Contract_Award_Instruction_and_Technical_Specification.pdf

PART II – Annual Street Improvements Program II-1 3/22/2023

PART II-2

CONSTRUCTION METHODS

II-2.1 BIDDER’S INSTRUCTION FOR CONTRACT AWARD:

Based on the bids received and the City’s budget at the time of contract award, the City reserves the right to delete items or to change quantities of bid items.

The basis of the award shall be the Contractor’s Base Bid plus all the added alternates.

The Agency reserves the right to award the contract for the base bid and those alternatives, if any, which the City may select in its sole discretion.

The AGENCY also reserves the right to add any of the additive Alternates by Contract Change Order at any time during the project up to the last contract working day. The BIDDER agrees to hold all unit prices bid for Additive Alternates constant throughout the duration of the project up to the last contract working day.

No additional compensation will be allowed for Alternates added by Contract Change Order beyond the amount shown on the original bid.

II-2.2 PROSECUTION OF WORK:

The following provisions shall be observed in scheduling the work, unless otherwise directed by the Engineer:

A. The Contractor shall begin the work for the following locations first:

1. Magnolia Ave (Street rehabilitation & Hardscape)

2. Church St (Street rehabilitation & Hardscape)

3. Arden Road (Street rehabilitation & Hardscape)

4. Linda Vista Ave (Street rehabilitation & Hardscape)

5. All Remaining Listed Sheet

This portion of work shall begin as stated on these contract documents and shall have it’s own working days. Contractor shall be given a total of 10 working days for each of the add alternate bid. All work shall have a total of 160 Working days for completion. Liquidated damages will be issued as per Section 6-9 Liquidated Damages of these Special Provisions.

B. The Contractor shall place concrete no later than three working days after the concrete has been removed. No concrete pour allowed on Fridays. Unless stated otherwise on this special provisions.

C. The Contractor shall complete the damaged concrete replacement work or concrete construction work within the same week it started in advance of any construction of the street resurfacing or reconstruction pavement. All tree root removals and PCC repairs on a particular street must be constructed and accepted by the Agency prior to the street improvement.

PART II – Annual Street Improvements Program II-2 3/22/2023

D. At no time a milled pavement surface shall be opened to traffic. Milled pavement surfaces shall be paved back with the asphalt concrete base or leveling course same working day after milling and base repairs (dig-outs) have been completed. If the contractor does not comply with the above-mentioned statements, they shall penalize $1,000 per day.

E. Once started, the CONTRACTOR shall continuously work on the project until completion. Other than for inclement weather, work shall not be discontinued unless notification is provided to the City at least 3 working days in advance.

Such notification of work suspension shall include the exact date when work will be suspended and the date when work will resume.

No work suspension due to material and/or equipment issue. The General Contractor’s Representative must be always on the job site. If no representative is present at the time of work, contractor will be penalized $2,000 per calendar day.

II-2.3 ROCK PRODUCTS:

200-1.2 Crushed Rock and Rock Dust. Add the following:

If directed by the Engineer, all signal-controlled intersections, and any locations where crossing traffic is to be maintained, shall require rock dust blotter. Rock dust blotter shall conform to Subsection 200-1.2 of the Standard Specifications and shall be uniformly applied using a mechanical spreader at a rate of between two (2) pounds and four (4) pounds per square yard.

Payment for rock dust blotter will be included in the price to be paid for asphalt rubber hot mix and no additional payment will be made therefore. If rock dust blotter is not required, ARHM- GG-C must cool to below 151°F before traffic is allowed on the pavement.

II-2.4 UNTREATED BASE MATERIAL:

200-2.2 Crushed Aggregate Base. Add the following:

Crushed aggregate base, a minimum of four inches thick shall be used in all cases and shall consist entirely of crushed rock and rock dust without any noticeable quantity of any deleterious substance as determined by the Engineer. Payment shall be based on the unit bid price per ton of crushed aggregate base as specified in the Bidder’s Proposal. Subgrade shall be compacted to 90% of relative density.

II-2.5 ROADWAY PREPARATION:

SCOPE

Roadway Preparation shall conform to Section 300-1 of the Standard Specifications, and as modified by the following Special Provisions and the plans.

1. The work under this section consists of preparing the roadway prior to the resurfacing or reconstruction. Such work shall include controlling nuisance water, sweeping, watering, removal of all raised pavement markers, removing thermoplastic pavement markers, removing rubber speed bumps and storing them at a safe location agreeable to the City until replacement, and removing loose and broken asphalt concrete pavement and foreign material, including existing weed growth as specified in these Special Provisions and as required by the Engineer. The Storm Water Pollution Control Program is to be implemented prior to the start of work. Any roadway area that contains existing weed growth shall be treated with an E.P.A. approved herbicide composed of glyphosate and oryzaline, combined and applied according to label directions.

PART II – Annual Street Improvements Program II-3 3/22/2023

2. CONTRACTOR'S attention is especially directed to Sections 7-8, "Project Site Maintenance," 7-9, "Protection and Restoration of Existing Improvements," and 7-10, "Public Convenience and Safety" of the Standard Specifications, which shall be strictly adhered to. (A bid item is included herein for Traffic Control for all project work.)

MEASUREMENT AND PAYMENT

Payment for Roadway Preparation shall be included in the prices bid for other items of work and no additional compensation will be allowed therefore unless noted on Plans and bid proposal as part of this contract. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions. No additional compensation will be allow.

