rattler (max, %) Loss at 100 Rev. Loss at 500 Rev.

AASHTO T 96

12 40

Sand equivalent (min)a AASHTO T 176 47 Flat and elongated particles (max, % by weight at 5:1) ASTM D4791 10

Fine aggregate angularity (min, %)b

AASHTO T 304, Method A 45

aReported value must be the average of 3 tests from a single sample. The use of a reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, “Manual Shaker’” 7.1.2, “Alternate Method No. 2,” and 8.4.3, “Hand Method,” do not apply. Prepare the stock solution as specified in section 4.8.1, “Stock solution with formaldehyde,” except omit the addition of formaldehyde. bThe Agency waives this specification if RHMA-G contains 10 percent or less of nonmanufactured sand by weight of total aggregate unless your JMF fails verification. Manufactured sand is fine aggregate produced by crushing rock or gravel.

B. Raw aggregate may only contain very limited “soft” or “highly absorptive” material. The

County may sample the raw aggregate on the days of paving to perform LA Rattler tests and to determine absorption ratios. The hot plant operator(s) shall assist the County in obtaining belt samples immediately prior to asphalt batching at the County’s sole discretion/scheduling. If an absorption ratio of a coarse aggregate sample is greater than 4%, the asphalt placed on that day shall be rejected, and removed and replaced at no cost to County. LA Rattler test results and acceptance criteria shall be per the Standard Specifications. Contractor shall ensure its subcontracts with material suppliers allow the County to enter the facilities and obtain samples in accordance with this paragraph.

C. Unacceptable Asphalt Concrete Containing Soft or Highly Absorptive Material; Liquidated Damages

a. “Soft or highly absorptive” material is defined as material that is generally whitish or light in color (color can vary) and breaks into a powder easily when routed in a dry state with hand tools such as a screw driver and may exhibit clay like characteristics when wet.

b. An unacceptable concentration of material is defined as any location larger than 100 square feet (or locations) where greater than a .096% concentration by area of soft or highly absorptive material occurs.

i. Measurement of the concentration of soft or highly absorptive material may be taken by County at any time and within any area of the work at County’s sole discretion.

ii. Discovery of any area of paving work that exceeds the limit of soft or highly absorptive material described in this subsection (b) is defective work which shall be addressed by the Contractor in accordance with subsection (c) below if County notifies Contractor at any time prior to one (1) year from the date of recording of a Notice of

Addendum #2 - 42

Completion for the work, or one (1) year from the date the road is open for public use if no Notice of Completion is recorded.

c. Soft or highly absorptive material can substantially reduce the useful life of the roadway, the extent of which is difficult to determine accurately. For each area, as determined by the County pursuant to subsection (b), that exceeds the maximum allowable amount of soft or highly absorptive material, the Contractor shall pay as liquidated damages, and not as a penalty, the amount calculated at one-half of the Contractor’s bid item prices to replace that specified area. Contractor shall pay the County the liquidated damages determined in accordance with this section within sixty (60) days of written demand by the County. If a court determines this calculation of liquidated damages is unenforceable for any reason, the Contractor shall pay the County the actual cost incurred by the County to remove and repave the section of the roadway that exceeds the maximum allowable amount of soft or highly absorptive material.

i. This subsection (c) shall not apply to any area, as determined by the County pursuant to subsection (b), where a concentration of more than .096% by area of soft or highly absorptive material resides in an area of less than 100 square feet, or to any work, other than an area determined by the County pursuant to subsection (b), that contains .096% or less of soft or highly absorptive material.

d. Nothing in this paragraph F shall preclude County from seeking any or all legal and/or equitable remedies upon discovery of soft or highly absorptive material after the one (1) year period specified in subsection (b), or in the event that Contractor fails to tender the liquidated damages specified in subsection (c).

2.06 Rubberized Hot Mix Asphalt-Gap Graded (RHMA-G) RHMA-G mixture must comply with the requirements shown in Table 9.

Table 9: RHMA-G Requirements for Superpave Mix Design Quality characteristic Test method Requirement

Air voids content (%) AASHTO T 269 Ndesign = 2.5 - 5.5

Gyration compaction (no. of gyrations) AASHTO T 312 Ndesign = 50-150a

Voids in mineral aggregate (min, %) SP-2 Asphalt Mixture Volumetrics 18.0-23.0

Dust proportion SP-2 Asphalt Mixture Volumetrics Report only

Bulk Specific gravity AASHTO T 275 Method A Report only Theoretical maximum specific gravity AASHTO T 209 Method Ab Report only Hamburg wheel track (min number of passes at 0.5-inch rut depth) Binder grade: PG 58 PG 64

AASHTO T 324 (Modified)c

15,000 20,000

Minimum Asphalt-Rubber Binder Content (%, by total weight of mix) Note D below 7.5

Addendum #2 - 43

a Superpave gyratory compactor ram pressure may be increased to a maximum of 825 kPa, and specimens may be held at a constant height for a maximum of 90 minutes. b Calculate the air voids content of each specimen using AASHTO T 275, Method A, to determine bulk specific gravity. Use AASHTO T 209, Method A, to determine theoretical maximum specific gravity. Under AASHTO T 209, use a digital manometer and pycnometer when performing AASHTO T 209. c Test plant-produced RHMA-G. d Once the percent asphalt-rubber binder is determined by the mix design, the production tolerance shall be + 0.5% / -0.4%, but in no case shall the binder content be less than 7.5% by total weight of mix (8.1% by dry weight of aggregate) as determined by California Test 362, 379, or 382. Determine the quantity of asphalt-rubber binder to be mixed with the aggregate for the RHMA-G as follows:

1. Base the calculations on the average of 3 briquettes produced at each asphalt-rubber binder content.

2. Plot asphalt-rubber content versus average air voids content for each set of 3 specimens and connect adjacent points with a best-fit curve.

