Water_Invitation_for_Bids_for_Paving_List_W2026-1Paving_TechnicalSpecifications.pdf

UTILITIES DEPARTMENT

NAPA, CALIFORNIA

Invitation for Bids and Contract Documents for

Paving for Water Facilities and Leak Repairs 2026-1 W2026-1Paving

Technical Specifications

Technical Specifications are to be used in conjunction with the

Invitation for Bid General Provisions and City of Napa Standard

Plans and Specifications, January 2022 as amended at time of bid, and Caltrans 2026 Standards.

Available for download at:

(Standard Plans & Specifications | Napa, CA) i

TABLE OF CONTENTS

Technical Specifications

Part 7.2 – Traffic Control

7.2.01 Temporary Traffic Control Devices

7.2.02 Construction Area Signs

7.2.03 Maintaining Traffic

7.2.04 Lane Closure Requirements and Conditions

7.2.05 Traffic Control System for Lane Closure

7.2.06 Temporary Pavement Delineation

Part 7.3 – Earthwork

7.3.02 Clearing and Grubbing

Part 7.4 – Existing Facilities

7.4.15 Cold Plane Asphalt Concrete

7.4.16 Removal and Disposal of AC Pavement

7.4.17 Adjust Structures to Grade

Part 7.5 – Subbases and Bases

7.5.01 Aggregate Base

Part 7.6 – Surfacing and Pavements

7.6.01 Hot Mix Asphalt (HMA)

7.6.02 Hot Mix Asphalt (HMA) Plug

Part 7.9 – Traffic Control Devices

7.9.04 Traffic Stripes and Pavement Markings

Appendix A – City of Napa Temporary Traffic Control Guidelines

EXHIBIT A: PAVING DETAILS

City of Napa Paving for Water Facilities and Leak Repairs W2026-1 Page 2

Technical Specifications

Part 7.2 – Traffic Control

Site specific traffic control plans are required for locations identified in Attachment G listed as “YES” under “Site Specific Traffic Control Requirements”. For locations listed as “Yes - School Site”, construction shall be limited to between the hours of 9:00am – 2:00 pm. For locations listed as “Flagging Required”, flagging will be allowed and requires submittal of a Site Specific Traffic Control Plan. For the remaining locations submit typical traffic control plan/s with list of applicable streets.

7.2.01 Temporary Traffic Control Devices

Flagging, signs, and all other traffic control devices furnished, installed, maintained, and removed when no longer required shall conform to the provisions in Section 12, "Temporary Traffic Control," of the Standard Specifications and these Specifications.

Category 1 traffic control devices are defined as those devices that are small and lightweight (less than 45 kg) and have been in common use for many years. The devices shall be known to be crashworthy by crash testing, crash testing of similar devices, or years of demonstrable safe performance. Category 1 traffic control devices include traffic cones, plastic drums, portable delineators, and channelizes.

If requested by the Engineer, the Contractor shall provide written self-certification for crashworthiness of Category 1 traffic control devices. Self-certification shall be provided by the manufacturer or the Contractor and shall include the following: date, Federal Aid number (if applicable), expenditure authorization, district, county, route, and kilometer post of project limits;

company name of certifying vendor, street address, city, state and zip code; printed name, signature and title of certifying person; and an indication of which Category 1 traffic control devices will be used on the project. The Contractor may obtain a standard form for self-certification from the Engineer.

Category 2 traffic control devices are defined as those items that are small and lightweight (less than 45 kg), that are not expected to produce significant vehicular velocity change but may otherwise be potentially hazardous. Category 2 traffic control devices include: barricades and portable sign supports.

If requested by the Engineer, the Contractor shall provide a written list of Category 2 devices to be used on the project at least five days prior to beginning any work using the devices. For each type of device, the list shall indicate the FHWA acceptance letter number and the name of the manufacturer.

7.2.02 Construction Area Signs

Construction area signs shall be furnished, installed, maintained, and removed when no longer required in conformance with the provisions in the section titled, "Temporary Traffic Control," of these Specifications.

Contractor shall know and comply with the requirements of the section titled, "Prequalified and Tested Signing and Delineation Materials," of the Standard Specifications. Type II retroreflective sheeting shall not be used on construction area sign panels. Sign substrates for stationary mounted construction area signs may be fabricated from fiberglass reinforced plastic as specified under "Prequalified and Tested Signing and Delineation Materials" of the Standard Specifications.

Excavations required to install construction area signs shall be performed by hand methods without the use of power equipment, except that power equipment may be used if it is determined there are no utility facilities in the area of the proposed post holes.

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Certain signs may be required to be covered during the progress of the work. Signs that are no longer required or that convey inaccurate information to the public shall be immediately covered, removed, or the information shall be corrected. Covers for construction area signs shall be of sufficient size and density to completely block out the complete face of the signs. The retroreflective face of the covered signs shall not be visible either during the day or at night. Covers shall be fastened securely so that the signs remain covered during inclement weather. Covers shall be replaced when they no longer cover the signs properly.

Contractor shall notify residents and property owners in writing 48 hours (excluding weekends and holidays) prior to performing any work at the site. The notification form to be provided to residents and property owners shall be submitted to the City for review and approval. Contractor shall know and comply with the requirements of the section titled “Submittals,” of the Technical Specifications.

