Rosedale PHMSA Grant Pipeline Rehab

The City of Las Cruces (City) is seeking general construction services for replacement of approximately 7,600 feet of XTRU coated steel gas distribution pipeline with new MDPE pipeline and services. This includes the replacement and potential relocation of meters to meet current safety standards. The project will also include the required traffic control, restoration, and other incidental tasks to complete this replacement project.

Project Details

Reference ID: 25-26-055
Department: Utilities
Department Head: Adrienne Widmer (Director of Utilities)

Important Dates

Questions Due: 2026-04-24T20:00:00.000Z
Pre-Proposal Meeting: 2026-04-16T17:00:00.000Z — via Zoom at https://us02web.zoom.us/j/9972568333 on Zoom Meeting ID # 997 256 8333

Evaluation Criteria

Bid Item Descriptions and Detailed Scope of Work —
Bid item descriptions and detailed scope of work can be found in the attached contract and bid document listed as Exhibit "A."
SC-1 PLANS —
The plans which are made a part of the Contract Documents are described as follows:
Sheet 1-1 Title & Vicinity Map
Sheet 2-1 Coordinate Layout Sheet
Sheet 2-2 Roadway Details
Sheet 2-3 Utility Details
Sheet 3-1 Street Road Plan & Profile
Sheet 3-2 Street Utility Plan & Profile
Sheet 4-1 Street Cross Sections
Sheet 5-1 Traffic Control
Sheet 5-2 Traffic Control
Sheet 6-1 Pollution Control Details
Sheet 6-2 Pollution Control Plan
SC-2 DESCRIPTION AND SCOPE OF WORK —
These Special Conditions, together with the accompanying documents and maps listed under SC-1 and the Referenced Specifications listed in these documents, cover the requirements for the work as listed in the bid, including incidental appurtenant work.
The City reserves the right to shorten, add to, or change the list of work given below. It is intended, at this time, that the following work will be accomplished under this contract:
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
SC-3 CONTRACT TIME —
The total contract shall be completed within 60 working days. All work specified in the contract documents and construction drawings shall be completed within the contract time.
A working day is defined as any day when, in the judgment of the project manager, soil and weather conditions are such as would permit work to be performed on the project for six (6) hours or over, unless other conditions beyond the Contractor's control prevent such operations. If conditions are such as to stop work in less than six (6) hours, the day will not be counted as a working day. Saturdays, Sundays, and official holidays as established by the City of Las Cruces will not be charged as working days.
The contract time shall begin on the date noted on the "Notice to Proceed". The project manager will be the judge of the number of working days to be charged under the contract. No allowance will be made for delay or suspension of work due to fault of the Contractor.
In case of dispute the Contractor shall, within 10 calendar days of the day(s) in question, request in writing a judgment of the current working day count and the day(s) in question. The project manager shall respond with a written notice within 10 calendar days as to whether or not the day(s) in question will be counted as working days. Any objection by the Contractor to the number of working days charged shall be made in writing and shall set forth his objections and reasons therefore.
SC-4 LIQUIDATED DAMAGES —
The completion of the work covered by this contract within the time specified is essential to minimize the impact on the public. Therefore, liquidated damages in the amount of two thousand five hundred dollars ($2,500.00) per day will be withheld from payments due the Contractor for each working day necessary to complete the contract after the expiration of the specified contract time, plus any authorized time extensions. The liquidated damages are calculated using the New Mexico State Highway and Transportation Department Standard Specifications for Highway and Bridge Construction - Latest edition and supplemental specifications. If the project is unduly delayed due to lack of vigorous prosecution of the part of the Contractor, such lack shall be considered grounds for termination of the contract with the City completing the work, under the provisions of the General Conditions.
SC-5 CONTRACT PRECEDENCE —
The following order of precedence (highest to lowest) shall be followed for this project in case of conflict between the plans and specifications:
1. Contract and Bidding Documents
  1. Bid Item Descriptions
  2. Bid Lot
  3. Special Conditions
  4. Supplemental Specifications (as listed in this document)
  5. Project Plans
  6. Referenced Specifications
2. General Conditions for Construction Contracts
SC-6 WAGE RATES —
State of New Mexico Wage rates are hereby attached as part of this document the decision from the New Mexico Department of Labor and any modifications thereto noted in the contract shall apply. Whenever a difference exists between the minimum wage rates shown under Wage Rate Decision No. DA-26-1135-A from the New Mexico Department of Labor and any modification thereto noted in the contract, the higher wage rate shall govern.
SC-7 RETAINAGE AND PROMPT PAYMENT —
“Due to changes in New Mexico State Law, Specifically Laws 2001, Chapter 68, House Bill 320, as amended, otherwise formally known as the Retainage Act and now known as the Prompt Payment Act, the City will not retain any portion of pay estimates for this project. The City will pay for completed work only as determined by the Project Manager, and the following provisions are included in this contract:
1. If the Owner receives an improperly completed invoice, the Owner shall notify the contractor within seven days of receipt in what way the invoice is improperly completed and has no further duty to pay on the improperly completed invoice until it is resubmitted as complete.
2. Each phase or portion of work which is defined by a performance specification or requirement must be completed to those specifications or requirements, in accordance with the Engineer’s Quality Assurance Plan before a partial payment request can be submitted. Partial Payment for work performed and materials in place shall only be made for portions of the project completed in accordance with this contract, the plans, and specifications, tested and judged completed to specifications by the Project Manager, and accepted by the Owner.
3. All material and work covered by partial payments become the property of the Owner, but the contractor and subcontractors are not relieved from the sole responsibility for the care and protection of materials and work for which payments have been made; provided, however, the contractor and subcontractor have no duty for the care and protection of materials and work after the Owner has assumed occupancy or use of the work.
4. Upon receipt of payment from the Owner, contractor, or subcontractor as appropriate, all contractors and subcontractors shall make prompt payment (within seven days) to their subcontractors and suppliers for amounts owed for work performed on the project.
5. All payers shall abide by the penalty clauses found in Chapter 68, House Bill 320, as adopted, for late payments.
Ten days after certification of completion, any amount remaining due the contractor or subcontractor under the terms of the contract shall be paid upon the presentation of the following:
1. A properly executed release and duly certified voucher for payment.
2. A release, if required, of all claims and claims of lien against the Owner arising under and by virtue of the contract other than such claims of the contractor, if any, as may be specifically excepted by the contractor or subcontractor from the operation of the release in stated amount to be set forth in the release; and Proof of completion.
SC-8 INSURANCE REQUIREMENTS —
1. The successful contractor is required to provide within its bid submittal a copy of bidder’s current proof of insurance certificate for the project with all supporting endorsements or a letter from an authorized carrier certifying that the coverage herein below, with supporting endorsements, will be timely provided prior to contract execution.:
  1. Commercial General Liability: $1,000,000.00 per occurrence / $2,000,000.00 Aggregate
    1. Coverage must include premises and operations, products and completed operations, and personal and advertising injury.
    2. The City of Las Cruces must be named as an Additional Insured for all coverages listed above on endorsements acceptable to the City.
    3. Coverage must be primary and non-contributory.
    4. Coverage must be per project or per location.
    5. Coverage must be on an occurrence form.
    6. Subrogation must be waived.
  2. Commercial Auto Liability:
    1. $1,000,000.00 per occurrence
    2. Coverage must be for "owned, leased, hired, and non-owned autos" or "any autos."
  3. Workers Compensation and Employers Liability:
    1. Statutory limits
    2. Employers liability - $1,000,000.00 each accident, $1,000,000.00 each employee by disease, $1,000,000.00 policy limit
    3. Subrogation must be waived.
  4. Builders Risk: The coverage limit must accurately reflect the total completed value of the structure excluding land costs.
  5. Notification: The certificate must state that coverage afforded under the policies will not be canceled or allowed to expire until at least 30 days prior written notice has been given to the City.
  6. Coverage must remain in force for the duration of the project.
Endorsements for additional insured coverage and waivers of subrogation must be provided as a condition of this Agreement and shall be noted on the certificate.
SC-9 UNFORESEEN OR ANTICIPATED ADDITIONAL WORK —
As per the provisions incorporated within Section BID-11 of the City’s General Conditions for Construction Contracts 2004 Edition, the scope of work for this project shall be as provided within the contract documents and plans, plus, unforeseen or anticipated additional work incorporating the same specifications that may be identified by the City during the contract period. The successful contractor may extend the awarded unit prices to other such additional work which may be incorporated into and considered within the project scope as change order. The total amount of all change orders issued under the terms of the contract shall not exceed 50% of the initial contract amount.
SC-10 MATERIALS TESTING —
The City of Las Cruces shall pay for all testing of materials for acceptance. The Contractor will be responsible for the payment for all quality assurance and quality control testing as indicated in the contract. The number, type, and location of tests shall be determined by the Engineer. The Engineer may supplement tests by the approved testing laboratory with his own test for checking of compliance, in which case the Contractor shall furnish a laborer, if required, for assistance.
Welds: The Contractor will provide and pay for the cost of an x-ray testing lab for inspection of the welding on the steel gas line. One hundred percent (100%) of the welds will be x-rayed on high pressure steel gas lines.
Retests: Any required retesting due to failed tests shall be at the expense of the Contractor. These costs will be deducted by the City of Las Cruces, from invoices submitted by the contractor for work completed under this contract.
SC-11 CONCRETE MIX DESIGN —
The contractor shall submit a copy of an approved concrete mix design to be used on City projects. The approved copy of the mix design can be obtained from a concrete supplier. The concrete supplier should have in his file a copy of a City approved mix design to be used on City projects.
The submitted mix design must be an original (no photocopies) and embossed with the seal of and signed by, the New Mexico Professional Engineer certifying the mix design.
The pre-approved copy of the mix design will be cross checked against the copy that the supplier previously submitted, to ensure that they match and it is the current approved mix design.
No concrete shall be placed on this project until the Project Manager has approved the concrete mix design.

SC-12 HMAC SPECIFICATION —

The following Section 326 Hot Mix Asphaltic Concrete specification shall replace sections 120.20 through 120.22, section 325 and section 340 of the City of Las Cruces Standard Specifications for Road Construction, 2000 Edition.

SECTION 326 Revised 7-27-12
HOT MIX ASPHALTIC CONCRETE

326.00 GENERAL

This section outlines the requirements for the production of plant mixed hot mix asphalt concrete (HMAC) and placement of one (1) or more layers of hot mix asphalt concrete surface course materials on a prepared base or bituminous surface. Work will consist of the production and placement of HMAC and includes Contractor Quality Control Testing.

HMAC shall be composed of a mixture of bituminous material, aggregate, blending sand, mineral filler, hydrated lime, or liquid anti-strip if required. The aggregate fractions shall be sized and uniformly graded and combined in such proportions as directed by the City.

The type of HMAC and grade of asphalt shall be specified in the contract.

326.05 MATERIALS

All materials shall be tested in accordance with the applicable AASHTO methods or other test procedures designated in the contract. Material that is improperly graded or segregated, or fails to meet the requirements herein, shall be corrected or removed and disposed of immediately as directed by the City Project Manager, at the Contractor’s expense.

326.10 AGGREGATES

COMPOSITION - Aggregate shall consist of quarried stone, crushed gravel, and filler conforming to the requirements specified herein.
CLASSIFICATION - The portion of these materials retained on the No. 4 screen (separating screen) shall be known as coarse aggregates; the portion passing the No. 4 screen shall be known as fine aggregates.

TESTING - Asphalt concrete aggregate surface course materials will be tested with AASHTO or ASTM methods herein provided (Table 326.10) and such other test methods as may be required by the City of Las Cruces.