3. Calculate voids in mineral aggregate for each specimen, average each set, and plot the average versus asphalt-rubber binder content.

4. Calculate the dust proportion and plot versus asphalt-rubber binder content. 5. From the curve plotted, select the theoretical asphalt-rubber binder content at 4 percent air

voids. 6. At the selected asphalt-rubber binder content, calculate the dust proportion. 7. Record the asphalt-rubber binder content as the Optimal Binder Content (OBC).

Laboratory mixing and compaction must comply with AASHTO R 35, except the mixing temperature of the aggregate must be from 300 to 325 degrees F. The mixing temperature of the asphalt-rubber binder must be from 375 to 425 degrees F. The compaction temperature of the combined mixture must be from 290 to 320 degrees F. There are no requirements for the Dust Proportion for the RHMA-G mixture, but this value must be reported by the Contractor.

2.07 Fibers, see these specifications Part 19: “Reinforcing Fibers for Asphalt (44)” The hot plant shall add one bag (one pound) of Forta Asphalt Fiber, http://www.forta-fi.com/about/, (or alternative County-approved fiber material at manufacturer recommended rate) to each ton of asphalt that is produced. Fibers shall be thoroughly mixed with the asphalt and conform to all other manufacturer’s recommendations.

PART 3 – QUALITY CONTROL 3.01 Asphalt Modifier Test asphalt modifier under the test methods and frequencies shown in Table 10.

Table 10: Asphalt Modifier Testing Frequencies Quality characteristic Test method Frequency

Viscosity ASTM D445 1 per project Flash point ASTM D92

Addendum #2 - 44

Asphaltenes ASTM D2007 Aromatics ASTM D2007

3.02 Crumb Rubber Modifier If multiple sources of scrap tire CRM are used, the tests shall be performed on each source separately. Test CRM under the test methods and frequencies shown in Table 11.

Table 11: Crumb Rubber Modifier Testing Frequencies Quality characteristic Test method Frequency

CRM gradation California Test 385

1 per shipment Wire in CRM California Test 385 Fabric in CRM California Test 385 CRM specific gravity California Test 208

3.03 Asphalt-Rubber Binder Test asphalt-rubber binder under the test methods and frequencies shown in Table 12.

Table 12: Asphalt-Rubber Binder Testing Frequencies Quality

characteristic Test method Sampling location Frequency

Viscosity at 375 °F ASTM D7741/D7741M

Reaction vessel 1 per batch of asphalt-rubber binder Cone penetration ASTM D217

Resilience ASTM D5329 Softening point ASTM D36/36M

Retain the sample from each batch. A batch shall consist of all asphalt-rubber material that is blended together from the raw materials (asphalt binder, asphalt modifier, CRM). Each time asphalt binder, asphalt modifier, and CRM are blended together the resulting material will be considered a batch. Log the test results, including time of testing and temperature of the asphalt-rubber binder. Submit the log of asphalt-rubber binder viscosity test results each day of asphalt-rubber binder application to the Agency within 24 hours. The Agency shall be notified of production schedule of all asphalt-rubber binder produced for the work. The Agency reserves the right to observe QC testing of the asphalt-rubber binder.

3.04 Aggregate Test the quality characteristics of aggregates under the test methods and frequencies shown in Table 13.

Table 13: Aggregate Testing Frequencies Quality characteristic Test method Frequency

Gradation AASHTO T 27 Startup and 1 per 750 tons Sand equivalenta, b AASHTO T 176

Moisture contentc AASHTO T 255 Crushed particles AASHTO T 335 1 per projectd

Addendum #2 - 45

Los Angeles Rattler AASHTO T 96 Flat and elongated particles ASTM D4791 Fine aggregate angularity AASHTO T 304, Method A

aReported value must be the average of 3 tests from a single sample bUse of a sand reading indicator is required as shown in AASHTO T 176, Figure 1. Sections 4.7, “Manual Shaker’” 7.1.2, “Alternate Method No. 2,” and 8.4.3, “Hand Method,” do not apply. Prepare the stock solution as specified in section 4.8.1, “Stock solution with formaldehyde,” except omit the addition of formaldehyde. cTest at continuous mixing plants only. For lime-treated aggregate, test aggregate before treatment and test for gradation and moisture content during RHMA-G production. dAt the discretion of the Agency, testing for crushed particles, Los Angeles Rattler, Flat and elongated particles, and/or fine aggregate angularity performed during the mix design, mix design verification, or mix design renewal may be used in lieu of testing during the project.

3.05 Rubberized Hot Mix Asphalt-Gap Graded Test the quality characteristics of RHMA-G under the test methods and frequencies shown in Table 14.