II-2.6 COLD PLANING (MILLING & KEYCUTS):

SCOPE

The existing pavement adjacent to existing gutters, cross gutters or at the ends of rehabilitation, at equipment crossings and at bridge approaches shall be cold planed as specified herein. Limits of cold planing will be determined by the Engineer prior to construction. The depths and dimensions of the cold planing is designated on the Plans. Cold planing will be used for removal of existing pavement on those roadways designated for cold planing and replacement of the asphalt concrete, and may be used for Dig-outs.

The CONTRACTOR shall schedule the work such that permanent paving shall be completed within 5 working days after cold planing. Liquidated damages of $1,000 per calendar day per street shall be applied for failure to meet the next day requirement.

The CONTRACTOR shall schedule the cold planing work such that the pavement levelling course (base course) can be completed immediately after milling and dig-outs are complete. Milled pavement surfaces shall not be opened to traffic and all traffic lanes shall be open for traffic outside the approved work hours. The contractor shall perform the cold planning work to all streets with cross gutter at least 5’ feet all approaches. The cost for cold planning prior to cross gutter approaches shall be considered as included in the various related bid items.

EQUIPMENT

The machine used for cold planing shall have performed satisfactorily on similar work and shall meet the following requirements:

The planing machine shall be specially designed and built for planing of bituminous pavements without the addition of heat. It shall have the ability to plane Portland Cement Concrete patches in the bituminous pavement or Portland Cement Concrete pavements. The cutting drum shall be a minimum of thirty (30) inches wide and shall be equipped with carbide tip cutting teeth placed in a variable lacing pattern to produce the desired finish.

The machine shall be capable of being operated at speeds of 0 to 40 feet per minute; it shall be self-propelled and have the capability of spraying water at the cutting drum to minimize dust. The machine shall be capable of removing the material next to the gutter of the pavement being reconditioned and so designed that the operator thereof can at all times observe the planing operation without leaving the controls. The machine shall be adjustable as to slope and depth.

The CONTRACTOR's attention is directed to Subsection 7-8.2 "Air Pollution Control" of the Standard Specifications.

PART II – Annual Street Improvements Program II-4 3/22/2023

CONSTRUCTION

Prior to cold planing on streets to be milled, all utility covers shall be lowered such that the cutting teeth of the planing machine passes over the adjusted lid without causing damage to the lid or frame. CONTRACTOR will be responsible for maintaining any temporary asphaltic fill material over these facilities until the final paving surface is installed.

CONTRACTOR shall remove as shown in the keycut details included in these Technical Provisions.

Remaining material around utility covers and at gutter lips shall be removed to the depth of the adjacent milled surface after completion of cold planing. If pavement against utility covers, gutter lips, or other features, cannot be removed by the planing machine, CONTRACTOR shall use other means to remove this material.

The surface of pavement after planing shall be uniformly rough. The grade shall not deviate from a suitable straight edge more than three-eighths (3/8) inch at any point. Milling may require more than one (1) inch removal of existing asphalt above gutter lips in addition to the required depth below the gutter lip due to prior overlays.

All pavement areas called out for milling and replacing shall be milled to the full width of the roadway. Pavement against curb faces shall be removed to the full depth designated for that particular section of roadway. If pavement against curb faces cannot be removed by the planing machine, the CONTRACTOR shall use other means to remove this material.

Water for cold milling shall be provided by the CONTRACTOR and shall be considered integral to cold milling in terms of payment.

On intersections where the plans call for cold milling and replacing the asphalt concrete, the CONTRACTOR shall only remove what can be paved back during the same work period.

Tree trimming shall be for clearance of the equipment on branches that overhang and shall be approved by the City’s arborist. Trees roots that are 2” in diameter or smaller shall be pruned from AC removal locations. Any roots that are larger than 2” in diameter shall be coordinated with City’s arborist for direction. Contractor shall provide a 48 hours notification for City arborist inspection.

Contractor shall anticipate direction for cutting or shaving roots larger than 2” diameter. Contractor is responsible for removal and disposal of any work with trees, tree limbs, branches, debris. Tree work shall be planned and scheduled ahead of time and there shall be no claims for delay of inefficiencies due to inspection and coordination. The cost for tree trimming and debris pick-up shall be considered as included in various related bid items.

REMOVAL AND DISPOSAL OF MATERIAL

During the planing operation, the CONTRACTOR shall sweep the street with mechanical equipment and remove all loosened material from the project site until completion of the removal work. The CONTRACTOR shall take all necessary measures to avoid dispersion of dust. CONTRACTOR shall notify the Engineer for approval of swept surface prior to Tack Coat application.

All material removed shall be disposed of in accordance with the City of Pasadena’s Construction and Demolition Materials Management, and these Contract Documents.

In addition to removing the cold milled asphalt concrete, the CONTRACTOR shall remove any slurry seal or asphalt concrete which is adhered to the top of the adjacent gutter, cross gutter or spandrel.

TEMPORARY TRANSITIONS

In addition to the provisions of Subsection 302-5.2 of the SSPWC, the CONTRACTOR shall construct temporary pavement transitions at all cold milled areas greater than 1 inch prior to allowing traffic onto the cold milled areas. This includes both longitudinal and transverse directions. This also includes PCC facilities around corners from beginning of curb return to end of curb return, PCC cross gutters and PCC spandrels. Temporary pavement transitions shall have a slope of 20:1 or as approved by the engineer and be constructed on Kraft paper or other suitable bond breaker such that upon removal of the temporary pavement transition, a clean notch remains. The temporary transitions shall be constructed of hot mix.