TABLE 326.10

ASPHALT CONCRETE AGGREGATE
Sieve Analysis of Fine and Coarse Aggregate	AASHTO T-27 (ASTM C-136)
Mechanical Analysis of Extracted Aggregate	AASHTO T-30
Amount of Material Finer than No. 200 Sieve	AASHTO T-11 (ASTM C-117)
Liquid Limit	AASHTO T-89 (ASTM D4319)
Plastic Limit and Plasticity Index	AASHTO T-90 (ASTM D4318)
Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine	AASHTO T-96 (ASTM C-131)
Sampling Bituminous Paving Mixtures	AASHTO T-168 (ASTM D-979)
Sampling of Aggregates for Paving Mixtures	AASHTO T-2 (ASTM D-75)
Soundness of Aggregate by Use of Magnesium Sulfate	AASHTO T-104 (ASTM C-88)
Standard Specification for Coarse Aggregate for Bituminous Paving Mixtures *(See Fractured Faces notes below)	ASTM D-692
Determining the Percentage of Fractured Particles in Course Aggregate	ASTM D-5821-01
Quantitative Extraction of Bitumen from Bituminous Paving Mixtures	AASHTO T-164 (ASTM D-2172)
Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens	AASHTO T-166 (ASTM D-2726)
Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus. Stability (lbs.) Flow	AASHTO T-245 (ASTM D-1559)
Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures	AASHTO T-209 (ASTM D-2041)
Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures	AASHTO T-269 (ASTM D-3203)

FRACTURED FACES - Not less than seventy‑five percent (75%) by weight of the individual pieces of material retained on the No. 4 screen shall have two new fractured faces. Fractured faces shall be determined in accordance with ASTM D-5821-01.
ELONGATION - The aggregate shall not contain more than eight percent (8%) by weight of flat or elongated pieces. A flat particle is one having a ratio of length to thickness greater than five (5). An elongated particle is one having a ratio of length to width greater than five (5).
SAND EQUIVALENT - The combined aggregate shall have a minimum sand equivalent of 45.

AGGREGATE GRADING - The gradations listed in Table 326.15 shall be used for production of asphalt concrete surface course materials as indicated on the plans, specifications or as directed by the City of Las Cruces. The following gradations represent the extreme limits which shall determine suitability of aggregate for use from all sources of supply. The aggregate as finally selected for use in the work shall have a gradation within the limits designated in Table 326.15, close to the center of the band, and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve or vice versa, but shall be uniformly graded from coarse to fine.

TABLE 326.15

ASPHALT CONCRETE AGGREGATE GRADATIONS PERCENT PASSING
Sieve Size	A	B	C
1"	100
3/4"	80-98	100
1/2"	65-85	80-98	100
3/8"	55-75	70-90	70-98
No. 4	40-55	50-65	45-70
No. 10	30-40	32-45	30-50
No. 40	10-20	10-22	15-25
No. 200	3-7	3-8	4-8

FINE AGGREGATE – Fine Aggregate shall consist of crushed material passing the separating screen. Material passing the No. 40 sieve shall be non‑plastic.
COARSE AGGREGATE - Coarse aggregate shall consist of clean, sound durable material free from adherent coatings of clay, dirt, dust or other objectionable matter, or from an excess soft or disintegrated pieces, and shall have a percentage of wear not to exceed 40 after 500 revolutions, as determined by ASTM Standard C-131. The aggregate shall be sampled and tested for clay lumps and friable particles in compliance with ASTM D-75 and ASTM C-142 respectively. No more than 2% by weight of such contaminant will be permitted.
Blending sand is a filler material, other than Hydrated Lime, Portland cement or flyash which consists of the natural fines from the scalping process, concrete sand, or sandy material or combination of any or all of these that is graded in such a manner that it satisfies the mix requirements. The need for and actual percentage of blending sand will be determined based on design mix criteria tests developed from the samples taken from the Contractor’s stockpiles during construction. A maximum of twenty percent (20%) blending sand will be allowed.
MINERAL FILLER - If mineral filler is used, it shall conform to AASHTO M17.

326.11 ADDITIVES

Hydrated Lime. Hydrated lime when needed shall conform with the requirements of ASTM Designation C 207, Type N, and shall be furnished in the amounts shown on the plans or established by the Mix Design.
Non‑strip Additive. Commercial non‑strip additive may be used when indicated in the Job‑Mix Formula.

326.20 PRODUCTION

When producing aggregates for asphalt concrete, natural fines shall be removed by screening and stockpiled separately. The Contractor shall use as a minimum, the U.S. No 4 sieve for this screening operation. The Contractor may use a larger screen if needed to properly control the crushing and screening operation. The aggregate retained on the scalping screen shall then be crushed, separated, and stockpiled as specified herein. Crushing operations shall be regulated in a manner that produces material within the specified gradation band.
When producing aggregates for HMAC the crushed material shall be separated into at least two (2) stockpiles of fine and coarse aggregate.
The coarse aggregate shall have not more than four percent (4%) passing the U.S. No. 10 Sieve. In the case of a wet pit, when screening becomes difficult, the Project Manager may authorize the coarse aggregate passing the U.S. No. 10 sieve to be increased to ten percent (10%). The fine aggregate shall have no more than five percent (5%) retained on the separating screen. The separating screen shall be that screen where separation between coarse and fine aggregate occurs depending on the material.
Stockpiles shall be constructed upon prepared sites and when completed shall be neat and regular in shape and so constructed to prevent segregation of the aggregate. The different size aggregates shall be kept separated until they have been delivered to the cold feed system feeding drier.

326.21 COMBINING

When the crushed materials form the stockpiles are combined, the product of such combination shall meet the gradation requirements. In order to meet the specified mix design criteria, blending sand may be added up to a maximum of twenty percent (20%). The actual percentage will be determined based on tests performed by the mix designer. The Contractor shall furnish blending sand from whatever source necessary to meet mix design gradation requirements. The City reserves the right to disapprove any source of blending sand. The blending sand shall be approved based on the mix design approved by the City. Controlled feeders from each stockpile shall be used to blend the materials.

326.22 ACCEPTANCE OF AGGREGATE

The Liquid Limit, Plastic Index, Sand Equivalent and Fractured Face Count of the HMAC aggregate will be determined from representative samples taken after the aggregate materials have been blended and prior to mixing with bituminous material. The test results from these samples will be the basis for acceptance of such aggregate. The City Project Manager may sample and test the aggregate at any time during production or stockpiling.

326.25 BITUMINOUS MATERIALS

TYPE AND GRADE –Bituminous materials shall be of the type and grade of bituminous material specified in the Contract Document. The bituminous material shall be Performance-graded asphalt binder and shall meet the requirements of AASHTO Standard MP 1, Specification for Performance Graded Asphalt Binder.
A performance –graded asphalt binder with a high-end or low-end temperature grade in excess of that called for in the plans and specifications may be substituted for the specified performance –graded asphalt binder at no additional cost to the city.
Sampling and Testing Bituminous Materials. Samples of bituminous materials shall be supplied by the contractor. Tests considered necessary by the Engineer or Project Manager to determine conformance with specification after the receipt of refinery certificates will be performed by an approved testing laboratory. Materials shall be approved by the Engineer or Project Manager prior to use in the work. Additional samples of bituminous materials shall be furnished during construction, as required by the Engineer or Project Manager. Unless otherwise directed by the Engineer, ASTM Standard D 140 shall be used for sampling bituminous materials.

Refinery certificates shall be furnished with each shipment of bituminous material and each shipment shall be identified by seal numbers assigned at the refinery.

326.30 JOB‑MIX FORMULA

The job‑mix formula, with the allowable tolerances, shall be within the master range specified for the specified type of asphalt concrete. The job‑mix formula for each mixture shall be in effect until modified in writing by the Engineer. The job‑mix formula for each mixture shall establish a single percentage of aggregate passing each required sieve size, a single percentage of bituminous material to be added to the aggregate. The minimum acceptable retained strength during design when the mix is tested in accordance with AASHTO T-165 shall be +85% at 7% ± 1% air voids. The percent Air Voids, Voids in Mineral Aggregate and other properties of the asphalt mix design shall be designed in accordance with the Asphalt Institute MS-2 Manual recommendations. The job mix formula must provide air voids at ±0.5% of the midpoint of the required Air Voids. After the job‑mix formula is established, all mixtures for the project shall conform thereto within the following ranges of tolerances:

Passing No. 4 and larger sieves	± 7 percent
Passing No. 10 and No. 40 sieves	± 4 percent
Passing No. 200 sieve	± 2 percent
Asphalt Content (Extraction method ASTM D 2172)	± 0.3 percent
Mixing Temperature	± 25° F
Placing Temperature (ASTM D 2172)	± 15° F
Hydrated Lime (when required)	± 0.3 percent
Stability (Marshall 75 Blows)	1800 lbs. plus
Flow (Marshall)	16 or lower
Sand Equivalent	45 Min.
Percent Air Voids	3 ‑ 6 (Collectors/Arterials)
Percent Air Voids	2 - 4 (Residential streets)
Voids in Mineral Aggregate	MS-2 Recommendations
Immersion ‑ Compression (AASHTO T165)	85%

Should a change in source of materials be made, a new job‑mix formula shall be established before the new material is used. When unsatisfactory results are obtained, or the supplier cannot remain within the job‑mix formula band as determined by the job‑mix formula, the City of Las Cruces may require the supplier to cease operation until such corrective action is taken to remain within the job‑mix formula band. The supplier shall furnish printed tickets with each load showing the weight of aggregates and weight of asphaltic material. The supplier shall furnish a current certification showing that the plant scales have been checked for accuracy when requested by the Engineer or Project Manager. In the event a change is made to the job mix formula, a revised original mix design must be submitted to the Project Manager or Engineer for acceptance.

326.31 ANNUAL MIX DESIGN

The Contractor shall submit an asphalt mix design to the project manager for approval. No asphalt shall be placed on any project until the Project Manager has approved the asphalt mix design.

The submitted mix design must be original (no photocopies) and embossed with the seal of, and signed by, the Professional Engineer certifying the mix design. The mix design shall be done in accordance with the recommendations of the latest Asphalt Institute MS-2 Manual. The submitted mix design shall include sufficient information to determine the suitability of the proposed mix design.

The mix design proposal shall contain, as a minimum, the following:

The name and address of the testing organization and the person responsible for the testing.
The specific location(s) of the source(s) of aggregate and blending sand.
The supplier, refinery and type of asphalt cement and the source and type of mineral filler and the percentage of each to be used.
The mineral aggregate gradation in each stockpile.
The proposed mix design gradation.
The results of all testing, determinations, etc. such as: specific gravity of each component, water absorption, sand equivalent , loss on abrasion (LA Wear), soundness loss, fractured faces, flat & elongated pieces, immersion compression results, Marshall Stability and flow, asphalt absorption, percent air voids, voids in mineral aggregate, and bulk density.

A mix design shall be valid for a period of one year from its original approval by the City.

If the Supplier has an existing City of Las Cruces approved mix design on file, the Contractor shall submit the mix design for verification.

326.32 QUALITY ASSURANCE OF STOCKPILED MATERIALS

Before mix is approved to be delivered to a project, the Contractor shall submit Quality Assurance/Quality Control test results of aggregate produced during the current approval period of the mix design.

326.35 MIXING

The bituminous mixture shall be produced in an approved plant as hereinbefore specified.