Table 14: RHMA-G Requirements for Superpave Mix Design Quality characteristic Test method Frequency

Air voids content (%) AASHTO T 269

1 per 2,000 tons but not less than 1 per paving

day

Asphalt-Rubber Binder Content Note A below RHMA-G moisture content AASHTO T 329 Voids in mineral aggregate (min, %)

SP-2 Asphalt Mixture Volumetrics

Dust proportion SP-2 Asphalt Mixture Volumetrics

Hamburg wheel track AASHTO T 324 (Modified) 1 per 10,000 tons but

not less than 1 per project

Nuclear gauge densityb ASTM D 2950 3 per 250 tons but not less than 3 per paving

day a Once the percent asphalt-rubber binder is determined by the mix design, the production tolerance shall be + 0.5% / -0.4%, but in no case shall the binder content be less than 7.5% by total weight of mix (8.1% by dry weight of aggregate) as determined by California Test 362, 379, or 382.

bCalibrated to cores using CTM 375 or other means.

Laboratory mixing and compaction must comply with AASHTO R 35, except the mixing temperature of the aggregate must be from 300 to 325 degrees F. The mixing temperature of the asphalt-rubber binder must be from 375 to 425 degrees F. The compaction temperature of the combined mixture must be from 290 to 320 degrees F.

PART 4 – CONSTRUCTION 3.01 Equipment

3.01.1 Producing Asphalt-Rubber Binder and RHMA-G All equipment used to blend, store, and transport crumb rubber, asphalt modifier, asphalt-rubber binder, and RHMA-G shall comply with the requirements of Caltrans Material Plant

Addendum #2 - 46

Quality Program (MPQP) unless otherwise authorized in writing by the Agency. The Agency reserves the right to require approval of equipment by the Agency prior to use. 3.01.2 Placing/Spreading RHMA-G Paving equipment for spreading must be:

1. Self-propelled 2. Mechanical 3. Equipped with a screed or strike-off assembly that can distribute RHMA-G the full

width of a traffic lane 4. Equipped with a full-width compacting device 5. Equipped with automatic screed controls and sensing devices that control the thickness, longitudinal grade, and transverse screed slope

Install and maintain grade and slope references. The screed must be heated and produce a uniform RHMA-G surface texture without tearing, shoving, or gouging. The paver must not leave marks such as ridges and indentations. All trucks transporting RHMA-G to the jobsite shall be completely covered with tarpaulins, which are fully secured, during transport. Rollers must be equipped with a system that prevents RHMA-G from sticking to the wheels. Contractor must use a parting agent that does not damage the RHMA-G or impede the bonding of layers. In areas inaccessible to spreading and compacting equipment:

1. Spread the RHMA-G by any means to obtain the specified lines, grades, and cross sections

2. Use a pneumatic tamper, plate compactor, or equivalent to achieve thorough compaction.

The use of a material transfer vehicle is allowed. The material transfer vehicle must have sufficient capacity to prevent stopping the paver and must be capable of:

1. Either receiving RHMA-G directly from trucks or using a windrow pickup head to load it from a windrow deposited on the roadway surface

2. Remixing the RHMA-G with augers before transferring into the paver’s receiving hopper or feed system

3. Transferring RHMA-G directly into the paver’s receiving hopper or feed system

3.01.3 Compacting RHMA-G The Contractor shall not use a pneumatic-tired roller to compact any RHMA-G material. Each roller must have a separate operator. Rollers must be self-propelled and reversible.

3.02 Surface Preparation The Contractor shall remove all existing traffic stripes, markings, crosswalks, stop bars, and legends; and raised pavement markers in areas to receive RHMA-G and any adjacent areas as directed by the Agency. Removal shall be done by sand blasting or grinding and disposing of

Addendum #2 - 47

by the Contractor. Grinding or sand blasting operations shall be conducted to keep all removed pavement material from entering the storm drain system. Said removal shall not occur sooner than 2 calendar days prior to the day that the RHMA-G will be placed. Existing pavement striping, markings, or markers which are outside the work area and not to be removed, shall be protected by the Contractor. Any striping, markings, or markers to remain damaged or rendered useless by the Contractor’s operations shall be restored by the Contractor to the Agency’s satisfaction and at the Contractor’s expense. Following herbicide spraying, all vegetation shall be removed from the cracks in the pavement and from all joints between the pavement and concrete gutters by the Contractor. On the day that a street receives RHMA-G material, it shall be swept without the use of water. Pavement must be completely dry prior to placement of RHMA-G. The Contractor shall not begin any activities related to the placement of RHMA-G on any street until the Agency has approved the street cleaning. Apply a tack coat on the existing pavement surface and on the vertical surfaces of any curbs, gutters, and construction joints. Apply the tack coat at a rate shown in Table 15, or as otherwise ordered by the Agency:

Table 15: Tack Coat Application Rates for RHMA-G

RHMA-G over:

Minimum residual rates (gal/sq yd) CSS1/CSS1h, SS1,SS1h and QS1h/CQS1h

asphaltic emulsion

CRS1/CRS2, RS1/RS2 and

QS1/CQS1 asphaltic emulsion

Asphalt binder and PMRS2/PMCRS2 and PMRS2h/PMCRS2h asphaltic emulsion

Existing pavement 0.07 0.08 0.06

Notify the Agency if asphaltic emulsion is diluted with water. The weight ratio of added water to asphaltic emulsion must not exceed 1 to 1. Measure added water by weight so long as the Contractor furnishes the Agency with weight slips from the weighmaster. Water may be measured by volume so long as the vehicles allow for accurate determination of its contents and each vehicle has a legible identification mark showing its volumetric capacity at any given time. The application of the tack coat material shall be uniform in appearance and free from ribboning and all other defects. Correct all defective areas of the tack coat where uniform distribution was not achieved prior to placing RHMA-G material over these areas. Placement of RHMA-G material shall not be permitted until the tack coat has broken. In the event that a scheduled street should become wet due to fog, rain, or any other reason, the placement of RHMA-G shall be suspended until the surface has dried completely, as determined by the Agency. If using sweeping equipment to clean the streets, the Contractor will perform a minimum of two (2) complete passes over all pavement surfaces. In the event the Agency determines that two (2) passes are not adequate, the Contractor shall re-sweep designated areas as necessary to