PART II – Annual Street Improvements Program II-5 3/22/2023

The CONTRACTOR shall continuously maintain the temporary pavement until final paving. Each temporary transition shall be inspected by the CONTRACTOR and repaired as necessary to comply with these provisions at the end of each day including weekends and holidays.

Failure to comply with these provisions will result in a liquidated damage of $1,000 per day per transition and/or the cost of City crews making the repairs if necessary to correct for public safety.

PAYMENT

Payment for “Keycut (3’; 1-3/4’) & Keycut (12’; 1-3/4”) will be measured along the edge of the adjacent curb, gutter, cross gutter, or pavement, and paid for on a linear foot basis. Payment for Cold Planing on roadways to be milled will be measured and paid for on a square foot. Payment for “Cold Plane 2” AC”, “Cold Plane 4” AC”, “Cold Plane 8” AC” will be made at the unit price bid on the basis of actual measured quantities of cold planing completed in accordance with the Plans and these Special Provisions. Other cold planing is paid for under various other items such as Dig-outs.

Such payment shall be considered full compensation for providing all labor and equipment and performing all work. No additional compensation will be allow.

II-2.7 DIG-OUTS OR REMOVE & REPLACE AND COLD PLANE & REPLACE:

GENERAL

The work of Dig-outs or Remove & Replace consists of removing the existing asphalt concrete and base if necessary to the specified depth by cold planing and replacing the void with asphalt concrete. Dig-outs shall be constructed as indicated on the plans and immediately after cold planing operations so that the asphalt concrete levelling (base course) can be placed on the milled surface in the same shift.

MATERIALS

Asphalt concrete for Dig-outs or Remove & Replace shall be C2 and conform to these special provisions. Asphalt concrete binder shall be C2 PG 64-10 (dense medium coarse) per Table 203-

6.4.3 (A) unless specified on the plans or approved by the engineer.

CONSTRUCTION

The Engineer shall mark the locations of each dig-out based on the plans and observations after the full-width milling operations have been completed. The CONTRACTOR shall accompany the Engineer during markings of the dig-outs/base repair areas and the marked, measured and agreed on areas will constitute the final pay quantity. Contractor shall notify project engineer at least two working days of the work.

After completion of the full-width milling operations, the asphalt concrete within the marked digout/base repair areas shall be removed to a uniform depth as specified. The edges of the removal area shall be saw cut or vertical grind. Any removed material shall be removed from the site. If base rock is exposed, the surface shall be compacted and proof-rolled in the presence of the Engineer or designated representative. The pavement area shall be cleaned and tack coated in accordance with Section II – 3.7. Asphalt concrete shall be placed and compacted as specified in Subsection 302-5 of the Standard Specifications. At areas where the underlying material appears to be wet or soft, or where it deflects under wheel loads, the CONTRACTOR shall employ excavation and grading techniques which do not worsen the subgrade condition.

Prior to placing asphalt concrete, the area shall be proof-rolled with a loaded construction vehicle, preferably a ten cubic yard dump truck or equivalent. The compacted surface shall not visibly yield or deflect. Soft, yielding, unstable, or unsuitable areas shall be removed and replaced with base rock or asphalt concrete. If the areas were caused or significantly worsened by the CONTRACTOR’s operations, these areas shall be replaced at the CONTRACTOR’s expense.

In the event that the underlying material is soft, yielding, unstable, or unsuitable, it shall be excavated to the depth of 6 inches below the initial dig-out/base repair depth required above and disposed of in accordance with these Special Provisions. The limits of removal shall be designated

PART II – Annual Street Improvements Program II-6 3/22/2023 by the Engineer. The resulting space shall be filled with a single lift of asphalt concrete and compacted according to Section 302-5.6.2 of the Standard Specifications. Payment for removing unsuitable subgrade and replacing with asphalt concrete pavement will be made under the Bid Item "OVER-EXCAVATION (REVOCABLE ITEM)". Over-excavation shall be considered revocable as it is not known if unsuitable subgrade requiring over-excavation will be encountered during construction. For bidding purposes the Bid Schedule assumes that 10% of the dig-out/base repair areas will require over-excavation based on unsuitable subgrade.

Unsuitable material is defined as material the Engineer determines to be:

1. Of such unstable nature as to be incapable of being compacted to specified density using ordinary methods at optimum moisture content, or

2. Too wet to be properly compacted and circumstances prevent in-place drying prior to incorporation into the work, or

3. Otherwise unsuitable for the planned use.

Remove only what can be replaced during the same work period. For streets that call for an ARHM surface course the CONTRACTOR shall coordinate the schedule and timing of placing the ARHM. The AC base course and any intermediate AC courses shall be placed during the same work period.

The cost for “Dig-out or Remove & Replace and Cold Plane & Replace” shall be considered as included in various related bid items.

PAYMENT

Payment for “Dig-outs or Remove & Replace 4” AC”, complete in place, will be made at the contract unit price bid per square foot for the respective items. Such payment shall be considered full compensation for furnishing all labor, material, asphalt concrete, tack coat, tools, and equipment necessary to complete the work including the removal and proper disposal of the excavated material, in accordance with the Standard Specifications and these Special Provisions.