Preparation of Mineral Aggregates. Aggregates shall be divided in the hot bins to at least three (3) sizes. No individual aggregate size shall constitute more than three‑fourths (3/4) of the total aggregate proportioned to the drier. The aggregate furnished shall be stockpiled in separate piles on sites prepared and maintained in such a manner as to prevent the mixing of deleterious substances with the aggregate. The stockpiles shall be separated by means of adequate bulkheads to prevent the intermingling of the various aggregates or shall be separated so that a clear space of not less than twelve feet (12') can be maintained between the outer limits of adjacent piles. The stockpiles shall be constructed in successive horizontal layers to avoid segregations. Aggregates shall be taken from the stockpiles for delivery to the cold bins in such a manner that a reasonably uniform gradation is delivered to the plant. Stockpiles which show evidence of severe segregation shall be manipulated by special methods and/or equipment as necessary to overcome the effect of such segregation.
Preparation of Bituminous Mixtures.
Asphalt Mixture. The aggregates, prepared as specified hereinbefore, and dry mineral filler shall be accurately weighed or measured and conveyed into the mixer in the proportionate amounts of each aggregate size required to meet the job‑mix formula. The required amount of asphalt for each batch, or calibrated amount for continuous mixing, shall be introduced into the mixer. In batch mixing, after the aggregates and mineral filler have been introduced into the mixer and mixed for not less than fifteen (15) seconds, the bituminous material shall be added, and mixing continued for a period of not less than twenty (20) seconds and as much longer as may be required to obtain a homogeneous mixture. When a continuous mixer is employed, the mixing time shall be not less than thirty‑five (35) seconds and as much longer as may be required to obtain a homogeneous mixture. The additional mixing time, when required, shall be determined by the Plant Operator. In no case shall the aggregate be introduced into the mixture at a temperature more than forty‑five (45) degrees F above the temperature of the asphalt. The temperature of the bituminous material at the time of mixing shall not exceed three hundred, twenty‑five (325) degrees F. The temperature of the aggregate and mineral filler in the mixer shall not exceed three hundred fifty (350) degrees F when the asphalt is added. The temperatures of both the aggregates and asphalt at the time of mixing shall be as determined by the Engineer or Project Manager. When the mixture is prepared in a twin‑pugmill mixer, the volume of the aggregates, mineral filler, and bituminous material shall not be so great as to extend above the tips of the mixer blades when the blades are in a vertical position. All over‑heated and carbonized mixtures, or mixtures which foam or show indication of moisture, will be rejected by the Engineer. When moisture is detected in the finished mixture, all aggregates in the bin shall be removed and placed in their respective stockpiles

326.40 TRANSPORTATION OF BITUMINOUS MIXTURES

Transportation of bituminous mixtures from the paving plant to the site shall be in trucks having tight, clean, smooth beds which have been oiled with a minimum amount of approved thin oil to prevent adhesion of the mixture to the truck bodies. Each load shall be covered with canvas or other suitable material of ample size to protect it from the weather and to prevent the loss of heat. Deliveries shall be made so that spreading and rolling of all the mixture prepared for a day's run can be completed during daylight. The mixture shall be delivered to the area to be paved in such manner that the temperature at the time of dumping into the spreader shall be between two hundred seventy (270) and a maximum of +25 degrees above the mix design temperature. Mix delivered at any temperature less than two hundred seventy degrees F. will be rejected on site. Any loads wet excessively by rain will be rejected by the Engineer or Project Manager. Hauling over freshly laid material will not be permitted.
The contractor shall provide a small hole (approximately 3/8" diameter) near the center on the left (drivers) side of all haul truck beds. The holes will be provided for ease in measuring the temperature of the materials when delivered to project sites.

326.41 INSPECTION OF PLANT AND EQUIPMENT

The Project Manager and his Inspector shall have access at all times to all parts of the paving plant for checking the adequacy of the equipment in use, inspecting the operation of the plant, verification of weights, proportions, and character of materials, as well as checking temperature control being maintained in the preparation of the asphalt materials.

326.45 TYPE OF HMAC AND GRADING OF ASPHALT CEMENT

The Type of HMAC material shall be designated in the contract and plans. For general purposes the following types of materials and grading of asphalt cement shall be used for application to various roadway types (Locations) unless otherwise specified on the plans or by the Engineer.

LOCATION	ASPHALT CEMENT TYPE	AGGREGATE GRADING
PAVING OF RESIDENTIAL STREETS	PERFORMANCE-GRADED ASPHALT BINDER PG 64 – 22	TYPE B OR TYPE C
PAVING OF COLLECTOR STREETS	PERFORMANCE-GRADED ASPHALT BINDER PG 64 - 22	TYPE B
PAVING OF ARTERIAL STREETS	PERFORMANCE-GRADED ASPHALT BINDER PG 64 - 22	TYPE A OR TYPE B

326.50 PLACEMENT EQUIPMENT

Equipment, tools, and machines used in the performance of the work covered by this section of the specifications shall be subject to the approval of the Engineer or Project Manager and shall be maintained in a satisfactory working condition at all times. All equipment proposed to be used for work under this section shall be of sufficient size and in such mechanical condition to be capable of completing the work and producing a good quality pavement.

Bituminous Pavers
1. Bituminous Pavers must have the following capabilities:
  1. Self‑propelled
  2. Distributing screws/augers to all points of the screed area
  3. Adjustable (for crowns and width), vibratory and heatable screed
  4. Automatic leveling/grade control devices
  5. Receiving hopper of sufficient capacity for uniform operation
  6. Variable speed
  7. Spread hot bituminous mixtures without tearing, shoving, or gouging.
  8. Be capable of paving no less than 8’ in width.
2. Bituminous pavers shall be designed such that no part of the truck weight will be supported by the paver.
Rollers
1. Rollers shall utilize the following capabilities:
  1. Shall be of the steel wheel and/or pneumatic‑tire type.
  2. Capable of reversing without backlash.
  3. Shall be operated at speeds slow enough to avoid displacement of the bituminous mixture.
  4. Shall be static type (vibratory may be used if approved by the Engineer).
  5. Shall have smooth surfaced drum(s) and/or properly inflated tires.
2. The use of equipment which results in excessive crushing of the aggregate will not be permitted.
Power Blowers and Power Brooms
Blowers and brooms shall be of the power type and shall be suitable for cleaning the surface to be paved and must be vacuum-equipped such that dust is not excessively produced.

326.51 WEATHER LIMITATIONS

Asphalt concrete shall not be placed on any wet surface; when the surface temperature is below fifty (50) degrees F; when the chill factor is below forty-five (45) degrees F (chill factor is defined as the ambient temperature in degrees F minus the wind velocity in MPH); or when weather conditions otherwise prevent the proper handling or finishing of the bituminous mixtures. The wind velocity shall be the velocity in MPH determined by the average of the maximum and minimum wind velocity observed in any three (3) minute period immediately prior to or concurrent with ongoing HMA placement operations taken at five feet (5') above the surface of the road.

326.55 PLACING

Prior to transporting the surface course mix to the jobsite, a sand equivalent sample will be taken from the hot plant/pugmill by the City testing lab. The sand equivalent shall be no less than forty-five (45). Prior to laying the surface course, the underlying course shall be cleaned of all foreign or objectionable matter with vacuum-equipped power brooms, or hand brooms. The surface course shall be placed on a prepared base or bituminous surface with an approved prime coat or tack coat conforming to Sections 300 and 305 of these Standard Specifications, or as indicated on the plans and as directed by the Engineer or Project Manager. During the application of prime and tack coats, care shall be taken to prevent splattering on adjacent pavement, curb and gutter, and structures. Any material inadvertently splattered shall be promptly removed by suitable means.

The minimum thickness of the compacted surface course shall be two inches (2") unless otherwise specified on the plans or specifications. The contractor shall be responsible for monitoring the thickness of the pavement and ensure the material placed is evenly spread on the roadway to a depth that after rolling will be of the specified cross section and grade specified.

Material application shall cease if the wind velocity exceeds twenty-five (25) MPH. The wind velocity shall be the velocity in miles per hour determined by the Projects Inspector by averaging the maximum and minimum wind velocity observed in any three (3) minute period prior to or concurrent to ongoing operations. The wind velocity shall be measured three feet above the roadway surface.

326.56 TEST SECTION

Prior to full production, the Contractor shall prepare and place a quantity of HMAC according to the job mix formula. The amount of mixture should be sufficient to construct a test section 500 feet long by 12 feet wide. Quality control testing shall be performed by the Contractor and City to verify that the mix meets the requirements of the specifications. Full production will not commence until the test results are in compliance as specified by the Project Manager. Additional test sections will be performed until the desired results are obtained. The test sections can remain on the project as determined by the Project Manager.

326.60 CONTRACTOR QUALITY CONTROL FOR MATERIALS

The Contractor is responsible for the quality of materials and construction. The City reserves the right to obtain samples of any portion of any material at any point of the operation for the City’s use. The Contractor shall implement a quality control and operations plan that shall effectively monitor the operations and provide the City with timely notice of conditions adverse to the continuous and uniform production of an acceptable product. At the preconstruction conference, the Contractor shall submit the name of the Quality Control Representative to the Project Manager. The Contractor shall, at that time, submit a quality control and operation plan, including the procedures to be followed in developing, applying, and updating the quality control charts, to the Project Manager for approval. This plan shall follow the requirements outlined by the City. The Contractor shall sample the stockpiled aggregate at a point agreed to by the Project Manager and the mixed material behind the laydown machine and shall conduct testing on those samples in accordance with applicable test procedures. Qualified testing personnel using equipment furnished by the Contractor that meets all applicable ASTM and AASHTO requirements shall accomplish this sampling and testing. The Contractor shall establish a laboratory on the project separate and distinct from the City’s Laboratory and quality assurance facilities. The Contractor shall submit verification that all of the Contractor’s equipment meets the applicable standards. Equipment that does not meet the applicable standards shall be removed from the project. Testing for quality control shall be performed under the direct supervision the Project Manager or his designee. The certification will be based on demonstration of abilities for test methods and procedures, and a written test.

AASHTO T 2 Sampling Aggregates
AASHTO T 11 Materials Finer than 75 µm (No. 200) Sieve in Mineral Aggregates by Washing
AASHTO T 27 Sieve Analysis of Fine and Coarse Aggregates
AASHTO T 30 Mechanical Analysis of Extracted Aggregate
AASHTO T 40 Sampling Bituminous Materials
AASHTO T 85 Specific Gravity and Absorption of Coarse Aggregate
AASHTO T 87 Dry Preparation of Disturbed Soil and Soil Aggregate
AASHTO T 89 Determining the Liquid Limit of Soils;
AASHTO T 90 Determining the Plastic Limit and Plasticity Index of Soils
AASHTO T 146 Wet Preparation of Disturbed Soil Samples for Test
AASHTO T 164 Quantitative Extraction of Bitumen from Bituminous Paving Mixtures
AASHTO T 166 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens
AASHTO T 168 Sampling Bituminous Paving Mixtures
AASHTO T 176 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test
AASHTO T 182 Coating and Stripping of Bituminous-Aggregate Mixtures
AASHTO T 209 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures
AASHTO T 218 Sampling Hydrated Lime
AASHTO T 248 Reducing Field Samples of Aggregate to Testing Size
AASHTO T 255 Total Moisture Content of Aggregate by Drying
AASHTO T 269 Percent Air Voids in Compacted Dense and Open Bituminous Mixtures
AASHTO T 304 Un-compacted Void Content of Fine Aggregate
ASTM D 2950 Density of Bituminous Concrete in Place by Nuclear Methods
ASTM D 4791 Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

Using these test procedures, the Contractor’s Quality Control Testing shall consist of the following as a minimum:

Stockpile Testing. The Contractor shall perform gradation tests, sand equivalent tests, fine aggregate angularity tests, liquid limit determinations, plastic limit determinations, flat-elongated particle determinations, and fractured faces determinations on each fraction of aggregate stockpiled at the hot mix plant. The Project Manager shall approve the location for the sampling of stockpiled aggregate. Each fraction of material shall be samples and tested at the rate of at least one test per 250 tons of material produced for the first 2000 tons of production and at least one test per 500 tons of material produced after that time.
Asphalt Binder Content and Aggregate Gradation. The Contractor shall sample the HMAC mixture from behind the paver and shall determine the asphalt content, for information purposes only, and the aggregate gradation of the sample that is prepared for testing per AASHTO T 308. Additionally, each oven used to perform AASHTO T 308 shall be individually calibrated before its actual use. If any Quality Control or Quality Analysis oven has not been properly calibrated per this procedure before actual production of any job mix formula, the Project Manager shall cease all paving operations until such a calibration of all ovens has been completed at no additional cost to the City for any incurred Contractor delays. The material shall be sampled and tested at the rate of at least one test per 250 tons of material produced with at least two tests per day’s production.
Quality Control Test Submittals. By noon of the workday after the material has been produced or placed, the Contractor shall deliver to the Project Manager or his designee a copy of all test results that were run that day. The Contractor’s Quality Control Representative shall also certify that the test results obtained are a true and accurate representation of the material sampled.