Addendum #2 - 48

achieve the appropriate level of pavement cleaning. Completion of sweeping shall be evidence by the absence of all loose particles of paving, all dirt, sand, gravel, leaves, and all other extraneous material. Street sweeping equipment shall be a broom sweeper, or approved equal, in a sufficiently maintained condition to accomplish the sweeping goals of the project. Pavement missed by or inaccessible to broom sweepers shall be swept clean by other methods that are approved by the Agency.

3.03 Spreading RHMA-G

RHMA-G shall be spread and compacted at an ambient air temperature of at least 55 degrees F and a surface temperature of at least 60 degrees F. When RHMA-G installation is to occur overnight, contractor will plan the schedule to occur with favorable weather conditions at no additional cost to the County. All truck loads, day or night, shall be tarped at the asphalt plant for delivery onsite. The Contractor may deposit RHMA-G in a windrow and load it in the paver if the following conditions apply:

1. Paver is equipped with a hopper that automatically feeds the screed, or if a Materials Transfer Vehicle (MTV) is used.

2. Loading equipment can pick up the windrowed material and deposit it in the paver hopper without damaging base material.

3. Activities for depositing, pickup, loading, and paving are continuous. 4. RHMA-G temperature in the windrow does not fall below 290 degrees F. 5. Tracking of material is controlled in accordance with Section 4.5 of these

Specifications RHMA-G placed in a windrow on the roadway surface must not extend more than 250 feet in front of the paver. The temperature of the RHMA-G mixture directly behind the paving machine, before any rolling, shall be from 290 to 325 degrees F. Longitudinal joints in the top layer should be offset six inches from the longitudinal joint in the existing surface layer, if that joint is discernable. The direction of the offset should be towards the lane line, if the joint is not along the lane line. If the longitudinal joint in the existing surface is not discernable, the longitudinal joint shall be along the lane line. A vertical longitudinal joint of more than two inches is not allowed at any time between adjacent lanes open to traffic. If placing RHMA-G against the edge of existing pavement, cold mill, saw cut or grind the pavement straight and vertical along the joint and remove extraneous material unless the Agency approves placement against the existing pavement edge. For divided roadways with an RHMA-G lift thickness greater than two inches, Contractor may construct a one-foot wide tapered notched wedge joint as a longitudinal joint between adjacent lanes open to traffic. A vertical notch of 0.75 inch maximum must be placed at the top and bottom of the tapered wedge. The tapered notched wedge must keep its shape while

Addendum #2 - 49

exposed to traffic. Pave the adjacent lane within 1 day. Construct the tapered portion of the tapered notched wedge with an authorized strike-off device. The strike-off device must provide a uniform slope and must not restrict the main screed of the paver. Contractor may use a device attached to the screed to construct longitudinal joints that will form a tapered notched wedge in a single pass. The tapered notched wedge must be compacted to a minimum of 90 percent of theoretical maximum density. Where a tapered edge is required, use the same type of RHMA-G used for the adjacent lane or shoulder. The edge of roadway where the tapered edge is to be placed must have a solid base, free of debris such as loose material, grass, weeds, or mud. Grade the areas to receive the tapered edge as required. The tapered edge must be placed monolithic with the adjacent lane or shoulder and must be shaped and compacted with a device attached to the paver. The device must be capable of shaping and compacting RHMA-G to the required cross section as shown. Compaction must be accomplished by constraining the RHMA-G to reduce the cross sectional area by 10 to 15 percent. The device must produce a uniform surface texture without tearing, shoving, or gouging and must not leave marks such as ridges and indentations. The device must be capable of transitioning to cross roads, driveways, and obstructions. For the tapered edge, the angle of the slope must not deviate by more than ±5 degrees from the angle shown in the Plans. Measure the angle from the plane of the adjacent finished pavement surface. If paving is done in multiple lifts, the tapered edge must be placed with each lift. Short sections of hand work are allowed to construct tapered edge transitions. If widening existing pavement, construct new pavement structure to match the elevation of the existing pavement's edge before placing RHMA-G over the existing pavement. Unless otherwise approved by the Agency, until the adjoining through lane's top layer has been paved, do not pave the top layer of:

1. Shoulders 2. Tapers 3. Transitions 4. Road connections 5. Driveways 6. Curve widenings 7. Chain control lanes 8. Turnouts 9. Turn pockets

If the number of lanes changes, pave each through lane's top layer before paving a tapering lane's top layer. Simultaneous to paving a through lane's top layer, you may pave an adjoining area's top layer, including shoulders. Do not operate spreading equipment on any area's top layer until completing all compaction activities.

Addendum #2 - 50

If shoulders or median borders are shown, pave shoulders and median borders adjacent to the lane before opening a lane to traffic. If shoulder conform tapers are shown, place conform tapers concurrently with the adjacent lane's paving.