Street parking may be restricted as necessary to facilitate construction activity. “No Parking” signs, as required, shall be placed by Contractor 48 hours in advance of the parking restriction. “No Parking” signs shall have the following information:

“Tow Away, No Parking

Date of Restriction

Time of Restriction

Construction Zone

“Vehicles in Violation Subject to Tow at Owner’s Expense”

“Napa Police Department: 707-257-9223"

CVC 22658 (1); CVC 22651 (L)

“No Parking” signs shall have red letters on a white background. “No Parking” signs shall be spaced no more than 30 feet apart. The City can provide “No Parking” signs at the Contractor’s request at a costs to the contractor. Contractor will not be allowed to restrict parking in all areas of the project for the entire duration of the project to facilitate their work. Contractor shall not place “No Parking” signs more than 72 hours prior to construction work. The placement of “No Parking” signs shall be conducted in a manner that reasonably reflects the location of the work at any given time during the project.

The cost of furnishing, installing, maintaining, and removing signs, sign covers, lights, flares, temporary railing, barricades, flagmen, guards, and all construction area traffic control devises will be borne by the Contractor.

7.2.03 Maintaining Traffic

Contractor shall know and comply with the requirements of Sections 7-1.03, "Public Convenience," and 12-4, “Maintaining Traffic,” of the Standard Specifications and these Specifications. Nothing in these Specifications will be construed as relieving the Contractor from the responsibilities specified in the Standard Specifications.

Contractor shall furnish and erect Standard W20-1 “Road Work Ahead” and Standard G20-2 “End Road Work” signs to provide advance warning to the traffic at the job site. W20-1 and G20-2 signs shall also be installed along all side streets entering the work area. Contractor shall submit a Traffic Control Plan that includes the exact locations of the signs.

Prior to saw cutting of existing curb, gutter, sidewalk, driveway, and asphalt concrete for removal and up to the time the new improvements are opened to the public, Contractor shall erect and maintain necessary signs and barricades as required in these Specifications.

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Lane closures shall conform to the provisions in the section "Traffic Control System for Lane Closure" of these Specifications. The term closure, as used herein, is defined as the closure of a traffic lane or lanes, including ramp or connector lanes, within a single traffic control system. Bicycle traffic shall be maintained per these Specifications. Bicyclist shall not be led into direct conflicts with mainline traffic, work site vehicles, or equipment moving through or around the TTC zone.

Bicycle traffic shall be maintained per CA MUTCD Section 6D.101(CA) Specifications.

No work that would require a lane closure will be performed unless otherwise authorized by the Engineer. Lane closures shall conform to the provisions in the section "Traffic Control System for Lane Closure" of these Specifications. The term closure, as used herein, is defined as the closure of a traffic lane or lanes, including ramp or connector lanes, within a single traffic control system.

Bicycle traffic shall be maintained per these Specifications.

Contractor shall provide for the safe and orderly movement of traffic at all times during construction.

On all streets, one lane in each direction shall be maintained when feasible to do so. Temporary street closures or providing only one lane for both directions may be authorized by the Engineer provided adequate circulation is maintained and/or adequate flagmen and signage satisfactory.

Any lane closures shall be limited to the hours of 8:00 AM to 5:00 PM unless noted otherwise or authorized by the Engineer.

If the Contractor desires a street closure, the Contractor shall submit a written request, accompanied with a traffic control plan, to the Engineer for review and approval. The request shall state the reason, locations, and times for the closure, and shall be submitted a minimum of five working days prior to the request.

Engineer will authorize or deny the request within three working days after the receipt of the request. If the street closure request is authorized, then the Contractor shall notify the Police and Fire Department of the City, the Division of Forestry, local ambulance services, the V.I.N.E. Bus Service, Napa Garbage Service, Napa Valley Unified School District Transportation Department, and the U.S. Post Office in writing, 48 hours in advance of all street closures and keep the Fire Department posted at all times regarding available access to the streets. Contractor shall also notify United Parcel Service (UPS), Federal Express, and other mail delivery services of planned street closures and the current schedule.

No street closures will be allowed overnight.

Access for emergency vehicles shall be provided at all times. Any repairs due to damage caused by emergency vehicle usage during the periods of street closure shall be paid for as extra work.

Contractor shall furnish, install, maintain, and remove barricades, lights and signs as required, and shall provide flagmen and other facilities to safeguard adequately the general public, local pedestrian and vehicle traffic, and the work as may be deemed necessary by the Engineer during working and non-working hours.

https://dot.ca.gov/-/media/dot-media/programs/traffic-operations/documents/mobility/cms-guidelines-april-2021.pdf Traffic signs, flashing lights, lighted arrow boards, barricades, temporary railings, and other traffic safety devices used to control traffic shall conform to the requirements of the section titled, “Temporary Traffic Control,” of these Specifications and the current edition of the Manual of Uniform Traffic Control Devices (including the California Supplement). The Contractor shall inspect all safety devices at the beginning of each workday.

Contractor shall take extra care to minimize disruption to the adjacent residences/businesses during the progress of work. The Contractor shall provide access to all residences and/or businesses at all times during the progress of the work. It may be necessary to provide and place steel plating in order to provide access for vehicular traffic. The Contractor shall phase the work to ensure that access to each residence and business is provided at all times. Commercial driveways

W2026-1 Page 5 shall be provided with at least 10 feet wide of unobstructed opening at all times, except as outlined below.