The Contractor on the project shall control the aggregate gradations during production of HMAC such that the maximum variation from the approved job mix formula, using a moving average of three tests, shall comply with the established tolerances of Table 326.60.

TABLE 326.60
AGGREGATE VARIATION ALLOWANCE

Sieve Size	Percent Tolerance
Nominal Maximum Sieve, (3/8 in.), and (# 4)	± 7
(No. 10) and No. 40	± 4.0
(No. 200)	± 2.0

Note: The “Nominal Maximum Sieve” is defined as the sieve size that is one sieve size above the first sieve that has a minimum of 10 percent retained.

If the Contractor’s production testing indicates that this requirement is not being met, the Contractor shall take corrective action to ensure that the requirement is complied with.

326.65 CITY QUALITY ASSURANCE TESTING FOR HMAC MIX

Acceptance will be based on tests made from representative samples taken after the HMAC has been placed on the roadbed and prior to compacting. After the mix design has been issued, the Contractor shall control the mixture production on the project such that the job mix tolerances of Section 326.30 are met.

A battery of tests shall be performed on the HMAC material at a rate of one per 250 tons of mix or a minimum of one battery of test per site or a minimum of two per day.

A battery of tests shall consist of Asphalt Extraction, Gradation of Aggregates, Marshal Stability, Marshal Flow, Percent Air Voids in Compacted Mix, Theoretical Maximum Unit Weight of HMAC Mixture, and Fractured Face Count.

A minimum of one cold feed gradation and Sand Equivalent determination shall be performed per days run.

326.66 ASPHALT FAILURE RESOLUTION PROCEDURES

If the test results for the job mix formula requirements indicate that the material fails to meet the specification tolerances for a period of one day or one lot, the Contractor shall initiate corrective action. A field notice will be issued by the Project Manager with the results of the tests. If the material continues to fail to meet the specification for a total of two consecutive days or a maximum total production of 600 tons of hot mix asphalt, the production will be halted by issuance of a field notice by the Project manager.

The test results shall be used by the Contractor to determine the cause or factors that may be a contribution to the problem and to determine a solution. The Contractor shall propose a plan to solve the problem. Approval of the plan must be obtained from the Project Manager before resumption of paving operations. Upon approval of the proposed plan, the Contractor may resume operations to determine if the actions taken have corrected the problem. The Contractor shall limit production to 300 tons during a trial run period in which the asphalt will be tested in 100 ton increments. If the testing indicates that the problem has been corrected, the Contractor may resume full operations. If the problem has not been corrected, further trial runs and testing as described herein will be required. The Contractor will be responsible for providing the testing during the trial run period.

If all procedures listed above have been exhausted and problems continue to occur and/or are not remedied in the manner or time agreed upon;

For Contract Work – The Contractor will be put on intent to terminate the contract. If the Contractor does not remedy all the problems identified in the notice of intent to terminate within the time period stated in the notice, the City shall pursue termination of the contract in compliance with the applicable surety guidelines.
For Subdivision Work – The Contractor will be required to stop work and schedule a meeting with the Public Works Director to deliberate cancellation of the construction permit.

326.70 COMPACTION OF MIXTURE

Compaction shall be effected by the rubber‑tired rollers and tandem rollers (steel wheel) specified hereinbefore. Rolling of the mixture shall begin as soon after placing as the mixture will bear the roller without undue displacement. Delays in rolling freshly spread mixture will not be tolerated. Alternate trips of the roller shall be of slightly different lengths. The initial longitudinal rolling shall be effected by the use of tandem rollers. Incidental to any paving the contractor shall provide a rolling pattern to the Project Manager prior to the beginning of work.

Rollers shall move at a slow, not to exceed three (3) MPH (264 Ft/min.), uniform speed, with the drive roll or wheels nearest the paver. The speed of the paving machine shall be coordinated with the production of the plant to achieve a continuous operation. Sufficient hauling equipment shall be available to insure continuous operation. The number and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. The surface course shall be compacted to a minimum of 93% and a maximum of 96% of theoretical maximum density as determined by AASHTO T 209. No leakage from any roller shall be allowed to come in contact with the pavement being constructed nor shall any roller be permitted to stand motionless on any portion of the work before it has been properly compacted. Steel roller wheels shall be treated with water and detergent to prevent the adherence of the asphalt concrete, also water and detergent may be used on pneumatic-tired rollers but the quantity used must not be such as to be detrimental to the surface being rolled.

Final rolling of the top or finish course shall be accomplished with a steel wheel roller, removing all surface imperfections, including indentures made by pneumatic-tired rollers. Rolling of the surface shall be continued until all roller marks are eliminated and an acceptable density is achieved.

In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand operated mechanical tampers. Any mixture that becomes mixed with foreign material or in any way is defective shall be removed, replaced with fresh mixture, and compacted to the density of the surrounding pavement.

326.75 CONTRACTOR QUALITY CONTROL FOR COMPACTION

The Contractor, at their own expense, shall monitor the compaction process by determining the density of the HMAC with a portable nuclear density device in conformity with ASTM D 2950.

Calibration of the portable nuclear device used by the Contractor shall be established from cut pavement samples (6” dia. cores). The density readings of the cut pavement samples shall be determined by the Contractor in accordance with AASHTO T 166 (weight, volume method) and the density readings of the pavement shall be determined by the portable nuclear density test device in conformity with ASTM D 2950 and shall be correlated by the Contractor. A minimum of three cut pavement samples shall be used to determine the correction factor to be applied to the nuclear density readings to match the unit weight of the cut pavement samples. The Contractor shall conduct density testing at the minimum rate of one per 250 tons and shall furnish results to the project manager within one business day.

If the project has more than one lift of HMAC, the Contractor shall determine a new correction factor for that lift.

It is intended that quality control density testing be done while the bituminous mixture is hot enough to permit further compaction if necessary. Rolling for any compactive effort will not be allowed beyond the point at which it becomes ineffective or damage begins to occur. Additionally, use of vibratory mode will not be permitted when the temperature of the mix is below 200ºF.

326.80 CITY QUALITY ASSURANCE TESTING FOR COMPACTION

The HMAC shall be divided into acceptance sections or lots of 750 tons or one day’s production, whichever is less, for the purpose of defining areas represented by each series of acceptance tests. The City shall use a stratified random sampling plan to enhance the quality of acceptance sampling and testing. The density of each acceptance section or lot shall be evaluated by a minimum of three cut pavement samples (6” dia. cores) taken in conformity with AASHTO T 166 at randomly selected sites within the test section. The cut pavement samples shall be taken and prepared by the Contractor for testing. The City acceptance lab shall do the testing. The Contractor shall core each lift of the HMAC full depth in accordance with applicable AASHTO and City procedures. All questions arising from the sampling operation, including diameter of core samples shall be decided by the Project Manager. The Contractor shall identify each core sample with a location marking and deliver all core samples to the test site within the time specified by the Project Manager. The mean density obtained for all tests in each acceptance section or lot shall be at least 93% of the theoretical maximum density as determined from AASHTO T 209. In addition, each individual test value obtained within an acceptance section or lot shall be at least 91.00% of the theoretical maximum density and shall not exceed 98.00% of the theoretical maximum density. In the event an individual test result falls below 91.00% or exceeds 98.00% of the theoretical maximum density, the Contract Administrator shall determine the disposition of the material represented by the test.

326.86 PRICE ADJUSTMENT FOR DENSITY (CONTRACTED PROJECTS)

The payment of the unit price will be adjusted for density as outlined in Table 326.86. The adjustment shall be applied on a lot by lot basis for each lift. The adjustment will be based on the average of all density tests for the lot. The price adjustment will be applied only to the pay item for HMAC.

TABLE 326.86

PERCENT OF MAXIMUM THEORETICAL DENSITY	PERCENT OF CONTRACT PRICE TO BE PAID
Above 98	*
97.00-98.00	90%
96.00-96.99	95%
95.00-95.99	100%
94.00-94.99	102%
93.00-93.99	100%
92.00-92.99	95%
91.00-91.99	90%
Less than 91.00	*

*This lot shall be removed and replaced. In lieu thereof, the contractor and the Public Works Director may agree in writing that it is in the best interest of the City that the lot not be removed but instead be paid for at 50% of the contract price.

If the pavement is constructed in conjunction with any other development such as part of a private development (Subdivision), failing densities shall be remedied as directed by the Director of Public Works.

326.87 JOINTS

General. All joints shall present the same texture, density, and smoothness as other sections of the course. Care shall be exercised in connection with the construction of joints to insure that the surface of the pavement is true to grade and cross section. All joints shall be completely bonded. The joints between old and new pavements or between successive days' work shall be carefully made in such manner as to insure a continuous bond between old and new sections of the course. All contact surfaces of previously constructed pavements shall be painted with a thin uniform coat of hot bituminous material just before the fresh mixture is placed.
All joints shall be properly "set up" with the back of the rake at a proper height and level to receive the maximum compression under the rolling. Work of setting up the joints shall be done by competent workmen who are capable of making a correct, clean, and neat joint. Care should be taken to ensure that joints are not placed along the wheel path. All joints shall be constructed within the smoothness requirements stated herein. To avoid segregation, any excess aggregate remaining on or near the joint area, after it is set up, shall be removed from the pavement surface, and must not be broadcast across the new pavement mat.
Transverse. The roller shall pass over the unprotected end of the freshly laid mixture only when the laying of the course is to be discontinued or when delivery of mixture is interrupted to the extent that the unrolled material may become cold. In all cases, the edge of the previously laid course shall be cut back to expose an even vertical surface for the full thickness of the course.
Longitudinal. When the edges of the longitudinal joints are irregular, honeycombed, or poorly compacted, all unsatisfactory sections of joint shall be cut back to expose an even, vertical surface for the full thickness of the course prior to constructing the adjacent pavement. Joints should be kept to the smallest possible number and be located away from the wheel path.

326.90 SMOOTHNESS

The finished surfaces of the pavement shall not vary more than 3/16 inch for the surface courses, when evaluated with a 10 foot straight edge. The lot size shall be 1,000 square yards. Measurements will be made perpendicular and parallel to the centerline at distances not to exceed fifty (50) feet. When more than 15 percent (15%) of all measurements within a lot exceed the specified tolerance, the contractor shall do corrective work at the Contractor expense as follows:

Diamond Grinding. Diamond grinding shall be performed in areas that exceed 3/16 inch to the extent necessary to bring the lot to acceptable levels. Any areas that require diamond grinding shall receive a fog seal application at the Contractor’s expense.
Mill and Overlay. The contractor shall remove, dispose, and replace the lot by cold milling the existing surface to a depth equal to the final surface course depth. The pavement shall be removed a full lane width and replaced with a paving machine. The area shall be re-evaluated for smoothness.