3.04 Compacting RHMA-G

Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving. If a vibratory roller is used as a finish roller, turn the vibrator off. Do not open new RHMA-G pavement to traffic until its mid-depth temperature is below 160 degrees F. If the surface to be paved is both in sunlight and shade, pavement temperatures are taken in the sun. The Contractor will use any means necessary to compact the RHMA-G material to 92.0 to 96 percent of the theoretical maximum specific gravity. The Contractor will submit to the Agency, in writing, the compaction method to be used at least 5 days prior to placing any RHMA-G material.

3.05 Clean Up / Control of Material Tracked From Project

It is the intent of this specification is to minimize the tracking and depositing of RHMA-G and tack beyond the limits of the paved areas of the project. Windrow paving shall be performed in such a manner as to minimize the pickup and subsequent tracking of material beyond the limits of the area being paved in each shift. Suggested methods include avoiding truck traffic over the windrow, skirting of truck bumpers and undercarriages to minimize adherence of RHMA-G, windrow sizing to minimize contact with subsequent haul vehicles, or such other means that provide for delivery and placement in conformance with these specifications without resulting in objectionable tracking of material. A full-time pick-up broom shall be provided whose operation is dedicated to the removal of any and all material deposited beyond the limits of the area to be paved in each shift. It is the intent of this specification to remove any material tracked or otherwise deposited beyond the paving limits before it adheres to the adjacent paved or other surfaces. One or more dedicated truck clean out areas shall be identified and used for each paving location. Such areas shall meet with the approval of the Engineer and be obtained with written authorization for use from the owner of the property prior to use. Trucks shall proceed to the clean out area immediately after depositing the RHMA-G in the paver hopper, material transfer device, or windrow. All material adhering to the exterior of the truck shall be removed before the truck leaves the clean out area in such a manner that no material is subsequently deposited on the haul route. The use of any solvents or release agents shall be subject to the approval of the Engineer. The clean out area shall be maintained in a manner conforming to all stormwater and waste disposal regulations, may require the placement of a membrane under the clean out area prior to operations, and shall be returned to its original condition immediately upon cessation of paving operations utilizing the clean out area Any RHMA-G or tack tracked onto adjacent paved or other surfaces shall be removed to the satisfaction of the Engineer within 24 hours of completion of paving operations utilizing those adjacent surfaces, which shall be considered to include the entire truck haul route(s) between

Addendum #2 - 51

the project location(s) and the plant(s) supplying the RHMA-G. If the adjacent surfaces are not cleaned to the satisfaction of the Engineer within 24 hours, the Engineer reserves the right to employ County forces or an outside contractor to clean the area(s). If County forces are employed, liquidated damages in the amount of $500 per hour times the actual hours required to clean the area(s) will be deducted from monies otherwise due. If an outside contractor is employed, the actual costs for clean up will be deducted from monies otherwise due. The costs for minimizing or otherwise controlling tracking and depositing and subsequent clean-up of any materials shall be considered as included in the other items of work and no additional compensation will be provided therefore.

3.06 Pavement Smoothness

The Contractor will produce an RHMA-G pavement where the surface has a uniform appearance and texture, free from any humps or bumps, and free from segregation. The RHMA-G pavement shall be true to grade and cross section. When a 10-foot straightedge is laid on the finished surface parallel to the centerline of the roadway, the finished surface shall not vary from the edge of the straightedge more than 1/8 inch, except at intersections or at changes of grade. Any areas that are not within this tolerance shall be brought to grade immediately following the initial rolling. If the RHMA-G has cooled below the lower limits of the spreading temperatures prescribed in this specification, the surface of the pavement shall be brought to a true grade cross section. The RHMA-G in the area to be repaired shall be removed, by cold milling, to provide a minimum laying depth of 1 inch, or 2 times the maximum aggregate size, whichever is greater, of the new pavement at the join line. Repairs shall not be made to the pavement surface by tampering the thickness at the join lines. Whenever compaction of the RHMA-G is complete, place all permanent traffic stripes, pavement markings, crosswalks, stop bars, and raised pavement markers as shown in the Plans or project Specifications. Placement of all pavement markings and raised pavement markers shall be completed within 10 calendar days after compaction of the RHMA-G. Protect newly placed traffic stripes and pavement markings from traffic and other deleterious activities until the paint is thoroughly dry or the thermoplastic is hard enough to bear traffic.

PART 4 – AGENCY ACCEPTANCE

The Agency reserves the right to refuse to permit the use of material solely on the basis of a Certificate of Compliance, except for the asphalt modifier and crumb rubber modifier. The contractor shall allow the Agency or their designee access to observe any and all QC testing being performed. The Contractor must inform the Agency or their designee of the time and location that all QC testing will be performed. Contractor shall deliver samples of materials used to the Agency or permit the Agency or their designee access to obtain samples from any stockpiles or facilities used to store or produce materials used in the RHMA-G upon request at any time during construction. Agency reserves the right to have such materials tested by an independent laboratory for compliance with the requirements in Section 2 for acceptance purposes. The Agency will use the results of the Contractor’s QC and their own test results to determine if the materials used for the RHMA-G meet the quality characteristic requirements that are specified herein. The Agency will accept the completed, in-place RHMA-G if the final

Addendum #2 - 52

product is uniform in appearance, free from all visible defects, bumps, and has met the minimum in-place density specified in Section 4.4 and binder content in section 2.6.

PART 5 – PAYMENT

The payment quantity for RHMA-G is measured based on the combined mixture weight per ton, less the cost of fibers required in the asphalt mix, which are paid separately. If recorded batch weights are printed automatically, the bid item for RHMA-G is measured by using the printed batch weights. Contractor shall supply: 1. Time, date, mix number, load number, and truck identification are correlated with a load

slip. 2. Each load slip shows the truck’s empty weight and the truck’s total weight including

RHMA-G material. 3. Copy of the recorded batch weights is certified by a licensed weighmaster.