Subject to the notification of property owners and authorized in advance by the Engineer in writing, temporary closure of driveways may be allowed per these Specifications. However, unless a driveway is being reconstructed, a driveway shall not remain closed outside of the hours of work as specified in the section titled, “Authorized Working Days and Times” of the General Conditions unless otherwise authorized by the Engineer. If a property has more than one driveway, no more than one driveway closure will be allowed at any time unless otherwise authorized by the Engineer.

In the case of driveway reconstruction, a driveway shall not remain closed or inaccessible for more than five continuous working days (beginning on a Monday), to allow for demolition, preparation, PCC installation and, unless otherwise authorized by the Engineer. Prior to closure of driveways, the Contractor shall coordinate and notify the property owner or resident at least twice of such closure. Closure notices shall be given to the property owner and/or resident 24 hours and one hour prior to each closure. A copy of the closure notice shall be furnished to the Engineer for review and approval prior to each closure.

Contractor shall file, with the Engineer and Police Department, the name and telephone number of company representative (provide minimum two contacts) to be notified after normal working hours and on weekends, in case of emergency. This information shall be provided at the preconstruction conference. If a preconstruction conference is not held, it shall be provided to the Engineer prior to the start of work.

Contractor shall submit, prior to or at the preconstruction conference, a Traffic Control Plan (TCP) which conforms to all requirements of the Standard Specifications, these Specifications, and the City’s Temporary Traffic Control Plan Guidelines). The TCP shall be prepared by a company/Contractor who is knowledgeable (trained and/or certified) in proper preparation of traffic control plans. This TCP shall include all lane closures, construction area signs, flag protection, changeable message signs, detours, and parking prohibitions. TCPs shall conform to the most current edition of the “California Manual on Uniform Traffic Control Devices”. No work will commence prior to the submittal and approval of a satisfactory traffic control plan. A TCP will not be deemed satisfactory unless it conforms to the requirements of the aforementioned manual.

More than one TCP may be required for different phases of the work, and each traffic control plan shall conform to the requirements of these Specifications and the Standard Specifications.

Contractor shall provide pedestrians with reasonably safe, convenient, and accessible paths that replicate as nearly as practical the most desirable characteristics of the existing sidewalks or footpaths. The Contractor shall submit a Pedestrian Control Plan (PCP) for the review and approval of the Engineer at the time of the submittal of the Traffic Control Plan. The PCP shall provide a safe path of travel for pedestrians within the construction site and shall provide access to the corner ramps during construction. The Contractor shall provide the appropriate safety barriers, including water barriers, required when directing pedestrians into the roadway. The PCP shall follow requirements set forth in the most recent CA MUTCD including the use of water barriers and other approved safety devices for the protection of pedestrians. Pedestrians shall not be detoured more than two (2) blocks or over weekends or holidays unless approved by the Engineer.

At the end of each working day, if a difference in excess of 0.17-foot exists between the elevation of the existing pavement and the elevation of any excavation within eight (8) feet of the traveled way, temporary cut back material shall be placed and compacted to bring the excavation to the minimum 0.17 foot or the base repair area shall be plated.

7.2.04 Lane Closure Requirements and Conditions

Lane closures, if authorized by the Engineer, shall conform to the provisions in the section titled, "Maintaining Traffic," of these Specifications.

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The term closure, as used herein, is defined as the closure of a traffic lane or lanes, including ramp or connector lanes, within a single traffic control system.

LANE CLOSURE SCHEDULE

By noon Monday, the Contractor shall submit a written schedule of planned closures accompanied by a Traffic Control Plan for the following week period, defined as Friday noon through the following Friday noon.

The Closure Schedule shall show the locations and times when the proposed closures are to be in effect. Closure Schedules submitted to the Engineer with incomplete, unintelligible, or inaccurate information will be returned for correction and resubmittal. Contractor will be notified of disapproved closures or closures that require coordination with other parties as a condition of approval.

Amendments to the Closure Schedule, including adding additional closures, shall be submitted to the Engineer, in writing, at least three working days in advance of a planned closure. Approval of amendments to the Closure Schedule will be at the discretion of the Engineer.

No lane closures will be allowed overnight.

7.2.05 Traffic Control System for Lane Closure

A traffic control system for lane closures, if authorized by the Engineer, will consist of closing traffic lanes and the provision of traffic detours, including but not limited to, furnishing, installing, maintaining and removal (when no longer required) of traffic control devices in accordance with the provisions of the sections titled “Prequalified and Tested Signing and Delineation Materials,” of the Standard Specifications and “Maintaining Traffic” and “Construction Area Signs,” of these Technical Specifications.

The provisions in this section will not relieve the Contractor from the responsibility to provide such additional devices or take such measures as may be necessary to comply with the provisions in the section titled “Safety Precautions and Programs,” of the General Conditions.

The adjustment provisions in Section 4-1.05, "Changes and Extra Work," of the Standard Specifications shall not apply to the item of traffic control. Adjustments in compensation for traffic control will be made on a force account basis as provided in Section 9-1.04, "Force Account," of the Standard Specifications for increased work and estimated on the same basis in the case of decreased traffic control required by changes ordered by the Engineer to pre-approved traffic control plans.