In the case that a lot contains less than 15 percent (15%) exceeding 3/16 inch when evaluated with a 10 straight edge but contains any area that exceeds 5/16 inch, the area that exceeds 5/16 inch shall receive diamond grinding at the Contractor’s expense. Any areas that require diamond grinding shall receive a fog seal application also at the Contractor’s expense.

The Contractor shall have a 10 foot straight edge available at all times during paving operations and when requested by the City for evaluation of completed work. Providing the straight edge shall be considered incidental to construction.

326.95 PROTECTION OF PAVEMENT

After final rolling, no vehicular traffic shall be permitted on the pavement until it has sufficiently cooled and hardened as determined by the Project Manager.

326.96 REPLACEMENT OF CORES

The contractor shall replace the HMAC at all core locations. The sides of the core hole shall be tacked with a brush and the new HMAC shall be compacted as approved by the Project Manager. The new HMAC shall be of the type used on the project and shall be placed at the required temperature.

326.97 CLEANING

The Contractor shall, as directed by the Project Manager, remove at his/her own expense from the Owner's property and from all public and private property, all temporary structures, rubbish, debris, or any waste materials resulting from his/her operations. He/she shall leave the entire site in a neat condition.

END OF SPECIAL CONDITION 12

SC-13 PATCHING ASPHALT PAVEMENTS —
355.00 GENERAL
This section covers the patching of asphalt pavements and shall consist of preparation of the patch area, placing and finishing and compacting with approved construction materials in compliance with this specification. This specification is intended as a minimum guideline for construction of patches to City Streets and shall be followed unless otherwise specified by the Engineer or Project Manager.
355.10 MATERIALS
1. Base Course material shall conform to Section 210, GRADED GRAVEL BASE COURSE of Standard Specification for Road Construction.
2. Flowable fill material shall conform to Section 515, FLOWABLE FILL of Standard Specification for Road Construction. This material may be used in narrow trenches for ease in back filling to appoint no closer than the existing pavement depth.
3. Temporary Asphalt Patch material shall conform to Section 320, COLD MIX ASPHALT of Standard Specification for Road Construction unless it meets the criterion described in Section 355.20 below.
4. Prime Coat material shall conform to Section 300, PRIME COAT of Standard Specification for Road Construction.
5. Permanent Asphalt Patch material shall conform to Section 326.00 thru 326.45, HOT MIX ASPHALTIC CONCRETE of the Special Conditions. The Asphalt cement for all permanent patch material shall be PG 64-22 unless specified otherwise on the plan. The grading of the material shall be type C if the patch is less than 1 inch in depth or on a residential street. The grading of the material for all other applications shall be Type A or B and/or equivalent to that of the surface being patch or as determined by the Engineer.
6. Tack Coat material shall conform to Section 305, Tack Coat of Standard Specification for Road Construction.
355.20 TIMELINESS OF PATCHING
If a patch is on any street other than a low volume residential street OR if a temporary patch is expected to be left for a period of time exceeding three days OR if a cut pavement is not safe for pedestrians and traffic to be left as a base or soil patch, the temporary patch material shall conform to Section 320, COLD MIXED ASPHALT of Standard Specification for Road Construction.
If the patch is on a residential low volume street and will be permanently patched within a reasonable period of time as determined by the Engineer, then the patch material shall be an approved backfill material as directed by the Engineer.
355.30 EQUIPMENT
Equipment, tools, and machines used in the performance of the work covered by this section of the specifications shall be subject to the approval of the Engineer and shall be maintained in a satisfactory working condition at all times. All equipment proposed to be used for work under this section shall be of sufficient size and in such mechanical condition to be capable of completing the work and producing a good quality patch.
355.40 WEATHER LIMITATIONS
1. Permanent Asphalt Patches shall be placed only when weather permits as described by Section 326.51 HOT MIX ASPHALTIC CONCRETE of the Special Conditions.
2. If weather does not meet the requirement above, then a temporary Patch shall be constructed until such time the weather permits the construction of a permanent patch.
355.50 PATCH PREPARATION
1. Cuts - All patched areas shall be cut square or rectangular with straight edges in the horizontal and vertical directions. One pair of cut faces shall be at right angles to the direction of traffic. Tack coat material shall be place on all sides.
2. Base Preparation - Prior to placing the Permanent Patch, the underlying base course shall be cleaned of all foreign or objectionable matter. The base course shall be compacted to a minimum of 95% of the modified proctor as indicated on the plans or as directed by the Engineer. The depth of the compacted base course shall be a minimum of 6 inches or as directed by the Engineer.
3. If the patch is being placed to correct a pot hole and the depth of the hole has not extended into the base, the hole may be cut as described under paragraph A above, cleaned, dried, primed, and patched as indicated below. The Engineer may require the patch to be sealed with an approved emulsion if deemed necessary.
4. Prime Coat - The Prime coat shall be applied at a rate to provide total coverage of all adjoining surfaces including the sides of the patch. If an emulsion is used for the prime material, ample time must be given to allow the prime to "break" before the patching material is placed.
5. Tack Coat – The tack coat will be placed on the edges of the patch and between lifts of asphalt. Contractor may place asphalt lifts without the tack coat when in compliance with ALL of the following:
  1. Pre-approval is received from the Project Manager.
  2. Proper compaction and density has been achieved for each lift.
  3. The lift is placed the same day as the preceding lift.
  4. The asphalt surface has been inspected by the Project Manager and has been deemed to be clean and free of debris and dust prior to placement of the next lift, and the surface is still tacky.
355.60 PLACEMENT OF PERMANENT PATCHING MATERIALS
1. The materials shall be placed around the perimeter of the patch area and raked toward the center of the patch to reduce segregation and concentration of aggregates at the joints. The materials shall also be dumped or placed and not thrown or broadcast to reduce segregation.
2. The thickness of the compacted patch shall match the depth of the adjacent pavement surfaces and shall be a minimum of two inches (2") deep OR, as specified on approved plans and/or specifications OR, as directed by the Engineer or Project Manager.
355.70 COMPACTION
1. Compaction shall begin by rolling a six inch wide section around the perimeter of the patch. After the perimeter rolling is complete, the entire patch area shall be rolled and densities shall determine payment as outlined in section 355.86 Price Adjustment for Density.
2. In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand operated mechanical tampers. Any mixture that becomes mixed with foreign material or in any way is defective shall be removed, replaced with fresh mixture, and compacted to the density of the surrounding pavement.
355.72 CONTRACTOR QUALITY CONTROL FOR COMPACTION
The Contractor, at their own expense, shall monitor the compaction process by determining the density of the HMAC with a portable nuclear density device in conformity with ASTM D 2950. The contractor may opt out of doing their own independent testing with the understanding that they will accept the density results obtained by the City’s lab for all payment and acceptance purposes. Should the Contractor feel that the test results are erroneous in any way, they may at their time and expense coordinate directly with the testing lab to verify the labs results.
Calibration of the portable nuclear device used by the Contractor shall be established from cut pavement samples (6” cores). The density readings of the cut pavement samples shall be determined by the Contractor in accordance with AASHTO T 166 (weight, volume method) and the density readings of the pavement shall be determined by the portable nuclear density test device in conformity with ASTM D 2950 and shall be correlated by the Contractor. A minimum of three cut pavement samples shall be used to determine the correction factor to be applied to the nuclear density readings to match the unit weight of the cut pavement samples. The Contractor shall conduct density testing at the minimum rate of one per 100 Sq. Yds. and shall furnish results to the project manager within one business day.
It is intended that quality control density testing be done while the bituminous mixture is hot enough to permit further compaction if necessary. Rolling for any compactive effort will not be allowed beyond the point at which it becomes ineffective or damage begins to occur. Additionally, use of vibratory mode will not be permitted when the temperature of the mix is below 200ºF.
355.75 CITY QUALITY ASSURANCE TESTING FOR COMPACTION
The bituminous pavement structure course shall be divided into acceptance sections or lot of 250 Sq. Yds. or one day’s production, whichever is less, for the purpose of defining areas represented by each series of tests. The City shall use a stratified random sampling plan to enhance the quality of acceptance sampling and testing.
The density of each acceptance section or lot will be evaluated by a minimum of three density tests with a portable nuclear density device in conformity with ASTM D 2950. The density readings shall be adjusted using the following calibration process.
Calibration of the portable nuclear device used by the City shall be established from cut pavement samples (6” cores). The density readings of the cut pavement samples shall be determined by the City in accordance with AASHTO T 166 (weight, volume method) and the density readings of the pavement shall be determined by the portable nuclear density test device in conformity with ASTM D 2950. A minimum of three cut pavement samples shall be used to determine the correction factor to be applied to the nuclear density readings to match the unit weight of the cut pavement samples. Once a nuclear device has been calibrated by a minimum of three cut pavement samples (6” cores) the device will be approved for use on the project and no further calibration will be require unless HMAC from a different source or a new mix design from the same source is used. If material from a different source is used any nuclear device used on the project will need to be re-calibrated.
All portable nuclear devices shall be calibrated or they will not be allowed for use on the project.
355.86 PRICE ADJUSTMENT FOR DENSITY (CONTRACTED PROJECTS)
The payment of the unit price will be adjusted for density as outlined in Table 355.86. The adjustment will be applied to a lot or by lot bases for each lift. The adjustment will be based on the average of all density tests for the lot the price adjustment will be applied only to the pay item for HMAC.
TABLE 355.86
PERCENT OF MAXIMUM THEORETICAL DENSITY
PERCENT OF CONTRACT PRICE TO BE PAID
Above 98
*
97-98.00
90%
96.01-96.99
95%
93.00-96.00
100%
92-92.99
95%
91-91.99
90%
90-90.99
80%
Less than 90.00
*
*This lot shall be removed and replaced. In lieu thereof, the contractor and the Public Works Director may agree in writing that it is in the best interest of the City that the lot not be removed but instead be paid for at 50% of the contract price.
If the pavement is constructed in conjunction with any other development such as part of a private development (Subdivision), failing densities shall be remedied as directed by the Director of Public Works.
355.90 JOINTS
All joints shall conform to Section 326.87, HOT MIX ASPHALTIC CONCRETE of the Special Conditions.
355.95 SMOOTHNESS
The surface of the pavement after compaction shall match the adjoining pavement in a transverse direction. When tested with a 10' straight edge placed in any direction, the surface shall not vary more than 3/16 of an inch between any two contacts with the surface. When the width of the patch is less than 10’ the surface shall not vary more than 3/16 of an inch between any two contacts with the surface between the joints. Transverse and longitudinal joints shall also be checked for smoothness. Joints shall not vary from the edge of a straight edge placed perpendicular to the joint by more than 3/16 of an inch.
Isolated Patches: Isolated patches are defined as those having less than 15 sq. yds. Isolated patches shall be measured for smoothness at a minimum of 3 locations to be determined by the project manager. Larger isolated patches may be measured every 10 feet at a minimum, and measurements may be taken more frequently at the Project Managers discretion.
Isolated patches that have more than 15% of the measurements not in compliance shall be replaced in full unless otherwise approved by the Project Manager.
Continuous Patches: Continuous patches are those patches greater than 15 sq. yds. and are typically associated with utility trenching. Paved areas with widths of 8 feet or greater and larger than 400 sq. yds. shall not be considered patches and shall be required to comply with Section 326. HOT MIX ASPHALTIC CONCRETE of the special conditions.
Continuous Patches shall be measured at a minimum of every 20 feet. Smaller increments or additional measurements may be taken at the Project Managers discretion. Patches or patch sections that have more than 15% of the measurements not in compliance may be corrected using diamond grinding or mill and overlay. If these methods cannot bring the patch into compliance, it shall be removed and replaced.
1. Diamond Grinding. Diamond grinding shall be performed in areas that exceed 3/16 inch to the extent necessary to bring the lot to acceptable levels. Any areas that require diamond grinding shall receive a fog seal application at the Contractor’s expense. Diamond grinding will not be allowed on the existing surface to bring the patch into compliance.
2. Mill and Overlay. The contractor shall remove, dispose, and replace the lot by cold milling the existing surface to a depth equal to the final surface course depth. The pavement shall be removed a full lane width and replaced with a paving machine. The area shall be re-evaluated for smoothness.
In the case that a lot contains less than 15 percent (15%) exceeding 3/16 inch when evaluated with a 10 straight edge but contains any area that exceeds 5/16 inch, the area that exceeds 5/16 inch shall receive diamond grinding at the Contractor’s expense. Any areas that require diamond grinding shall receive a fog seal application also at the Contractor’s expense. Diamond grinding will not be permitted on existing surfaces to bring the new patch into compliance. In these areas the patch shall be replaced.
The Contractor shall have a 10 foot straight edge available at all times during paving operations and when requested by the City for evaluation of completed work. Providing the straight edge shall be considered incidental to construction.
355.96 PROTECTION OF PAVEMENT
After final rolling, no vehicular traffic shall be permitted on the pavement until it has sufficiently cooled and hardened as determined by the Project Manager.
355.97 CLEANING
The Contractor shall, as directed by the Project Manager, remove at his/her own expense from the Owner's property and from all public and private property, all temporary structures, rubbish, debris, or any waste materials resulting from his/her operations. He/she shall leave the entire site in a neat condition as required by the Engineer or Project Manager.
END OF SPECIAL CONDITION 13
SC-14 PAYMENT FOR NON-ESTABLISHED CONTRACT ITEMS —