Sawcut shall be incidental to the work.

Section 3-2.2.2 “Increases of More Than 25 Percent” and Section 3-2.2.3 “Decreases of More Than 25 Percent” shall not apply to the bid items related to removing and replacing pavement or digouts.

Measurement and Payment for “Dig-out or Remove & Replace and Cold Plane & Replace” shall be on a unit cost basis as indicated in the bid schedule. The unit costs shall include full compensation for removal of unsuitable subgrade and placement and compaction of six (6”) inches of asphalt concrete (AC). Payment for this item shall only be made on an allowance basis and only for the work completed. The Contract shall have no claim to that portion of the allowance which is not necessary for the project. No additional compensation will be allow.

II-2.8 REMOVE ROOTS UNDER CONCRETE OR PAVEMENT REPAIRS:

GENERAL

All tree roots under the AC and PCC concrete to be repaired at a minimum of 12” from top of existing base shall be removed as described herein. Contractor shall recompact to at least 90% of relative compaction. This item includes root removal where trees have been previously removed.

The CONTRACTOR shall coordinate with and receive approval from City Arborist for all root pruning / trimming.

CONSTRUCTION

The CONTRACTOR shall remove all tree roots under the concrete or pavement to be repaired to a depth of 12 inches below the top of existing base material. Roots shall be cut at the limits of the concrete repairs prior to physically removing the roots. Any damage done to adjacent concrete or other improvements due to the failure to sever roots at the limits of the concrete repair shall be repaired at the CONTRACTOR's expense.

The area where roots have been removed shall be backfilled with native material or Class 2

PART II – Annual Street Improvements Program II-7 3/22/2023

Aggregate Base. The area to be backfilled shall be scarified prior to the addition of backfill and shall be compacted to 90% relative compaction under concrete repairs and 95% under pavement repairs. The limits of root removal shall be 10 feet to each side of the tree or shrub causing the damage unless otherwise authorized by the Engineer.

The cost for “Remove Roots under Concrete or Pavement Repairs” shall be considered as included in the various related bid items.

PAYMENT

The work of Remove Roots Under Concrete or Pavement Repairs shall be incidental to removal of Miscellaneous Concrete or Asphalt Removal. The unit price shall include all costs for locating, severing and removing roots; supplying, installing and compacting backfill; and all the miscellaneous work necessary to complete the work for each location of concrete or pavement repair. No additional compensation will be allow.

II-2.9 GRINDING ASPHALT BUMPY SURFACE @ CONRETE INTERSECTION:

CONSTRUCTION

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and apply. All such work shall conform to the applicable provisions of the Standard Specifications, and these Special Provisions. The cost for “Grinding Asphalt Bumpy Surface @ Concrete Intersection” shall be considered as included in the various related bid items.

PAYMENT

Full compensation for Grinding Asphalt Bumpy Surface @ Concrete Intersection, and all miscellaneous items to completed the work. The Contract unit price bid shall include full payment for providing material, equipment, and labor necessary to complete the work

II-2.10 ASPHALT TACK COAT & CRACK SEAL:

SCOPE – ASPHALT TACK COAT:

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and apply, complete in place tack coat in conjunction the asphalt concrete overlay and other asphalt paving work. All such work shall conform to the applicable provisions of the Standard Specifications, and these Special Provisions.

MATERIALS – ASPHALT TACK COAT:

The tack coat shall be High Performance Seal (No–Track). A certificate of compliance shall be submitted prior to construction.

CONSTRUCTION – ASPHALT TACK COAT:

The tack coat shall not be applied until the preparation of the existing surface has been completed, and then only so far in advance of placing the asphalt concrete overlay as permitted by the Engineer / Inspector. No tack coat shall be left exposed overnight. Immediately in advance of placing the asphalt concrete overlay additional tack coat shall be applied, as directed by the Engineer to areas where the tack coat has been destroyed or otherwise rendered ineffective, and no additional compensation will be allowed for such work.

PART II – Annual Street Improvements Program II-8 3/22/2023

Tack coat shall be applied to all vertical edges after every lift of asphalt. Vertical edges shall be tack coated by hand wand or manually by brush. The tack coat application shall not extend above the level of the finished surface by more than 1 inch. Gutter pans and curb faces not to be tack coated shall be protected by shields or other methods. An overspray beyond the 1 inch shall be removed by means approved by the Engineer.

Existing concrete curb faces and driveways shall be protected against disfigurement from the asphalt. Residue of the material shall be removed from curb faces and driveways by sandblasting to the extent required by the Engineer.

The tack coat shall be applied as specified in Subsection 302-5.4 of the Standard Specifications and these Special Provisions. Tack coat shall not be applied when the temperature of the surface to be tacked is below 40° Fahrenheit in the shade.

The CONTRACTOR shall be responsible for cleaning tack coat tracked onto decorative concrete crosswalks or thermoplastic legends and crossbars within the project limits and along truck haul routes used by the CONTRACTOR or his SUBCONTRACTORS. The haul routes shall be inspected by the City and CONTRACTOR prior to initiating work to photographically establish the existing conditions. Within 10 calendar days of completion of final paving, the City and CONTRACTOR shall re-inspect the haul routes to determine the extent and locations of required cleaning. Cleaning shall be performed within 10 calendar days after the City delivers a written copy of the locations of required cleaning. Failure to meet this schedule, whether to re-inspect or to perform cleaning, shall subject the CONTRACTOR to a liquidated damage of $500 per calendar day per location.