The cost of furnishing, installing, maintaining, and removing signs, sign covers, lights, flares, temporary railing, barricades, flagmen, guards, and all construction area traffic control devises will be borne by the Contractor.

7.2.06 Temporary Pavement Delineation

Temporary pavement delineation shall be furnished, placed, maintained, and removed in conformance with the provisions in Section 12-6, "Temporary Pavement Delineation," of the Standard Specifications and these Specifications. Nothing in these Specifications will be construed as reducing the minimum standards specified in the California Manual on Uniform Traffic Control Devices for Streets and Highways published by the Department or as relieving the Contractor from the responsibilities specified in the section titled, “Safety Precautions and Programs,” of the General Conditions. Under this section, pavement delineation shall also include pavement legends and crosswalks.

Whenever the work causes obliteration of pavement delineation, or when no pavement delineation existed prior to the Contractor’s activities but said activities alter the typical pattern of traffic, temporary or permanent pavement delineation shall be in place prior to opening the traveled way to public traffic. Laneline, centerline, and crosswalk pavement delineation shall be provided at all

W2026-1 Page 7 times for traveled ways open to public traffic. Contractor shall provide for pavement delineation when traffic is allowed on aggregate base.

The temporary reflective pavement markers shall be placed in conformance with the manufacturer's instructions and shall be cemented to the surfacing with the adhesive recommended by the manufacturer, except epoxy adhesive shall not be used to place the pavement markers in areas where removal of the pavement markers will be required. For temporary pavement delineation of stop bars and crosswalks, the Contractor shall use reflective striping tape only.

Not a measured item, to be included in various other items of work.

Part 7.3 – Earthwork

7.3.02 Clearing and Grubbing

Attention is directed to Section 17-2, “Clearing and Grubbing,” of the Standard Specifications and the section 1.09.04 titled, “Preservation of Property”, of the City’s Standard Specifications.

Pruning may be required to create appropriate access for construction equipment where low limb presence may obstruct access. This pruning is to be done by a qualified tree service contractor and shall by no means be done by construction personnel under any circumstances. All tree trimming must conform to the requirements of American National Standards Institute’s Standard for Tree Care Operations (ANSI Z133.1-2006 and ANSI A300-Part 1 -2001). All tree trimming must be done by a qualified tree service contractor with a valid C-61 Limited Specialty (D-49 Tree Service) license authorized by the State Contractors License Board. Contractor must provide proof of being licensed accordingly prior to performing any tree trimming work. Work performed in the vicinity of power lines must be performed by personnel qualified to perform work in proximity of electrical hazards in accordance with ANSI Z133.1.

All existing vegetation, highway facilities, and private property that have not been identified for removal or relocation, must be protected from injury or damage. In the event that existing vegetation and/or facilities to remain are damaged by Contractor’s activities, Contractor must replace the damaged items in kind and to the satisfaction of the property owner and the Engineer.

Such items may include, but are not limited to, the reconnection of landscape electrical and/or irrigation to function as did prior to Contractor’s activities.

Construction and/or demolition debris, including but not limited to vegetative matter, trees, roots, chips, etc., must be hauled off site and disposed of by Contractor at the end of each workday.

Part 7.4 – Existing Facilities

Attention is directed to Section 15, "Existing Facilities," of the Caltrans Standard Specifications.

Existing utility covers marked for adjusting shall be completed and paid for per section titled “Adjust Structures to Grade” of these Technical Specifications.

Any void left from the removal of the G5 boxes must be backfilled with hot mix asphalt or as directed by Engineer.

7.4.15 Cold Plane Asphalt Concrete

Cold plane asphalt must be performed in accordance with the provisions of Section 42-3, “Grinding,” and the section titled “Maintaining Traffic,” of the Caltrans Standard Specifications and these Technical Specifications. Grinding is also referenced as “planing.”

Grinding adjacent to gutters must be performed as shown on the plans. At some locations, the existing pavement may not be flush with the existing gutter lip and as a result the material above the gutter lip as well as material below the gutter lip must be removed. Contractor must review

W2026-1 Page 8 the project site prior to bid to determine the actual amount of material that needs to be ground.

No additional compensation will be allowed for the additional material above the gutter lip that may have to be removed.

Grinding must be to the depth specified on the plans. The Engineer will verify the planed surface grade before the placement of the asphalt concrete base course. If the grade of the planed surface is lower than that specified on the plans, Contractor will incur any additional expense associated with the placement of the asphalt concrete base course up to the specified depth.

Attention is directed to the section titled “Hot Mix Asphalt (HMA),” of the these Specifications.

Planing asphalt concrete pavement must be performed by the cold planing method. Planing of the asphalt concrete pavement must not be done by the heater planing method. The dimensions of the planed area must be as indicated on the plans or as directed by the Engineer. The outside lines of the planed area shall be neat and uniform. Care shall be taken to avoid damage to adjacent improvements. Any damage to existing improvements must be repaired immediately by Contractor at Contractor’s expense. Contractor must provide for the protection in place of the existing PCC gutters, water valves, monument wells, sanitary sewer, storm drain, telephone, and other utility manhole frames and covers within the area being milled or cold planed and no additional compensation will be made therefor.

Cold planing machines must be equipment with a cutter head not less than twenty-four (24) inches in width and shall be operated so as not to produce fumes or smoke. The cold planing machine must be capable of planing the pavement without requiring the use of a heating device to soften the pavement during or prior to the planing activity. Contractor must adjust equipment as needed in locations where fabric or inductive loops are found in existing pavement.