The payment for tack coat is included in the payment for RHMA-G. The Agency does not adjust the unit price for an increase or decrease in the tack coat quantity. The contract price per ton shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved as shown on the plans and as specified in these Special Provisions, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed therefore.

Addendum #2 - 53

26 AGGREGATE BASES

PART 1 - GENERAL

1.01 SUMMARY OF WORK A. This section covers the permeable and non-permeable aggregate base for roadway sections,

structure backfill, Shoulder backing, etc., unless modified by the Special Provisions in the various items of work.

B. Aggregate bases shall conform to Section 26, "Aggregate Bases," of the Standard Specifications and these Special Provisions.

C. The work to be performed includes the preparation of the aggregate base course, the production, stockpiling, transporting, placing, compacting of the aggregate base course and all other required incidental work.

D. Placement of site asphalt grinding as shoulder backing.

1.02 SUBMITTALS A. Contractor shall submit aggregate base source and certified laboratory test results to the Engineer

for approval. B. Contractor shall submit tickets for each load of aggregate.

PART 2 – PRODUCTS

2.01 MATERIALS A. Aggregate base shall be Class 2 with ¾ inch maximum aggregate and conform to Section 26.1.02



3.01 CONSTRUCTION A. Construction shall conform to Section 26-1.03, “Construction” of the Standard Specifications and

these Special Provisions.

3.02 DELIVERY, STORAGE, AND HANDLING A. On Site Storage: Store aggregate-base material on-site covered or in a location where material

will not be contaminated. Stockpiles of aggregate base shall be covered with plastic or geotextile, or protected with a linear sediment barrier at all times during the rainy season, and when precipitation is forecast during the non-rainy season.

3.03 EXAMINATION A. The Contractor shall call for an inspection by the Engineer and obtain written acceptance of the

prepared sub grade before proceeding with the placement of the aggregate base course. B. The sub grade to receive aggregate base course, immediately prior to spreading, shall conform to

the compaction and elevation tolerances indicated and shall be free of standing water and loose materials.

Addendum #2 - 54

3.04 PLACEMENT AND COMPACTION A. Subgrade shall be prepared and compacted per Section 19 and 26 of the Standard Specifications

and the Special Provisions. B. Spreading and compactions of Aggregate base shall conform to Section 26 of the Standard

Specifications. Compact each layer to at least 95% relative compaction under California Test 231.


The contract price paid for “Class 2 Aggregate Base” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved as shown on the plans and as specified in these Special Provisions, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

60 EXISTING STRUCTURE

PART 1 - GENERAL 3.01 General

A. Section 60-3 includes specifications for rehabilitating structures.

3.02A BRIDGE DECK REPAIR AND PREPARATION

A. Section 60-3.02 includes specifications for preparing concrete deck surfaces to receive an overlay or a deck treatment. B. Submittals

Submit a work plan for chip seal removal. Include: 1. Description of equipment for chip seal removal 2. Procedure for residual chip seal removal from the deck after grinding or micro milling operations

PART 2 - PRODUCTS 3.02C(1) CONSTRUCTION A. General Micro milling equipment must:

1. Have a minimum concrete removal depth of 0.04 inch 2. Provide a surface relief of at most 0.045 inch 3. Provide a 5/32-inch grade tolerance 4. Produce consistent depth of texture in the finished surface

Micro milling equipment must have: 1. 3 or 4 riding tracks 2. Automatic grade control system with electronic averaging and 3 sensors on each side 3. Conveyer system that leaves no debris on the bridge

Addendum #2 - 55

4. Drum that operates in an up-milling direction 5. Bullet tooth tools with polycrystalline diamond enhanced cutting tips 6. Maximum tool spacing of 0.20 inch 7. Maximum operating weight of 66,000 lb 8. Maximum track unit weight of 6,000 lb/ft 9. New tooth tools at the start of the work Produce the finished surface using 2 passes of the micro milling equipment. Provide personnel on each side of the milling drum to monitor milling activities. Maintain constant radio communication with the operator during milling activities.

PART 3 – EXECUTION 3.03C(3) REMOVING ASPHALT CONCRETE SURFACING

A. Where shown, remove asphalt concrete surfacing and reinforced concrete expansion dams from concrete bridges and approaches. B. Before removing asphalt concrete surfacing, verify the depth of the surfacing at the supports and midspans of each structure (1) in each shoulder, (2) in the traveled way, and (3) at the roadway crown, if a crown is present. C. Remove asphalt concrete surfacing by micro milling.

D. Remove the remaining asphalt surfacing using other authorized means. Do not damage the concrete slab.

3.02C(4) REMOVING SEALS

A. Where shown, remove bituminous chip seals, bituminous slurry seals, and polymer chip seals entirely from bridge decks by grinding or micro milling. Remove no more than 1/16 inch of concrete deck surface. B. Grinding must comply with section 42-3. C. Any residual chip seals and other foreign materials remaining in the bridge deck after the grinding or micro milling operation must be removed by other authorized means.


The contract price paid for “Microgrinding” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved as shown on the plans and as specified in these Special Provisions, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

68 SUBSURFACE DRAINS

Addendum #2 - 56

PART 1 - GENERAL

2.01A SUMMARY OF WORK A. This section includes specifications for constructing underdrains. B. Excavation and backfill must comply with section 19-3

2.01C SUBMITTALS A. Submit a certificate of compliance for each type of pipe, tubing, and fitting.