MEASUREMENT AND PAYMENT – ASPHALT TACK COAT:

No separate payment will be made for work or other features as required and outlined in this Section, "Asphalt Tack Coat." Full compensation for such work and features shall be considered included in the price bid for asphalt concrete pavement bid items (e.g. dig-outs) and no additional compensation will be allowed therefore. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions. No additional compensation will be allow.

GENERAL – CRACK SEAL:

This work shall consist of mechanically routing cracks, cleaning, applying sterilent, and filling the cracks with rubber asphalt joint seal as specified in these special provisions, and as directed by the Engineer. All cracks 1/8 of an inch wide or wider shall be sealed.

MATERIALS – CRACK SEAL:

The crack sealant shall be a mixture of paving asphalt and ground rubber and shall conform to ASTM D 5078, Type II. The crack seal product shall conform to the following requirements:

Test Specification Limit Cone Penetration 77°F(25°C)(ASTM D5329) 35-55 Resilience (ASTM D5329) 40% min.

Softening Point (ASTM D36) 200°F(93°C) min.

Ductility 77°F(25°C)(ASTM D5113) 30 cm min.

Flexibility (ASTM D3111 Modified) Pass at 20°F(-7°C) Flow 140°F(60°C)(ASTM D5329) 3 mm max.

Brookfield Viscosity 400°F(204°C)(ASTM D2669) 100 Poise max.

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Asphalt Compatibility (ASTM D5329) Pass Bitumen Content (ASTM D4) 60% min.

Tensile Adhesion (ASTM D5329) 500% min.

Safe Heating Temperature 400°F(204°C) Recommended Pour Temperature 380°F(193°C)

CONSTRUCTION – CRACK SEAL:

During all construction operations, the CONTRACTOR shall protect cracks cleaned for sealing from intrusions of solid foreign materials into the groove or into the sealant.

Immediately prior to applying the sealant, the cracks shall be mechanically routed and then cleaned with high pressure air jets to remove all residue and foreign material. Cracks wider than 1/4 inch do not need to be routed prior to crack filling. Any weed growth shall be physically removed. Any areas indicating weed growth shall be treated with a soil sterilent. Water jets will not be allowed. Crack surfaces shall be surface dry at the time the sealant is applied. The CONTRACTOR shall submit a product information sheet on the sterilent to be used.

Crack seal materials shall be placed in conformance with the manufacturer's recommendations.

Crack seal materials shall not be placed when the surface temperature is below 50 degrees Fahrenheit.

The finished crack seal shall be bonded to the crack such that there is no separation or opening between the sealant and the crack edge and there shall be no cracks, separation or other opening in the sealant.

The CONTRACTOR shall remove crack seal material that is not placed within the conformance of these provisions, clean cracks as specified herein and then reseal the cracks at his expense.

MEASUREMENT AND PAYMENT – CRACK SEAL:

The measurement and payment for crack filling shall be included in the contract unit price for Double Micro Surfacing and Rubberized Emulsion Aggregate Slurry (REAS) Type I.

II-2.11 ASPHALT CONCRETE (AC):

SCOPE

Work to be performed under this Section covers all labor, materials, tools, equipment, transportation, and incidentals necessary to construct asphalt concrete. All such work shall conform to the dimensions of the plans, the applicable provisions of the Standard Specifications, and these Special Provisions.

MATERIALS SCOPE

Work to be performed under this Section covers all labor, materials, tools, equipment, transportation, and incidentals necessary to construct asphalt concrete including asphalt concrete overlay, including overlays in cul-de-sacs. All such work shall conform to the dimensions of the plans, the applicable provisions of the Standard Specifications, and these Special Provisions.

PART II – Annual Street Improvements Program II-10 3/22/2023

MATERIALS

Material used shall be asphalt concrete as specified in Subsection 203-6 of the Standard Specifications. The class of combined aggregate grading shall be Class B, C2 or D2 as shown on the Typical Sections. The grade of asphalt shall be PG 64-10.

The mix properties indicated in Table 203-6.4.3(A) shall be modified as follows:

Mix Design and Production Stability Target Air Voids Production Air Voids

B 37 min. 4.0% 2.5% - 5.5%

C2 37 min. 4.0% 2.5% - 5.5%

D2 30 min. 4.0% 2.5% - 5.5%

Class B High Stability (HS) – PG 70-10 Mix for the intersections shall conform to the Standard Specifications and the following requirements:

Test HS Mixes for rut resistance in an Asphalt Pavement Analyzer. The APA device must meet the requirements of AASHTO TP63-03 and must be equipped with an automatic rut measurement system. The APA device must be calibrated at least once per year according to the procedures in the test method. In addition, the load cell used for checking wheel loads shall be calibrated at least once per year.

Provide laboratory batched aggregate samples blended according to each JMF to be tested and samples of the appropriate grade and source of asphalt to a City approved and AASHTO resource (formly AMRL) certified APA testing laboratory. Contact the APA testing laboratory to determine the required quantity of material. The mix shall be compacted in a Gyratory compactor with 65 gyrations. Mix voids at 65 gyrations shall be between 3.5 and 4.5%.