Planed widths of pavement must be continuous except for intersections at cross streets where the planing must be carried around corners to the curb return of the intersecting street or to the limits shown on the plans.

When planing asphalt concrete to a depth of 4” to 6”, the vertical edges perpendicular to the flow of traffic must be prepared to a smooth vertical edge, for a minimum of 2-inches, after completion of the planning activity.

Where transverse joints are planned in the pavement at conform lines, no drop-off shall remain between the existing pavement and the planed area when the pavement is opened to public traffic. If asphalt concrete has not been placed to the level of existing pavement before the pavement is to be opened to public traffic a temporary asphalt concrete taper must be constructed. Asphalt concrete for temporary tapers must be placed to the level of the existing pavement and tapered on a slope of 12:1 or flatter to the level of the planed area. Contractor must maintain tapers continuously and at the direction of the Engineer.

Asphalt concrete for temporary tapers must be commercial quality and may be spread and compacted by any method that will produce a smooth riding surface. Temporary asphalt concrete tapers must be completely removed, including the removal of all loose material from the underlying surface, before placing the permanent surfacing. Such removed material must be disposed of outside the highway right-of-way in accordance with the section titled, “Disposal of Materials” of the City’s Standard Specifications.

Activities must be scheduled in conformance with the section titled “Maintaining Traffic,” of these Technical Specifications.

The roadway surface and all sidewalks and driveways must be completely cleaned of all loose rock, dust and debris as a result of the cold planning activity.

The material planed from the roadway surface, including material deposited in existing gutters or on the adjacent traveled way or sidewalks and on private property, must be removed and

W2026-1 Page 9 disposed of outside the highway right-of-way in accordance with the section titled, “Disposal of Material,” of the City’s Standard Specifications.

7.4.16 Removal and Disposal of AC Pavement

This section includes work associated with asphalt pavement removal includes the removal and disposal of asphalt concrete and aggregate base to the subgrade depth as shown in the plans and as directed by the Engineer.

All existing material within the limits of the “Remove and Dispose AC Pavement” areas must be excavated down from the existing surface to the proposed subgrade and removed, as shown on the plans and as directed by the Engineer. HMA plugs are proposed within the conform area of new concrete improvements to change the cross slopes of the roadway. In these regions over excavation, (or under excavation) may be necessary to achieve the desired finished grade while maintaining the uniform thickness of the plug. The Contractor shall know and comply with paving Details in these Technical Specifications.

Paving fabric may exist within the roadway the Contractor shall remove and dispose of all paving fabric within the AC pavement to be removed.

The Engineer will mark out the limits of the asphalt concrete to be removed and replaced.

Where asphalt concrete is to be removed the limit of the pavement shall be sawcut to a neat line and the entire section width shall also be removed to the subgrade depth as shown on the plans.

Existing asphalt pavement shall be cut to a minimum depth of 0.17 foot with an abrasive type saw at the conformation line or milled edge as approved by the Engineer.

Any portion of existing improvements that is damaged by the Contractor’s activities beyond the limits of removal, as shown on the plans, as marked by the Engineer, or as specified in the Standard Specifications and/or Specifications shall be replaced by the Contractor at no cost to the City.

7.4.17 Adjust Structures to Grade

Contractor shall adjust frames, covers, and boxes, including sanitary sewer storm drain manholes and clean-outs, storm drain manholes, G-5 electrical boxes, water valve boxes, and monument boxes, as necessary and in accordance with the utility’s standard specifications or City Standard Plan.

Contractor shall submit to the Engineer a tie-out plan identifying all facilities to be adjusted after paving activities. The plan must identify all dimensions for the tie-outs and must be submitted at least seventy-two (72) hours prior to lowering the facilities or any grinding of the existing asphalt concrete, whichever activity is scheduled first.

Contractor is responsible for locating and covering all the frames and boxes prior to any grinding and paving activity. If Contractor excavates for utility boxes and manholes to be raised in an incorrect location, the excavation must be filled full depth with two inches (2”) minimum HMA matching the material used in the overlay, as directed by the Engineer, and at Contractor’s expense.

A circular opening must be cut around the appurtenance using a method that provides a smooth-edged radius; jack hammering of the surface asphalt concrete is not permitted. Contractor shall exercise care in removing the asphalt concrete and base material. The asphalt concrete must be removed during the iron raising process so that the edge of the asphalt concrete is not raised up.

Contractor shall be responsible for maintaining the integrity of and access to, the existing facilities below grade and the covers being raised. Contractor shall take special care when raising monument covers so that survey monuments are not disturbed.

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Concrete used to raise frames, covers and boxes must be constructed of seven (7) sack, 5,000 psi, class-High Early Manhole, or Caltrans Standard Specifications. Maximum aggregate size must be ¾”. Contractor must remove the existing asphalt pavement around each utility frame to the dimensions specified in accordance with the utility’s Standard Plan or City Standard Plan.

The top of the concrete collar around each frame or box must be placed two inches (2”) below the final finished grade of the HMA overlay. The remaining two inches (2”) to final finish grade must be finished flush to the adjacent surfacing with HMA conforming to the section titled, “Hot Mix Asphalt (HMA),” of the these Specifications. Contractor shall furnish, install and maintain a steel plate over each concrete collar placed around each frame or box until the HMA is placed flush to the final finish grade.