Payment will be made to the Contractor for this work in accordance with the provisions of City change order policies by one of the following methods: contract unit prices, mutually agreed upon unit and lump sum prices, or force account basis.
1. Work to be done by Force Account shall be compensated as follows:
  1. Labor: For all labor and foremen (not including superintendents, project managers, office personnel, etc.) in direct charge of the specific operations, the contractor will be paid in accordance with the wage rate decision as outlined in the contract OR the actual hourly rate as delineated in the certified payrolls. All wage rates shall be determined and mutually agreed upon prior to the commencement of the work. Include the actual reasonable costs paid to, or on behalf of, workers for labor burden including: subsistence and travel allowances, health, employee benefits, and employment taxes under FICA and FUTA for the force account work. Also include the actual reasonable costs paid for insurances and bonds including property damage, liability, worker’s compensation insurance premiums, and unemployment insurance premiums or contributions for the force account work. (If the project if federal funded then the rate will be negotiated.)
    In lieu of providing actual costs, the Contractor may use a rate calculated at 35% of the above labor rate and added to that labor rate for the total cost of labor for the force account work.
  2. Materials: For materials accepted by the Project Manager and incorporated into the work, the Contractor shall be paid the actual cost of such materials delivered to the site, including transportation charges (if not already included in original cost).
  3. Equipment: For machinery/heavy duty vehicles (dump trucks, excavators, tractors, rollers etc.), special equipment or tools (other than hand tools such as mechanics/carpenters/electrician tools, both manual and power) that will be required for the work and the use of which has been approved by the Project Manager, the Contractor shall be paid the rental rates as determined by the most recent NMDOT equipment rate tables or RS Means Heavy Construction Data, unless otherwise agreed to in writing. A complete description of the machinery (i.e. type, hauling/shoveling capacity, year, mileage, etc.) shall be submitted for comparison to the mutually agreed upon rate tables.
  4. Light Duty Vehicles (Pickup Trucks, Vans, SUVs): For light duty vehicles (other than those used by superintendents, project managers, office personnel, etc.) that will be required for the work and the use of which has been approved by the Project Manager, the Contractor shall be paid the rental rates as determined by the most recent NMDOT equipment rate tables or RS Means Heavy Construction Data, unless otherwise agreed to in writing. A complete description of the light duty vehicle (i.e. model, specifications [ex. 4x4, ¾ ton, crewcab], year, mileage, etc.) shall be submitted for comparison to the mutually agreed upon rate tables.
  5. The “Not to Exceed” allowance for General Administration, overhead, and profit combined shall be based on the following schedule:
$500 & Less
Over $500
Contractor for work performed by own forces
22%
19%
Contractor for work performed by subcontractor
15%
10%
The above percent will be added to the sum of the project labor cost, materials cost, and equipment costs to determine the total cost of the change. (If the project if federal funded then the rate will be negotiated.)
1. If work is to be done by Force Account all proposed wage rates, equipment rates, and materials costs shall be agreed to before work can begin.
SC-15 OPEN TRENCHES/DRIVEWAY ACCESS —
No trenches longer than ten (10) feet, except bore pits, will be left open overnight In these situations, proper flashing lights, barricades, channelization devices, signs, and all other necessary nighttime and daytime traffic and pedestrian control devices will be utilized at all times from before dusk to after dawn, (flashing lights and barricades on a maximum of ten (10) feet centers shall be placed around the entire perimeter of the trench or excavation, and the entire perimeter shall be completely and securely roped off). Access shall always be provided to all driveways, etc., at night and on weekends and holidays. In addition, if work is to be suspended for three (3) or more days, absolutely no trenches or bore pits will be left open and all construction areas shall be completely cleaned up and set up for smooth and complete traffic and pedestrian flows. Proper traffic and pedestrian control devices shall be utilized continuously during construction, overnight, on weekends, and during holidays.
SC-16 SAW CUTTING PAVEMENT/CONCRETE —
The Contractor shall make pavement/concrete cuts for utility connections, utility patching, storm drain construction, and all roadway work. The existing asphalt/concrete shall be saw cuts in neat, straight lines as directed by the city project manager. The method and equipment used for saw cutting shall be approved by the city project manager before any such cuts are made.
Pavement/concrete saw cuts shall be kept to the minimum width necessary to perform the required utility, roadway, or drainage work, or to accommodate the contractors paving equipment.
The cost of the saw cuts shall be included in the bid prices for other items of work in the contract, and no direct payment will be made for pavement/concrete saw cutting.
SC-17 LANDSCAPING —
The Contractor shall minimize the removal or damage to any landscaping or improvements within or adjacent to the parkway and sidewalks. Any removal of landscaping or improvements will have to be approved by the City Project Manager prior to removal. Any removed/damaged landscaping or improvements shall be replaced to existing condition with like material. All replacement items shall be approved by the City Project Manager prior to installation. The installation of replacement items shall be to the City Project Manager’s satisfaction. Any replacement of damaged or removed items will be at the Contractor’s expense.
SC-18 SIGNAGE —
The Contractor shall minimize the removal or damage to any signage within or adjacent to the parkway and sidewalks. Any removal of signage will have to be approved by the Project Manager prior to removal. Any removed/damaged signage shall be replaced to existing condition with like material. All replacement items shall be approved by the Project Manager prior to installation. The installation of replacement items shall be to the Project Manager’s satisfaction. Any replacement of damaged or removed items will be at the Contractor’s expense.
SC-19 ASPHALT BINDER PRICE ADJUSTMENT PROCEDURE —
An adjustment will be made to the contract bid items which include asphalt binder if the monthly price index of asphalt fluctuates from the established base price index beyond 10% as maintained by the New Mexico Department of Transportation (NMDOT) State Materials Bureau during the period of a progress payment. Adjustment is not optional. For items paid by the square yard, the tonnage of Hot Mix Asphalt (HMA) will be converted by assuming a unit weight of 100 lbs. per square yard per inch. The tonnage of asphalt binder will be determined by taking the tonnage of HMA computed times the percentage of asphalt binder required in the approved mix design.
Items subject to adjustment are:
1. Asphalt Paving (all types)
2. Asphalt Treated Base (ATB)
3. Open Graded Base Course (OGFC)
4. Asphalt Patching
5. Plant Mix Bituminous Pavement (all types)
The Contractor shall submit at the monthly status meeting applicable mix designs, including the percentage of asphalt binder and tonnage of HMA placed for the month for inclusion in the price adjustment for each HMA pay item listed above in the Contract.
For increasing prices, the monthly adjustment shall apply on those contracts whose monthly fluctuations are above a (B/C) ratio, defined below, of 1.10 using Equation (1).
For decreasing prices, the monthly adjustment shall apply on those contracts whose monthly fluctuations are below a (B/C) ration, defined below, of 0.90 to minimum (B/C) ration of 0.60 using Equation (2).
Only the differential percentage change beyond 10% will be used to calculate the asphalt binder price adjustment per Equations (1) or (2):
Equation (1):               A = [B – (1.1 X C)] X D
Equation (2):               A = [B – (0.9 X C)] X D
Where:
A = Adjustment to the Contract for asphalt binder in dollars ($).
B = Latest Average Monthly Rack Price per ton of asphalt binder.
C = Base Price Index: Average Monthly Rack Price per ton of asphalt binder for the month of
the Bid Opening.
D = Tons of Asphalt binder placed.
Monthly Adjustment: At each project monthly progress payment, the asphalt binder tonnage that has been placed since the previous monthly project monthly progress payment will be totaled and an adjustment determined by either Equations (1) or (2), as appropriate and when necessary, using the latest monthly average asphalt price. If the use of Equation (2) results in a (B/C) ratio less than 0.60, then the (B/C) ratio will be fixed at a value of 0.60.
For the purposes of making these calculations, the NMDOT State Materials Bureau will maintain a database of average weekly selling price indexes. The index will be based on the average weekly selling price for New Mexico. In order to have a “real time” cost index more indicative of the actual market conditions in New Mexico the NMDOT will use the published rack prices of the major suppliers in the state. The cost of the two major types of asphalt used in the New Mexico construction program PG 64-28 and PG 70-22 will be used to set the high and low range for asphalt material in the index and the Department will use the average of these two prices as its monthly index. The rack prices will be taken from the prices published by the state producers weekly and the average of these prices used to determine the average asphalt index in the state monthly. These rack prices are documented by the suppliers to the NMDOT via direct hard copy reports. The published Average Monthly Rack-Price will be calculated using the following formula:
Average Monthly Rack - Price = Average of the reported average weekly selling prices using the last four reported weeks on or prior to the last day of a given month as published by the New Mexico Department of Transportation Materials Bureau.
The current New Mexico Asphalt Rack – Price Data and Average Monthly Rack - Price Index will be sent, by NMDOT via e-mail, to the City of Las Cruces and the Albuquerque office of the Associated Contractors of New Mexico for distribution to their members.
THE FOLLOWING EXAMPLE WILL EXPLAIN THE ASPHALT BINDER PRICE ADJUSTMENT PROCEDURE:
The type of asphalt is Type “B”, with required asphalt content from the approved mix design of 6%.
The project was bid during the month of July 2008.
The amount of hot mix placed during the month of September 2008 is 10,000 square yards. The bid item for this work is paid by the square yard at a thickness of 2 inches.
Step One:        Determine the tonnage of hot mix placed during the month.
                        (10,000 s.y. X 100 lbs. /s.y. inch X 2 inches)/2000 lbs. /ton = 1,000 Tons
Step Two:        Determine the tonnage of binder placed.
                        1,000 Tons (hot mix placed) X 6% = 60 Tons
Step Three: Determine the B/C ratio.
                        From the attached spreadsheet for the Average Monthly Rack - Price:
                        C = $800.00
Assuming that the Average Monthly Rack - Price for September 2008 is $1,000.00.
                       B = $1,000.00
B/C = 1000/800 = 1.25
Now therefore since the B/C ratio is greater than 1.1, apply Equation (1):
A = [B – (1.1 X C)] X D = [1000.00 – (1.1 X 800.00)] X 60 = $7,200.00
Payment will be made to the Contractor in the amount of $7,200.00 for the month of September 2008.
SC-20 MATERIALS DISPOSAL —
Per GC-41 of the General Conditions, the Contractor is responsible for disposal of construction site materials. Commercial disposal service procured by the Contractor must be obtained from the City or from a private solid waste disposal company holding a current agreement with the City for the collection and disposal of construction site materials in compliance with City Council Resolution No. 06-034.
SC-21 GPS LOCATE OF NEW CASTLE —
All new gas lines shall be surveyed as built (GPS’s in the trench) by the City of Las Cruces, Gas Locating & Mapping Section prior to any backfilling. The coordination of this survey will be through the Public Works Department Gas Inspector assigned to the project. A 30 minute minimum notice will be given to Gas Locating and Mapping Section prior to the contractor having the pipe in place and ready to be GPS. This minimum notice will expedite GPS task. The Gas Inspector will contact the Damage Prevention Dispatcher @ (575) 528-3573. Any work performed in coordinating this effort shall be incidental to the pipeline & appurtenance installation activity.
SC-22 NEW MEXICO EXCAVATION LAW —
The contractor and sub-contractors will need to follow the New Mexico Excavation Law. The contractor and sub-contractor should be aware of all recent changes to the law regarding the wide area locates.
SC-23 VIDEO PROJECT SITE —
The contractor shall video the entire project site prior to start of construction. The contractor will provide a Compact Disk (CD) copy of the video to the City of Las Cruces for approval prior to construction. Cost shall be considered incidental to the contract.
SC-24 GAS WELDING CERTIFICATIONS —
Contractor shall be responsible for providing all equipment, materials, and certified gas welders to complete all steel welds, poly welds, and welds for dissimilar materials. All gas welders shall be certified per the City of Las Cruces Utility Standards, Latest Edition, Section 400-423, Qualification of and Procedures for Polyethylene Welders, and Section 400-424, Contractor Requirements for Steel Welding and Steel Welding Certification.
SC-25 CAMERA LOGGING SANITARY AND/OR STORM SEWER —
All sanitary and/or storm sewer with a slope of 0.4% or less shall be camera logged. Gravity systems that have greater than a 0.4% slope may be camera logged at the Project Managers discretion. Water may be added to dry sanitary and/or storm sewer to verify the existence of any high and/or low spots. The contractor shall notify the City a minimum of 72 hours prior that the system is ready to be camera logged. All portions of either the sanitary or storm sewer shall be complete prior to request, partial sections shall not be camera logged unless otherwise approved by the Project Manager. Contractor shall, at his own expense, repair any damaged or poorly installed pipe that does not meet the slopes or specifications as required in the plans or documents. All re-camera logging to verify that the gravity system has been corrected shall be at the Contractors expense.
SC-26 ASBESTOS REGULATORY COMPLIANCE AND PREPAREDNESS REQUIREMENTS —
In accordance with Federal Environmental Protection Agency (EPA), New Mexico Environmental Department Air Quality Bureau (NMED or the State), and Office of Safety and Health Administration (OSHA), the City of Las Cruces and it’s contractors shall fully comply with Asbestos Regulations identified 40CFR 61, Subpart M National Emission Stand for Asbestos (NESHAP).
Contractors involved in projects that have or have the potential to involve asbestos materials shall complete and submit in conjunction with the City project representative the NMED Asbestos Notification Form included in the Bid Documents Package 10 days (40CFR 61, Subpart M 61.145 (b)) in advance of work. This notification can be updated in the event that no asbestos was or is no longer likely to be encountered.
In projects that there is known asbestos materials, or that asbestos materials is encountered the contractor is responsible for notifying the City project manager, NMED, and further provide the name of the on-site supervisor or subcontractor having asbestos regulatory training per 40CFR 61, Subpart M 16.145 (8) if not previously provided in advance. The contractor shall perform an assessment of the nature of the asbestos, material volume, and its handling and or removal procedures shall be done in accordance with specified regulations and with notification to NMED. All appropriate safety gear specified by OSHA shall be provided to all staff directly involved in asbestos handling and remediation activities.