The APA test lab shall fabricate samples according to the JMF being tested and shall perform the test according to AASHTO TP 63-03 at a test temperature of 64 degrees C (148 degrees F).

Submit APA test results in the format required by AASHTO TP 63-03 to the Engineer with the mix design. Identify each mix with Suppliers Mix Number. The maximum acceptable APA rut depth with PG 70-10 is 4.0 mm rut depth.

TSR to be minimum 70 in accordance with Caltrans Test Methods 371.

CONSTRUCTION

The work shall further consist of preparing the existing street surfaces prior to the paving. Such work shall include removing raised pavement markers, removing thermoplastic pavement markers, painted legends and crossbars (12” white and yellow), controlling nuisance water, sweeping prior to tack application, watering, and removing loose and broken asphalt concrete pavement and foreign material as specified in the Standard Specifications and these Special Provisions and as required by the Engineer. The minimum ambient temperature to begin paving shall be 55 degrees F. The CONTRACTOR shall use any means necessary to clean the pavement, including sweeping and flushing.

The paving shall be performed in such a way as to not leave any longitudinal paving joints at the end of each day’s operation. Longitudinal paving joints shall be wedge type and shall be constructed as shown on the plan details. The longitudinal paving joint layout shall be submitted to the Engineer for approval and shall be reviewed at the pre-paving meeting.

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Cold Joints

All cold joints, both longitudinal and transverse, shall be heated with a torch immediately prior to paving. Care shall be exercised such as to not damage the asphalt concrete by burning or excessive aging, as determined by engineer. Damaged material shall be removed by saw cutting to form a new cold joint followed by torch heating. Cold joints include previous passes placed more than three hours prior. All cold joints shall be tack coated.

Leveling, Transitions, and Asphalt Concrete Fills

A leveling course of variable thickness shall be placed and compacted prior to placing the surface course at locations where directed by the Engineer. The leveling course will be used to correct pavement irregularities such as rutting, variable cross slope, or variable longitudinal slope. Where two overlays of different thickness abut at a longitudinal joint, the CONTRACTOR shall add to the thinner section to match the thicker lift and provide a smooth transition and uniform cross-fall. Cold planing ridges or other rises in the pavement surface may be required by the Engineer. The Engineer will determine the exact limits and thickness of the leveling courses, asphalt concrete fills, and transitions. Areas to receive AC Fill shall be completed prior to performing leveling course work. CONTRACTOR shall perform AC Fills to improve surface drainage as shown on the plans and as directed by the Engineer.

Layout

The CONTRACTOR shall layout and mark the location of the edges of the paving passes of the surface course to match the new layout of the lane lines. The layout shall be made at least 24 hours prior to paving. The layout shall be approved by the Engineer prior to paving.

If the striping is to remain unchanged, the edges of the paving passes shall conform to existing lane edges.

In all cases where practical, each lane shall be paved in a single pass. In tapered transition areas, the shoulder areas shall be paved first, then the through lane shall be hotlapped immediately after the shoulder paving.

For paving which incorporates new quarterpoints or gradebreaks due to keycuts or other conditions, the CONTRACTOR shall provide equipment capable of adjusting to the new surface profile at the appropriate locations. The profile adjustments shall be within twelve inches of the actual quarterpoint or gradebreak.

The CONTRACTOR shall take sufficient measurements during laydown to assure that the full design asphalt concrete layer depth is provided at each quarterpoint, gradebreak, or transition.

Failure to provide the design depth at these areas will result in rejection of the work. Correction of this rejected work will include milling out the new asphalt concrete from the road edge to the centerline or nearest inside lane line and repaving. The minimum length of the milled and corrected area shall be fifty feet.

Tolerances

The finished asphalt concrete surface shall be flush with, to 1/4 inch (0.02 feet) (6 mm) above the gutter lips. The finished pavement surface shall not be lower than the gutter lips.

The average pavement thickness shall be equal to the specified thickness for the project. For total pavement thicknesses less than four inches, the minimum allowable thickness will be 1/4 inch less than that specified. For total pavement thicknesses of four inches or more, the minimum allowable thickness will be 1/2 inch less than that specified.

PART II – Annual Street Improvements Program II-12 3/22/2023

The provisions of Section 302-5.6.2 shall apply and shall be modified to provide that the straightedge shall be 12 foot in length.

Additional Pavement Placement Equipment

In addition to Green Book 2015 Section 302-5.5, Contractor shall provide the use of an Asphalt Material Transfer Vehicle (a.k.a. a Shuttle Buggie) during the placement of all finish course materials on Arterial Streets.

Automatic Screed Controls

For all main line street or roadway paving with single lane length exceeding 300 feet, automatic screed controls shall be required.

In addition to the requirements in Subsection 39-1.10 of the State of California Department of Transportation Standard Specifications, asphalt concrete shall be placed with spreading equipment equipped with fully automatic screed and grade sensing controls which shall control the longitudinal grade of the screed. Automatic controls shall conform to and be operated in accordance with the provisions herein.

Unless approved otherwise, ski-type devices with a minimum length of 30 feet shall be used to provide a reference for the grade sensor. Skis shall be constructed and installed in such a manner that a reference to the average elevation of the existing pavement, along the length of the ski, is maintained at the sensor point. When placing surfacing adjacent to surfacing previously placed in conformance with these provisions, a joint matching shoe of adequate size and type to properly sense the grade of the previously placed mat may be used in lieu of the 30-foot ski.