Contractor shall clean out all manholes, drain inlets, meter boxes and valve boxes of mud, dirt and debris.

If Contractor damages any existing structures where the adjustment of electrical boxes, water valves and monument boxes take place, Contractor shall provide new Christy G5 boxes, or authorized equivalent, with lids stamped “Electrical,” “Water” and “Monument”.

The option to use raising devices as provided in Section 71-5.013B, “Adjust Frames, Covers, Grates, and Manholes,” of the Caltrans Standard Specifications will not be allowed.

All manhole frames and all boxes must be raised within five (5) working days after the final HMA overlay is placed. Reference point markings on improvements within the right of way must be discreet in appearance with lettering and numbering less than five inches (5”) in height. No reference point markings will be made on private property.

Napa Sanitation District (NSD) Manholes, Cleanouts, and Flush Holes

Prior to the adjustment of sanitary sewer manholes, cleanouts and flush holes, Contractor shall contact the Napa Sanitation District (NSD) for inspection. The NSD manholes, cleanouts, and flush holes are to be adjusted according to the published NSD standards. If NSD determines that new sanitary sewer manhole frames and covers should be used, NSD will provide them at their expense. For NSD manholes requiring adjustment, only the throat (the area above the cone) must be cleaned and waterproofed.

Additionally, after the compaction of aggregate base and prior to installing new concrete, Contractor shall contact NSD for inspection of the existing sanitary sewer laterals to confirm damage has not occurred during construction. If NSD determines that there is damage due to Contractor’s activities, Contractor shall repair the damaged laterals at Contractor’s expense.

City Water Valves

City Water valves shall be adjusted in accordance with 2021 City Standard Plan W-9.

Contractor shall clean out each disturbed water valve box riser pipe so that the operating nut and bonnet on the valve are clear and accessible. Contractor shall purchase and install grade rings to adjust water valve box as needed not to exceed two grade rings. If the adjustment of the water valve box requires more than two stacked grade rings for final adjustment the Contractor shall provide a new water valve box.

City Storm Drain Manholes

City storm drain manholes shall be adjusted in accordance with 2021 City Standard Plan D-14.

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Part 7.5 – Subbases and Bases

7.5.01 Aggregate Base

Aggregate base shall be virgin Class 2, three quarter inch (¾“) maximum grading and shall conform to the provisions in Section 26, "Aggregate Bases," of the Standard Specifications and these Specifications.

Contractor shall place aggregate base to the dimensions shown on the plans. All subgrade and aggregate base placed shall be compacted to a minimum relative compaction of 95%.

The Engineer will provide ongoing laboratory testing on aggregate base samples at the plant of origin and in the field. If the material is found to be out of compliance with the Standard Specifications and these Specifications, the Engineer will immediately provide notification and may stop the work in accordance with Article 13, “Suspension and Termination” of the General Conditions. Contractor shall provide the Engineer with five working days’ notice, in writing, of any production of aggregate base material used on this project including the specific dates of aggregate base production.

If accepted subgrade becomes saturated and/or disturbed or more than five working days pass between acceptance of the material and placement of the upper layer, the subgrade shall again be proof-rolled, and retesting will be required. The cost of the retesting will be borne by the Contractor.

Part 7.6 – Surfacing and Pavements

7.6.01 Hot Mix Asphalt (HMA)

The Contractor shall know and comply with the requirements of Section 39, “Hot Mix Asphalt,” Section 92, “Asphalts Binders,” and Section 94, “Asphaltic Emulsions,” of the 2010 Standard Specifications and these City Standard Specifications.

Amend Section 39-1.01 “General” of the Standard Specifications to add the following:

Produce and place 3/8-inch Type A HMA for leveling course, Grade PG 64-16 per Section 39- 2 “STANDARD Construction Process,” of the 2010 Standard Specifications.

Produce and place 3/4-inch Type A HMA for HMA plug, Grade PG 64-16 per Section 39-2 “STANDARD Construction Process,” of the 2010 Standard Specifications.

Amend Section 39-1.02B “Tack Coating” of the Standard Specifications to add the following:

Tack coat must be utilized and be emulsified asphalt Grade RS-1, RS-1h, SS-1, or SS-1h and must conform to Section 94 “Asphaltic Emulsions”, of the 2010 Standard Specifications.

Amend Section 39-1.02C “Asphalt Binder” of the Standard Specifications to add the following:

Asphalt binder to be mixed with aggregate shall be grade PG 64-16.

The Contractor must submit mix designs for all asphalt concrete to be used on the project.

Amend Section 39-1.02E “Aggregate” of the Standard Specifications to add the following quality characteristic to the “Aggregate Quality” table:

The Durability Index for all HMA aggregates must be a minimum of 35.

The aggregate must not be treated with lime, cement or other chemical material before the Durability Index test is performed.

Amend Section 39-1.03A “General” of Hot Mix Asphalt Mix Design Requirements of the Standard Specifications to add the following:

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The HMA must be ½ inch Type “A” HMA

Amend Section 39-1.03C “Job Mix Formula Submittal” of the Standard Specifications to add the following:

The Contractor must submit mix designs for all asphalt concrete to be used on the project.