References
National Emissions Standards for Hazardous Air Pollutants (NESHAPs), 40 CFR 61.0,
http://www.epa.gov/ttn/atw/eparules.html.
National Institute for Occupational Safety and Health (NIOSH) (1985) Occupational
Safety and Health Guidance Manual for Hazardous Waste Site Activities, Publication
Number 85-115, http://www.cdc.gov/niosh/pdfs/85-115.pdf
SC-27 GAS METER RELOCATION AND CONNECTION REQUIREMENTS —
1. Contractor shall give the Gas Inspector and the Project Manager a minimum of 48 hours notification for all meter connections.
2. Contractor shall not move or relocate any City meters. All meter removals or installations are to be done by City crews only.
3. Contractor shall install identification tags with the residents address on each meter at all multi-meter manifolds. Cost of this item shall be incidental to the project unless noted otherwise.
4. The City crews will only guarantee the ability to hang a maximum of 12 meters during each working day.
5. All meters installed by City crews shall be connected on the customer side by the Contractor by the end of that same working day.
SC-28 CAST IN PLACE DETECTABLE/TACTILE WARNING SURFACES —
SECTION 09614
DETECTABLE/TACTILE WARNING SURFACES
PART 1 GENERAL
1.01 RELATED DOCUMENTS
1. Drawings and general provisions of Contract, including General and Special Conditions and Division 1 Specifications Section, apply to this Section.
1.02 DESCRIPTION
1. This Section specifies furnishing and installing Cast In Place Detectable/Tactile Warning Surface Tiles where indicated. Not recommended for asphalt applications.
1.03 SUBMITTALS
1. Product Data: Submit manufacturer’s literature describing products, installation procedures and routine maintenance.
2. Samples for Verification Purposes: Submit two (2) tile samples minimum 6”x6” of the kind proposed for use.
3. Shop drawings are required for products specified showing fabrication details, composite structural system, tile surface profile, sound on cane contact amplification feature, plans of tile placement including joints, and material to be used as well as outlining installation materials and procedure.
4. Material Test Reports: Submit complete test reports from qualified accredited independent testing laboratory’s to qualify that materials proposed for use are in compliance with requirements and meet or exceed the properties indicated on the specifications. All tests shall be conducted on a Cast In Place Detectable/Tactile Warning Surface Tile system as certified by a qualified independent testing laboratory and be current within a 24 month period.
5. Maintenance Instructions: Submit copies of manufacturer’s specified installation and maintenance practices for each type of Detectable Warning Surface Tile and accessory as required.
1.04 QUALITY ASSURANCE
1. Provide Cast In Place Detectable/Tactile Warning Surface Tiles and accessories as produced by a single manufacturer with a minimum of three (3) years experience in the manufacturing of Cast In Place Detectable/Tactile Warning Surface Tiles.
2. Installer’s Qualifications: Engage an experienced Installer certified in writing by Cast In Place Detectable/Tactile Warning Surface Tile manufacturer as qualified for installation, who has successfully completed installations similar in material, design, and extent to that indicated for Project.
3. Americans with Disabilities Act (ADA): Provide Surface Applied Detectable/Tactile Warning Surface Tiles which comply with the detectable warnings on walking surfaces section of the Americans with Disabilities Act (Title III Regulations, 28 CFR Part 36 ADA STANDARDS FOR ACCESSIBLE DESIGN, Appendix A, Section 4.29.2 DETECTABLE WARNINGS ON WALKING SURFACES).
4. Vitrified Polymer Composite (VPC) Cast In Place Detectable/Tactile Warning Surface Tiles shall be an epoxy polymer composition with an ultra violet stabilized coating employing aluminum oxide particles in the truncated domes. The tile shall incorporate an in-line pattern of truncated domes measuring nominal 0.2” height, 0.9” base diameter, and 0.45” top diameter, spaced center-to-center 2.35” as measured on a diagonal and 1.67” as measured side by side. For wheelchair safety the field area shall consist of a non-slip surface with a minimum of 40 - 90° raised points 0.045” high, per square inch; ”Armor-Tile” as manufactured by Engineered Plastics Inc., Tel: 800-682-2525, or approved equal.
Length and Width: 24x48 nominal
Depth: 1.375 (1-3/8”) (+/-) 5% max.
Face Thickness: 0.1875 (3/16”) (+/-) 5% max.
Warpage of Edge: 0.5% max.
Embedment Flange Spacing: shall be no greater than 3.1"
1.05 DELIVERY, STORAGE AND HANDLING
1. Cast In Place Detectable/Tactile Warning Surface Tiles shall be suitably packaged or crated to prevent damage in shipment or handling. Finished surfaces shall be protected by sturdy plastic wrappings to protect tile from concrete residue during installation and tile type shall be identified by part number.
2. Cast In Place Detectable/Tactile Warning Surface Tiles shall be delivered to location at building site for storage prior to installation.
1.06 SITE CONDITIONS
1. Environmental Conditions and Protection: Maintain minimum temperature of 40°F in spaces to receive Cast In Place Detectable/Tactile Warning Surface Tiles for at least 24 hours prior to installation, during installation, and for not less than 24 hours after installation.
2. The use of water for work, cleaning, or dust control, etc. shall be contained and controlled and shall not be allowed to come into contact with the general public. Provide barricades or screens to protect the general public.
1.07 GUARANTEE
1. Cast In Place Detectable/Tactile Warning Surface Tiles shall be guaranteed in writing for a period of five (5) years from date of final completion. The guarantee includes defective work, breakage, deformation, fading and loosening of tiles.
PART 2 PRODUCTS
2.01 MANUFACTURERS
1. The Vitrified Polymer Composite (VPC) Cast In Place Detectable/Tactile Warning Surface Tile specified is based on Armor-Tile manufactured by Engineered Plastics Inc. (800-682-2525) or pre-approved equal. Existing engineered and field tested products, which have been in successful service for a period of three (3) years are subject to compliance with requirements, may be incorporated in the work and shall meet or exceed the specified test criteria and characteristics.
2. Color: Brick Red conforming to Federal Color No. 22144. Color shall be homogeneous throughout the tile.
PART 3 EXECUTION
3.01 INSTALLATION
1. During Cast In Place Detectable/Tactile Warning Surface Tile installation procedures, ensure adequate safety guidelines are in place and that they are in accordance with the applicable industry and government standards.
2. Prior to placement of the Cast In Place Detectable/Tactile Warning Surface Tile system, review manufacturer and contract drawings with the Contractor prior to the construction and refer any and all discrepancies to the Engineer.
3. The specifications of the structural embedment flange system and related materials shall be in strict accordance with the contract documents and the guidelines set by their respective manufacturers. Not recommended for asphalt applications.
4. The physical characteristics of the concrete shall be consistent with the contract specifications while maintaining a slump range of 4 - 7 to permit solid placement of the Cast In Place Detectable/Tactile Warning Surface Tile system. An overly wet mix will cause the tile to float. Under these conditions, suitable weights such as 2 concrete blocks or sandbags (25 lb) shall be placed on each tile.
5. The concrete pouring and finishing operations require typical mason’s tools, however, a 4’ long level with electronic slope readout, 25 lb. weights, and a large non-marring rubber mallet are specific to the installation of the Cast In Place Detectable/Tactile Warning Surface Tile system. A vibrating mechanism such as that manufactured by Vibco can be employed, if desired. The vibrating unit should be fixed to a soft base such as wood, at least 1 foot square.
6. The factory-installed plastic sheeting must remain in place during the entire installation process to prevent the splashing of concrete onto the finished surface of the tile.
7. When preparing to set the tile, it is important that no concrete be removed in the area to accept the tile. It is imperative that the installation technique eliminates any air voids under the tile. Holes in the tile perimeter allow air to escape during the installation process. Concrete will flow through the large holes in each embedment flange on the underside of the tile. This will lock the tile solidly into the cured concrete.
8. The concrete shall be poured and finished true and smooth to the required dimensions and slope prior to the tile placement. Immediately after finishing concrete, the electronic level should be used to check that the required slope is achieved. The tile shall be placed true and square to the curb edge in accordance with the contract drawings. The Cast In Place Detectable/Tactile Warning Surface Tiles shall be tamped (or vibrated) into the fresh concrete to ensure that the field level of the tile is flush to the adjacent concrete surface. The embedment process should not be accomplished by stepping on the tile as this may cause uneven setting which can result in air voids under the tile surface. The contract drawings indicate that the tile field level (base of truncated dome) is flush to adjacent surfaces to permit proper water drainage and eliminate tripping hazards between adjacent finishes.
9. In cold weather climates it is recommended that the Cast In Place Detectable/Tactile Warning Surface Tiles be set deeper such that the top of domes are level to the adjacent concrete on the top and sides of ramp and that the base of domes to allow water drainage. This installation will reduce the possibility of damage due to snow clearing operations.
10. Immediately after placement, the tile elevation is to be checked to adjacent concrete. The elevation and slope should be set consistent with contract drawings to permit water drainage to curb as the design dictates. Ensure that the field surface of the tile is flush with the surrounding concrete and back of curb so that no ponding is possible on the tile at the back side of curb.
11. While concrete is workable, a 3/8" radius edging tool shall be used to create a finished edge of concrete, then a steel trowel shall be used to finish the concrete around the tile’s perimeter, flush to the field level of the tile.
12. During and after the tile installation and the concrete curing stage, it is imperative that there is no walking, leaning or external forces placed on the tile that may rock the tile causing a void between the underside of tile and concrete.
13. Following tile placement, review installation tolerances to contract drawings and adjust tile before the concrete sets. Two suitable weights of 25 lb each may be required to be placed on each tile as necessary to ensure solid contact of the underside of tile to concrete.
14. Following the concrete curing stage, protective plastic wrap is to be removed from the tile surface by cutting the plastic with a sharp knife, tight to the concrete/tile interface. If concrete bled under the plastic, a soft brass wire brush will clean the residue without damage to the tile surface.
15. If desired, individual tiles can be bolted together using ¼ inch or equivalent hardware. This can help to ensure that adjacent tiles are flush to each other during the installation process. Tape or caulking can be placed on the underside of the bolted butt joint to ensure that concrete does not rise up between the tiles during installation. Any protective plastic wrap which was peeled back to facilitate bolting or cutting, should be replaced, and taped to ensure that the tile surface remains free of concrete during the installation process.
16. Tiles can be cut to custom sizes, or to make a radius, using a continuous rim diamond blade in a circular saw or mini-grinder. Use of a straightedge to guide the cut is advisable where appropriate.
17. Any sound-amplifying plates on the underside of the tile, which are dislodged during handling or cutting, should be replaced, and secured with construction adhesive. The air gap created between these plates and the bottom of the tile is important in preserving the sound on cane audible properties of the Armor-Tile system as required in various jurisdictions.
3.02 CLEANING, PROTECTING AND MAINTENANCE
1. Protect tiles against damage during construction period to comply with Tactile Tile manufacturer’s specification.
2. Protect tiles against damage from rolling loads following installation by covering with plywood or hardwood.
3. Clean Tactile Tiles not more than four days prior to date scheduled for inspection intended to establish date of substantial completion in each area of project. Clean Tactile Tile by method specified by Tactile Tile manufacturer.
4. Comply with manufacturers maintenance manual for cleaning and maintaining tile surface and it is recommended to perform annual inspections for safety and tile integrity.
END OF SPECIAL CONDITION 28
SC-29 MILLINGS SHALL BE LEFT ON ROAD SURFACE DURING CONSTRUCTION —
The Contractor shall be responsible for ensuring that all residents and businesses have access and a drivable surface at all times. This shall include but not be limited to minimizing asphalt removal during utility installation by using trenches. After milling, asphalt it is to be left on the road surface and not hauled away. Other means and methods may also be required after a storm event to ensure a passable roadway surface.
SC-30 WATER MAIN TIE-INS —
To minimize impacts to the public during water tie-ins, outages shall not exceed four (4) hours in duration. Scheduling of all tie-ins shall be coordinated with and approved by the City Project Manager. The cost of performing water main tie-ins outside normal working hours shall be considered incidental to the project. Because of the additional costs and inconveniences incurred by both the public and the City of Las Cruces, failure to complete ties-ins within the four (4) hours shall result in One Hundred Dollars ($100.00) to be withheld from the Contractor’s payment for each fifteen (15) minute increment beyond the allotted four (4) hours to restore water service. The official four (4) hour outage time starts as soon as the Las Cruces Utility (LCU) crew(s) certify that the water main is down and ends once all air has been bled and the system fully re-activated. The Contractor shall follow the Las Cruces Utilities Standard Operating Procedure Scheduled Water Outages and the Tie-In Procedure Checklist from the LCU. ATTACH SOP AND CHECKLIST
SC-31 SUBSTANTIAL COMPLETION AND PROJECT CLOSEOUT —
Substantial Completion shall be defined as the time at which all work delineated in the plan set and contract has been completed in its’ entirety before punch list items are complete. Punch list items are only for minor corrective work. The contractor shall request substantial completion in writing to the Project Manager. Once substantial completion has been granted, contract time will stop and a final inspection will be scheduled. After the final inspection, a punch list will be submitted to the contractor. The punch list will include any corrective work as well as all required closeout paperwork, including but not limited to, final invoice, release of liens, affidavit of wages paid, record drawings, consent of surety, and any other contractual obligations. The contractor shall have 20 working days (unless extensions are approved by the CLC Project Manager) to complete all punch list items, starting one working day from the date the punch list was sent. If all punch list items are not completed within the allotted time, liquidated damages will be assessed, in an amount as outlined in SC-4 Liquidated Damages, for every additional work day required.
SC-32 GAS STANDARD OPERATION PROCEDURES (SOPS) —
The contractor will need to adhere to all gas SOPs when working on high pressure, transmission, or low-pressure gas lines. The SOPs can be found at the following link: http://www.las-cruces.org/departments/utilities/natural-gas/resources