The ski shall be mounted at a location which will provide an accurate reference for the surfacing being placed. This may require the ski to be mounted ahead of and inside the outer limits of the screed. Automatic cross slope control may be accomplished by use of a ski and grade sensor on each side of the paving machine.

Automatic screed controls shall be installed in such a manner that the occasional manual adjustments necessary to maintain the attitude of the screed parallel to the underlying pavement are readily accomplished. Automatic screed controls shall be installed so that with little or no delay, use of the automatic controls can be discontinued and the screed controlled by manual methods.

Should the automatic screed controls fail to operate properly during any day’s work, the CONTRACTOR may manually control the spreading equipment for the remainder of that day provided the quality of the work conforms to the requirements of Sections 39-1.11 and 39-1.12 of the 2010 State of California Department of Transportation Standard Specifications (Unrevised). Should the methods and equipment used for automatic control fail to result in the quality of work required by said Sections 39-1.11 and 39-1.12, the paving operations will be temporarily discontinued and the CONTRACTOR shall make the necessary changes to the equipment, or furnish other equipment conforming to the requirements herein, before paving is resumed.

If it is determined by the Engineer that the existing grade and cross slope are too irregular for the automatic controls to provide the quality of work required, the use of the automatic controls shall be discontinued and the spreading equipment adjusted by manual methods. Use of automatic controls shall resume when the Engineer has determined that it is again practical and so orders.

PART II – Annual Street Improvements Program II-13 3/22/2023

Rolling and Compaction

In addition to the requirements of Subsection 39-1.11 of the 2010 State of California Department of Transportation Standard Specifications (unrevised), the number of rollers required for each paving operation shall be such that all rolling for density can be completed before the temperature of the asphalt concrete mixture drops below 140 degrees Fahrenheit.

Breakdown rolling shall commence when the asphalt concrete is placed except in cases where mix distortion/shoving rather than compaction is taking place under the roller. In those instances, wait for the mix to cool to sufficiently, then breakdown compact. Rolling shall be accomplished with the drive wheel forward and with the advance and return passes in the same line.

For leveling courses under 1 inch using a D2 asphalt concrete, breakdown rolling shall consist of three coverages with an 8 to 12 ton pneumatic roller followed by a finishing coverage with a steel wheel roller. The rolling may begin with a single pass of a steel wheel roller until the pneumatic has sufficient opportunity to warm up to avoid tracking and picking up material from the mat. The pneumatic roller tires shall be treated with a non-petroleum based product to prevent pickup. Failure to successfully provide for breakdown rolling with the pneumatic roller after a reasonable warm up time will be cause for termination of paving activities until the CONTRACTOR can provide equipment which will perform without pickup. For all other leveling courses, the intermediate roller shall be a 12-16 ton pneumatic roller.

From the second paragraph of Section 302-5.6.2 “Density and Smoothness” to the end shall be deleted and replaced by the following:

Sublots to determine compaction testing shall be based on the following:

• Each 750 tons, or part thereof, placed on an individual street in a paving day. If over 750 tons are placed in a single paving day on an individual street, up to 150 tons over 750 tons can be moved in to the previous 750 ton sublot.

• If multiple streets are paved in a day, each street will be considered its own sublot with multiple sublots on streets where greater than 750 tons are placed.

The in-place density shall be between 92.0 percent and 97.0 percent of maximum theoretical unit weight. Compaction testing will be determined by cores. Three cores will be sampled per sublot. The average of the three cores will be used to determine compaction for the sublot.

Cores will be located by the engineer using random sampling charts in CTM 356. Cores shall be 4 or 6 inches in diameter and must be sampled within 5 calendar days of paving. The contractor will submit cores, properly labeled, to the engineer for testing. The engineer will provide core test results within 3 working days of receiving cores.

Contractor shall backfill cores with hot mix AC the same day cores are taken. Failure to backfill on the same day will subject the Contractor to liquidated damages in the amount of $500 per day per location.

PART II – Annual Street Improvements Program II-14 3/22/2023

For the percent of maximum theoretical density, the following table shall apply to deductions for average compaction of a sublot:

Reduced Payment Factors for Percent of Maximum Theoretical Density

Mix Type B and C2 Percent of Maximum Theoretical Density

Reduced Payment Factor

Mix Type B and C2 Percent of Maximum Theoretical Density

Reduced Payment Factor

92.0 0.0000 97.0 0.0000

91.9 0.0125 97.1 0.0125

91.8 0.0250 97.2 0.0250

91.7 0.0375 97.3 0.0375

91.6 0.0500 97.4 0.0500

91.5 0.0625 97.5 0.0625

91.4 0.0750 97.6 0.0750

91.3 0.0875 97.7 0.0875

91.2 0.1000 97.8 0.1000

91.1 0.1125 97.9 0.1125

91.0 0.1250 98.0 0.1250

90.9 0.1375 98.1 0.1375

90.8 0.1500 98.2 0.1500

90.7 0.1625 98.3 0.1625

90.6 0.1750 98.4 0.1750

90.5 0.1875 98.5 0.1875

90.4 0.2000 98.6 0.2000

90.3 0.2125 98.7 0.2125

90.2 0.2250 98.8 0.2250

90.1 0.2375 98.9 0.2375

90.0 0.2500 99.0 0.2500

<90.0 Remove & Replace

Remove & Replace

The CONTRACTOR shall have hand-compaction equipment immediately available for compacting all areas inaccessible to rollers. Hand-compaction shall be performed concurrently with breakdown rolling. If for any reason hand-compaction falls behind breakdown rolling, further placement of asphalt concrete shall be suspended until hand-compaction is caught up. Hand-compaction includes vibraplates and hand tampers. Hand torches shall be available for rework of areas which have cooled.