Each delivery ticket must include information on the material type, binder type, oil content, and the mix design number. Material delivered to the project without such annotations shall be subject to rejection. Only original delivery tickets (no photocopies) shall be delivered to the Engineer on a daily basis.

Amend Section 39-1.04F “Density Cores” of the Standard Specifications to add the following:

In-place density and relative compaction for the Standard Construction Process projects is determined by the nuclear density device per California Test 375.

Amend Section 39-1.07 “Production Start-Up Evaluation” of the Standard Specifications to delete the following:

Within the first 750 tons produced on the 1st day of HMA production, in the Engineer's presence and from the same production run, take samples of:

For Standard and QC/QA construction process projects, take 4- or 6-inch diameter density cores within the first 750 tons on the 1st day of HMA production. For each density core, the Department reports the bulk specific gravity determined under California Test 308, Method A, in addition to the percent of maximum theoretical density. You may test for in-place density at the density core locations and include them in your production tests for percent of maximum theoretical density.

Amend Section 39-1.07 “Production Start-Up Evaluation” of the Standard Specifications is add the following:

Within the first 500 tons produced on the 1st day of HMA production, in the Engineer's presence and from the same production run, take samples of:

In-place density and relative compaction for the Standard Construction Process projects is determined by the nuclear density device per California Test 375. Test density within the first 500 tons on the 1st day of HMA production.

Amend Section 39-1.09A “General” of Subgrade, Tack Coat, and Geosynthetic Pavement Interlayer of the Standard Specifications to add the following:

Amend Section 39-1.11 “Transporting, Spreading, and Compacting” of the Standard Specifications to add the following:

The Contractor must have hand-compaction equipment immediately available for compacting all areas inaccessible to rollers. Hand-compaction must be performed concurrently with breakdown rolling. If for any reason hand-compaction falls behind breakdown rolling, further placement of HMA must be suspended until hand-compaction is caught up. Hand-compaction includes plate compactor, pneumatic tamper and hand tampers. Hand torches must be available for rework of areas which have cooled.

After compaction, the surface texture of all hand work areas must match the surface texture of the machine placed mat. Any course or segregated areas must be corrected immediately upon discovery. Failure to immediately address these areas will cause suspension of HMA placement until the areas are satisfactorily addressed, unless otherwise allowed by the Engineer.

Daily Paving Completion

The Contractor must schedule paving activities such that each layer of HMA is placed across the entire excavated area at the end of each work shift.

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Pavement Thickness and Temperatures

Pave HMA in maximum 0.25-foot thick compacted layers.

If the surface to be paved is both in sunlight and shade, pavement surface temperatures must be taken in the shade.

Spread HMA Type A and Type B at the atmospheric and surface temperatures shown in the following table:

Minimum Atmospheric and Surface Temperatures

Compacted layer thickness, feet

Atmospheric, °F Surface, °F

Unmodified asphalt binder

Modified asphalt bindera

Unmodified asphalt binder

Modified asphalt bindera

<0.15 55 50 60 55

0.15-0.25 45 45 50 50 aExcept asphalt rubber binder.

If the asphalt binder for HMA Type A and Type B is unmodified asphalt binder, complete:

1. First coverage of breakdown compaction before the surface temperature drops below 250 degrees F

2. Breakdown and intermediate compaction before the surface temperature drops below 200 degrees F

3. Finish compaction before the surface temperature drops below 150 degrees F

If the asphalt binder for HMA Type A and Type B is modified asphalt binder, complete:

1. First coverage of breakdown compaction before the surface temperature drops below 240 degrees F

2. Breakdown and intermediate compaction before the surface temperature drops below 180 degrees F

3. Finish compaction before the surface temperature drops below 140 degrees F

Amend Section 39-2.02B “Quality Control Testing” of the Standard Specifications is remove the following:

For any single quality characteristic except smoothness, if 2 consecutive quality control test results do not comply with the action limits or specifications:

1. Stop production.

2. Notify the Engineer.

3. Take corrective action.

4. Demonstrate compliance with the specifications before resuming production placement.

Amend Section 39-2.03A “Testing” of the Standard Specifications to remove the following:

Remove “HMA Acceptance – Standard Construction Process” Amend Section 39-2.03A “Testing” of the Standard Specifications to add the following:

The City will perform acceptance testing of the HMA based on the Acceptance Criteria as shown in the following Table 1.

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Table 1 - HMA Acceptance - Standard Construction Process

Quality characteristic Test method HMA Type A Frequency Location of Sampling

Aggregate gradiationa California Test

JMF ±

tolerancec

1 per day At plant per CT

Sieve 3/4" 1/2" 3/8"

1/2" Xb

3/8" X

No. 4 X

No. 8 X X X

No.

200 X X X

Sand equivalent (min)d California Test

47 1 per day At plant per CT

Asphalt binder content

California Test 379 or 382

JMF ± 0.45 1 per 500 TONS Loose mix behind paver per CT 125

HMA moisture content (%, max)

California Test 226 or 370

1.0 1 per 500 TONS Loose mix behind paver per CT 125

Percent of maximum theoretical density (%) e, f

California Test

91-97 1 per day (max th.