PART 2 – PRODUCTS

2.02D MATERIALS A. Perforated Plastic Pipe

1. Perforated plastic pipe must be smooth-wall PVC plastic pipe, corrugated PVC plastic pipe with a smooth interior surface, or corrugated polyethylene plastic tubing. 2. Smooth-wall PVC plastic pipe must comply with AASHTO M 278. 3. Corrugated PVC plastic pipe with a smooth interior surface must comply with material and structural requirements in AASHTO M 278. Pipe must have perforations located in the bottom half of the pipe; the perforations must be slots complying with the size and opening area requirements in AASHTO M 252. Inside diameter and diameter tolerances must comply with AASHTO M 252 or M 278. 4. Corrugated polyethylene plastic tubing must comply with AASHTO M 252 or M 294. 5. PVC plastic pipe must be connected with belled ends, or with sleeve-type or stop-type couplings under AASHTO M 278. Polyethylene tubing must be connected with snap-on, screw-on, or wrap-around fittings and couplings under AASHTO M 252 or AASHTO M 294.

B. Permeable Material

1. Permeable material for use in backfilling trenches under, around, and over underdrains must consist of hard, durable, clean sand, gravel, or crushed stone and must be free from organic material, clay balls, or other deleterious substances. 2. Permeable material must have a durability index of not less than 40. 3. No filter fabric is required with Class 2 permeable material. 4. See Caltrans 2018 Specifications 68-2.02F(3) for Class 2 permeable material.


2.03 CONSTRUCTION B. Construction shall conform to Section 68-2.03, “Construction” of the Standard Specifications and

these Special Provisions.

Addendum #2 - 57


The contract price paid for “Sub-drain” and “Drain rock” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for performing all the work involved as shown on the plans and as specified in these Special Provisions, the Standard Specifications, and as directed by the Engineer and no additional compensation will be allowed.

Addendum #2 - 58

ATTACHMENT ‘A’ – SUBMITTAL LIST

THE REQUIRED SUBMITTALS FOR THE PROJECT SHALL INCLUDE, BUT MAY NOT BE LIMITED TO, THE FOLLOWING:

1. PROJECT SCHEDULE AND PROGRESS SCHEDULE AT PRECON

2. TRAFFIC CONTROL PLAN AT PRECON

3. EMERGENCY CONTACT LIST AT PRECON

4. UPDATED SUBMITTAL LIST AND SCHEDULE 5. SCHEDULE OF VALUES FOR LUMP SUM ITEMS

6. STAGING PLAN

7. CONCRETE MIX DESIGN

8. CRACK SEAL MATERIALS 9. BEST MANAGEMENT PRACTICE PLAN

10. HOT MIX ASPHALT SOURCE AND MIX DESIGN

11. AGGREGATE BASE SOURCE AND MIX DESIGN

12. DESCRIPTION OF EQUIPMENT FOR CHIP SEAL REMOVAL AND PROCEDURE FOR

RESIDUAL CHIP SEAL REMOVAL

13. CERTIFICATE OF COMPLIANCE FOR EACH TYPE OF PIPE, TUBING, AND FITTING

14. RUBBREIZED HOT MIX ASPHALT SOURCE AND MIX DESIGN – DEDUCTIVE ALTERNATE 1

15. SIGN AND POST MATERIAL

16. PAINT AND THERMOPLASTIC

17. WARRANTIES

18. RECORD DRAWINGS

Addendum #2 - 59

ATTACHMENT “B” MONUMENT MARKUP MAP

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),J (/)! ~ ~ •

52-42

100'

@

1-2-86 10-1-91 12-6-91 9-29-93 1-18-95

420-05 RS 9-27-06

RE\/\S\ON DATE

52-42

Brass Pin10RS68(1963)28RS91(1992)

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MON 1 FOUND BRASS PIN - REFERENCE & REPLACE

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NOTE: This Map Was Prepared For Assessment Purposes Only , No Liability Is Assumed For The Accuracy Of The Data Delineated Hereon.

COUNTY ASSESSOR'S PARCEL MAP PTN. TULOCAY RANCHO

Tax Area Code 52-44

S84'oot-

S85'45'£ • I

S86'18'30"£

477.84' 155.49'

-.... ;,,. "?

AVENUE 155.00'

140.00' () • ~,~I) -J:s ----- . --~:;.;·w 2o3.00

S88'01 .1:5 ~

16RS40-B

q; ~ , ¢40-C ~ ~ ·-~ ' I ~ ,..., ~ .. I ;::i ~ 16RS40-A ~

0 2.94Ac.±

533.14'

LLA 676

® 3.02 Ac.

494,00' 494,00'

26RSB9

0 2.70 Ac.

543.69'

R/W

k" ~ -.... "' ~

0 1.26 Ac. .!u

!" "' 202.00· ~ •

.... !o V,

0 k" ?! 1.09 Ac. : "'

I ij 0 ~ 45RS95 t1 0 LLA 1191 k"

0 ~I ~ ,?! 1. 16 Ac.