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

PART II – Annual Street Improvements Program II-15 3/22/2023

Sampling

The Engineer may sample the asphalt concrete from the truck bed, windrow, hopper for the spreading machine, or the mat at various intervals. The CONTRACTOR shall facilitate the sampling process.

Temporary Transitions

The CONTRACTOR shall construct temporary pavement transitions at all paving joints greater than 1 inch prior to allowing traffic onto the paved surface. This includes both longitudinal and transverse paving joints for both leveling and surface courses. Temporary pavement transitions shall have a slope of 20:1 or as approved by the engineer and be constructed on Kraft paper or other suitable bond breaker such that upon removal of the temporary pavement transition, a clean notch remains. The temporary transitions may be constructed of either cold mix or hot mix.

The CONTRACTOR shall construct temporary pavement transitions at all PCC facility transitions greater than 1 inch around corners from beginning of curb return to end of curb return, at PCC cross gutters, and PCC spandrels.

The CONTRACTOR shall continuously maintain the temporary pavement until final paving.

Each temporary transition shall be inspected by the CONTRACTOR and repaired as necessary to comply with these provisions at the end of each day including weekends and holidays.

Failure to comply with these provisions will result in a liquidated damage of $250 per day per transition and/or the cost of City crews making the repairs if necessary to correct for public safety.

Quality Control

The Contractor shall provide full time quality control during paving operations as outlined in the Caltrans 2010 Standard Specifications (Unrevised) for the Standard construction process.

MEASUREMENTS AND PAYMENT

The measurement and payment for asphalt concrete, complete in place, will be made at the contract unit price per ton (U.S. standard measure, 2,000 pounds) as shown in the Bid Schedule for the various types of asphalt concrete. Asphalt concrete used in other items of work, including but not limited to dig-outs, shall be included in the respective bid items.

For AC Berm, backfilling with existing material is considered incidentals.

The above contract price and payment shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals, and for doing all the work involved in constructing asphalt concrete pavement, tack coat, including leveling course, complete as detailed, and as specified in the Standard Specifications and these Special Provisions. No additional compensation will be allow.

PART II – Annual Street Improvements Program II-16 3/22/2023

II-2.12 CRACK SEAL AND DOUBLE MICRO SURFACING

WITH 36” WIDE EDGE GRINDING/MILLING:

Micro surfacing shall consist of mixing a polymer modified cationic quickset emulsion, aggregate, mineral filler, set-control additives, and water and spreading the mixture on a pavement surface where shown on the plans, in conformance with the provisions in these special provisions, and as directed by the Engineer.

MATERIAL

The material for micro surfacing shall conform to the following requirements:

Emulsion

The asphalt emulsion shall be a polymer modified cationic quickset (PMCQS-1h), shall be homogenous and shall conform to the provisions of these special provisions. The polymer shall be milled or blended into the asphalt or blended into the emulsifier solution prior to the emulsification process. Polymer solids must be a minimum of 3.0 % by weight of the emulsion’s residual asphalt. Provide a certificate of compliance certifying the amount of polymer.

The PMCQS-1h emulsion shall conform to the following requirements when tested in conformance with the following test methods:

Polymer Modified, Cationic Quickset Emulsion

Specification Designation Test Method Requirement

Viscosity SSF @ 77°F (25°C) AASHTO T 59 15-90 Seconds

Sieve, max. AASHTO T 59 0.30 Percent

Settlement, 5 days, max. ASTM D 244 5 Percent

Residue by Evaporation, min. AASHTO T59 62 Percent

Water and Additives

The water shall be potable and free of harmful soluble salts or reactive chemicals and other contaminants. If necessary for workability, a set-control agent may be used and must be included as part of the mix design and be compatible with the other components of the mix.

Mineral Filler

Mineral filler shall be Portland cement or hydrated lime that is free of lumps. The type of mineral filler shall be determined by the Contractor based on laboratory mix designs and will be considered part of the aggregate gradation.

Specification Designation for Residue

Specification Designation Test Method Requirement

Penetration @ 77°F (25°C), 100g, 5s ,0.1mm AASHTO T 51 40-90

Softening Point °F (°C) min. AASHTO T 53 135 (57)

Torsional Recovery min. California Test 332 20

PART II – Annual Street Improvements Program II-17 3/22/2023

Aggregate

The mineral aggregate used shall be of the type and grade specified for the particular use of the micro surfacing. Aggregate shall consist of sound, durable, crushed stone or crushed gravel and approved mineral filler. The material shall be free from vegetable matter and other deleterious substances. All aggregate shall be free of caked lumps and oversize particles.

The aggregate, prior to the addition of emulsion, shall conform to the requirements of this section. If aggregates are blended each component aggregate shall meet the sand equivalency and abrasion resistance and shall be 100% crushed.

The percentage composition by weight of the aggregate (including mineral filler) shall conform to the following grading requirements when tested in conformance with AASHTO T 27 and

AASHTO T 11:

Test Test…