Density)

Loose mix behind the paver

In-Place Density and Relative Compaction

(Nuclear)

Nuclear California Test 375 or ASTM

D2950

91-97 1 per 500 TONS Random locations per CT 375

Stabilometer value (min) d,g

1/2" and 3/4" gradings

California Test

37 1 per 500 TONS Loose mix behind paver per CT 125

Air Void content (%) d, h California Test

4 ± 2 1 per 500 TONS Loose mix behind paver per CT 125

Asphalt binder Various Section 92 Sample 1 per day At plant per CT

Percent of crushed particles Coarse aggregates (%, min) One fractured face Two fractured faces

Fine aggregate (%, min) (Passing no. 4 sieve and retained on no. 8 sieve.)

One fractured face

California Test

1 per mix per plant (sample aggregates 1 per day and hold)

At Plant

Los Angeles Rattler (%, max)

Loss at 100 rev.

Loss at 500 rev.

California Test

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Quality characteristic Test method HMA Type A Frequency Location of Sampling

Fine aggregate angularity (%, min)

California Test 234 45

Flat and elongated particles (%, max by weight @ 5:1)

California Test

Report only

Voids filled with asphalt (%) i No. 4 grading 3/8" grading 1/2" grading 3/4" grading

California Test

76.0-80.0 73.0-76.0 65.0-75.0 65.0-75.0

Voids in mineral aggregate (% min)i

No. 4 grading 3/8" grading 1/2" grading 3/4" grading

California Test

17.0 15.0 14.0 13.0

Dust proportioni No. 4 and 3/8" gradings 1/2" and 3/4" gradings

California Test 367 0.9-2.0

0.6-1.3

Smoothness Section 39-1.12

12-foot straight-edge, must grind, and PI

As necessary to confirm contract compliance

Final pavement surface aThe Engineer determines combined aggregate gradations containing RAP under California Test 367.

b "X" denotes the sieves the Engineer tests for the specified aggregation gradiation.

c The tolerances must comply with the allowable tolerances in section 39-1.02E.

d The Engineer reports the average of 3 tests from a single split sample.

eThe Engineer determines percent of maximum theoretical density if the specified paved thickness is at least 0.15 foot under California Test 375, except the Engineer uses:

1. California Test 308, Method A, to determine in-place density of each density core instead of using the nuclear gauge in Part 4, "Determining In-Place Density By The Nuclear Density Device"

2. California Test 309 to determine maximum theoretical density instead of calculating test maximum density in Part 5, "Determining Test Maximum Density."

f The Engineer determines maximum theoretical density (California Test 309) at the frequency specified for Test Maximum Density under California Test 375, Part 5.D.

g California Test 304, Part 2.13.

h The Engineer determines the bulk specific gravity of each lab-compacted briquette under California Test 308, Method A, and theoretical maximum specific gravity under California Test 309.

i Report only if the adjustment for the asphalt binder content TV is less than or equal to ±0.3 percent from the OBC value submitted on a Contractor Hot Mix Asphalt Design Data form.

If the Acceptance test results do not meet the Acceptance Criteria shown in Table 1 the HMA shall be rejected, removed and replaced as directed by the Engineer at Contractor’s expense.

Field density acceptance testing will be accomplished using the nuclear gauge method. If the density acceptance tests indicate failing compaction results, the Engineer determines a deduction for each test result outside the Acceptance Criteria using the “Reduced Payment

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Factors for Percent of Maximum Theoretical Density,” table in Section 39-2.03A “Testing” of the 2010 Standard Specifications.

If the Contractor requests verification of the nuclear density results by coring, the Contractor must perform the coring at no cost to the City.

The Engineer will randomly identify core locations and test cores for density at no cost to the City.

The Contractor must backfill the core holes with HMA temperatures above 250°F. The HMA must be firmly tamped in place in lifts not to exceed three (3) inches. Tamping must consist of a minimum of 20 blows with a ten-pound minimum weight bar with an approximate two (2) inch diameter head or by a suitable head attached to a demolition hammer or pneumatic hammer.

The finished surface must be flush with the adjacent pavement surface.

7.6.02 Hot Mix Asphalt (HMA) Plug

The Contractor shall know and comply with the requirements of the sections titled “Hot Mix Asphalt (HMA)”, “Removal and Disposal of AC Pavement” and “Maintaining Traffic,” of these Technical Specifications.

Asphalt concrete plugs must consist of ½” Type A, hot mix asphalt concrete as defined in the section titled “Hot Mix Asphalt (HMA),” of these Technical Specifications.

The Engineer accompanied by the Contractor must mark the exact limits and record the dimensions of the asphalt concrete plugs to be removed and replaced. Unless otherwise authorized by the Engineer, any additional area removed and replaced beyond the limits as marked must not be measured nor paid for. The Contractor and the Engineer must agree on the limits and area prior to the start of the removal. The City recognizes the condition of the existing pavement at some locations is in poor condition. The City Wil work with the Contractor to expand limits if required.

The Contractor shall be aware that the limits of the asphalt concrete plug area of removal varies in width and length and may or may not be consistent with the width of the grinder. The City will not be responsible for the Contractor’s error in removing material beyond the limits of the areas as marked in the field. All extra road sections removed beyond the limits marked are at the Contractor’s expense. A minimum dimension of a location is 6-ft.

The outline of the asphalt concrete to be removed must be cut to a neat, straight, clean vertical edge with square corners using a power-driven saw and removing the surfacing for a minimum depth of two (2) inches.