4 I .31: 3.56 Ac. .!u ~ ;i; 1.67 Ac.± ,.!, ; ;,, __ 1.:_?~ ~c.:. +-1_54_.7-:-9'_ ....... "'_.;;15;;;.9·;;,,;78:.,,'-◄

J2 L, 'c- S8J'18'JO't 314.57'

SBJ'15'00"£ ·-.i ~ c.o6~ ~

~ L--!i!N8!2:5'~45~'W'._, ____ ___:4.:.;7B;;;;.3;;..0'----1,- ~ ~ ~ ~ -jQ " - !e ~ ~ jPw,5-

~ .j6. SRJ'16' 10•£ S8J'15'E

1<17 .. ~ 1 • I ~ ~ LLA 1191 197.60'

® 2.14 Ac.

~ QC).

890.14' ao R

357.00' ~ "' e2 p11'1· e2

" 9RS54-3 ...

LLA 676 ~

N86'2?'11 "W 152.15

465.86' NBJ'48'W

1 @ k" ~ -....

8 1.97 Ac. !"I "' " ~ ~ @)

6.44Ac.± 56'

r---- - - -- - - -- - - -- - - - - - - - - - --~

~ ... ~

40

.!u

~ ~

I I

! 1 I I N84'00'W

8 ,.. r 1

15 9RS54-1

@ 3.00 Ac.

536.J0' NB4'00'W

468.00'

NB4'00'W

,A

N84'00'w -✓

9RS54-2

@ 2.00 Ac.

356.79'

LLA 1956

@) 5. 13 Ac.

SFAP

895.00'

... ~

k" ~ -.... !"I "' ~

427.00'

_31:.

; 14

S83'05'00"£ 477.84'

k" C, _.., :e ~

SBJ'JO'£

b .... ~

LLA 144

@ 6.90Ac.±

408.83'

S8J' JO'OO"£

COOMBSVILLE SUBD., R.M. BK. 1, PG. 48

241.75' N84'16"W 204.95' 767.58' I

1.99Ac.± S82'50'11•£

~ <o ....

NB4'16"W -157.42'

471.67' 880.44' --

I

72001 PTN. 52-23

1. i N84'00'W 9.os· I

8-16-90 440-33 & 34 LlA 12-15-00 440-04 RS 1-20-17 440-04 CORR 6-29-18 440-35 & 36 LlA 5-21-19 440-15 LlA 11-26-19 REVISION DATE

1969

52-44

Brass Pin(see Pg 5)9RS54(1962)

Brass Pin9RS54(1962)

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MON 3 FOUND MAGNETIC HIT - INVESTIGATE, LIKELY REFERENCE & REPLACE

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MON 4 FOUND PK NAIL - REFERENCE & REPLACE

I c:, 0, -::ti ~ ~

452.33'

1PM50-D

@

@ 350.00'

~ <c IQ

1PM50-C

@

S86'53'01't

~

1PM50-B

COUNTY ASSESSOR'S PARCEL MAP PTN. TU LUCA Y RANCHO

LLA 1850

@ 5.13Ac.±

S86'39'5o·r ~ 350.00' , "" ,<o I / 505.97 -1-1 ,._ C # I - ~ ""4'1.,,. ~/' 6b ~,,_ ~ -~ ~"'\,t ·a I c c ~ v-i< 311.00'± 194.25'~ ~

S87'10'01"W ~ ~}o N86'58'W _v,

291.52' _«, ~~\~ 105.BO'± ~ "' u ·zo"W "'

678.03'

@ 6.36Ac.±

(F) !'-' ~

6.19 Ac.± (F)

,~ ~

;;; l<J S8fi45'E 251.98' s1039 7. Rl

6.37 Ac.± I JPM4-A ~ :!? s:i 6PM4J-• 201·9

(F) ,ll:~@ ~~ (i

@ @

8 <: f;:i -

3.60Ac.± ~ :;:;

0,

15.09 Ac.

72048

~ I ~ b \::__I ;:;;i~ - - .!9!!:._28' ~ ~ ~ 1.65 Ac .. "'

0

•

- - 138.oo - 208.50' 153 943.27' 914.10'± SBB'OO'W

72001 ~ NORTH

~ Qv

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NOTE: This Map Was Prepared For Assessment Purposes Only , No Liability Is Assumed For The Accuracy Of The Data Delineated Hereon.

N84'13'30"W -- ~ S88'19'20"W

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NORTH ADON. TO COOMBSVILLE, R.M. BK. 1, PG. 108

Tax Area Code 52-20

72048

@ \ BPMJ7-J ~ @)

BPMJ7-2

@ BPMJ7-1 ~1 7.00Ac.±

@\ ~ 7PM99-A /fi @ \ ;.... -5.96Ac.± \

- I - -- . S86'16'£ -350.00'

r ts <'? ::: & 7PM99-B 0 ~

@ , .. 15.00 Ac.

5.30Ac.±

419.76' ,~

487.28' R. ...

N86'00'W N86'16'W

AVE. ~ r ®

10-12-76 200-26 & 27 LL.A 12-22-11 PTN 200-2627 RS 3-29-12 200-28 & 29 LL.A 2-18-16 PTN 200-28,29 RS 5-25-16

REVISION DATE

1957

52-20

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MON 6 FOUND MAGNETIC HIT - INVESTIGATE, LIKELY REFERENCE & REPLACE

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MON 7, 8, 9 FOUND MAG NAIL - REFERENCE & REPLACE

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TECHNICAL SPECIFICATIONS SECTION ‘C’ 1. MOBILIZATION [10 ...

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Transcript of TECHNICAL SPECIFICATIONS SECTION ‘C’ 1. MOBILIZATION [10 ...