SC-33 BITUMINOUS PAVEMENT (SUPERPAVE - NON QC/QA) SPECIFICATION —

The following Section 342 Bituminous Pavement specification shall be included as part of the City of Las Cruces Standard Specifications for Road Construction, 2000 Edition.

SECTION 342
BITUMINOUS PAVEMENT

342.00 DESCRIPTION

This work shall consist of constructing one or more courses of plant-mix bituminous pavement (PMBP-SP-IV) on a prepared base. PMBP-SP-IV shall be composed of a mixture of bituminous material (PG-70-22), aggregate, blending sand, mineral filler, and hydrated lime if required. Reclaimed Asphalt Pavement (RAP) will be permitted in all PMBP mixtures, unless otherwise prohibited in the contract, provided that the resulting mixture conforms to all specification requirements. The aggregate fractions shall be sized and uniformly graded and combined in such proportions as directed by the City of Las Cruces.

342.11 MATERIALS

All materials shall be tested in accordance with applicable AASHTO methods, as modified by the Engineer when applicable, or other test procedures designated by the Engineer. The Engineer shall decide all questions pertaining to the interpretation of test procedures. Material that is improperly graded or segregated, or fails to meet the requirements herein provided, shall be corrected or removed and disposed of immediately as directed by the Project Manager, at no additional cost to the City.

342.12 AGGREGATE

The aggregate gradation of the PMBP mixture shall meet the requirements of Table 342-A. At no additional cost to the City, wet preparation, per AASHTO T 146 (Method A), shall be required by the Project Manager if the Project Manager believes that deleterious materials are present in the aggregate stockpiles prior to aggregate gradation testing. The PMBP type shall be as indicated in the contract. The combining of materials from two or more sources to produce aggregate shall be permitted only when each source meets all applicable quality requirements.

342.13 GRADATION AND QUALITY REQUIREMENTS

TABLE 342-A
PLANT-MIX BITUMINOUS PAVEMENT AGGREGATE
GRADATION CONTROL POINTS

AGGREGATE QUALITY. For each individual material source, the PMBP coarse aggregate shall have an Aggregate Index of 25.0 or less when calculated in accordance with Section 910 of the NMDOT Standard for Road Construction.
Stockpiles, the amount of crushing shall be regulated so that the minimum fractured faces content of the plus 4.75mm (No. 4) material complies with the requirements of Table 342-B and when evaluated by the City.
The plus 9.5mm (3/8-in.) material shall contain a maximum of 20.0% flat, elongated particles with a dimensional ratio of 3:1 or greater as determined by ASTM D 4791. All combined material, excluding RAP, passing the 425µm (No. 40) sieve shall be non-plastic. The minimum sand equivalent value minimum fine aggregate angularity value of the combined aggregate, excluding RAP, before the addition of hydrated lime, shall comply with the requirements of Table 342-B. The sand equivalent value shall be determined in accordance with AASHTO T 176 (Alternate Method No. 1) and the fine aggregate angularity value shall be determined in accordance with AASHTO T 304 (Method A).
Fractured Faces. A face will be considered fractured when at least one-half of the projected particle area exhibits a rough, angular, or broken texture with well-defined edges.

TABLE 342-B
FRACTURED FACES, SAND EQUIVALENT AND FINE AGGREGATE ANGULARITY

Estimated Traffic, ESALs x 106 (Note 1)	Fractured Faces (Note 2)	Sand Equivalent	Fine Aggregate Angularity
< 3.0	75.0 / --	45.0	40.0
> 3.0 to < 10.0	85.0 / 80.0	45.0	45.0
> 10.0 to < 30.0	95.0 / 90.0	45.0	45.0
> 30.0	100.0 / 100.0	50.0	45.0

Note 1: ESALs are based on a 20-year design life for all scenarios.
Note 2: Under "Fractured Faces", 85.0 / 80.0 denotes that 85.0% of the course aggregate shall have at least one (1) fractured face and 80.0% shall have at least two (2) fractured faces.

342.14 QUALITY ACCEPTANCE OF AGGREGATE

Samples shall be tested in accordance with Section 910, of the NMDOT standards for Road Construction “Aggregate Index.”

342.15 PRODUCTION

When producing aggregates for PMBP, natural fines shall be removed by screening and stockpiled separately. The Contractor shall use as a minimum, the 4.75 mm (No. 4) screen for this operation. The Contractor may use a larger screen if needed to properly control the crushing and screening operation. The aggregate retained on the scalping screen shall then be crushed, separated and stockpiled as specified herein. Crushing operations shall be regulated in a manner that produces material within the specified gradation band. When producing aggregates for PMBP the crushed material shall be separated into at least two stockpiles of fine and coarse aggregates.

342.16 STOCKPILING

Stockpiles shall be constructed upon prepared sites and when completed shall be neat and regular in shape and so constructed to prevent segregation of the aggregate. Sufficient storage space shall be provided for each size of aggregate. Stockpiles of different types or sizes of aggregate shall be spaced far enough apart, or separated by suitable walls or partitions, to prevent the mixing of the aggregates. The different aggregate sizes shall be kept separated until they have been delivered to the cold feed system feeding the drier. Aggregate shall not be deposited where traffic, vehicles, or Contractor’s equipment will either run over or through the piles, or in any way cause foreign matter to become mixed with the aggregates. The storage yard shall be maintained neat and orderly and the separate stockpiles shall be readily accessible for sampling.

342.17 COMBINING

When the crushed materials from the stockpiles are combined, including RAP if used in the mixture, the product of such combination shall meet the gradation requirements. In order to meet the specified mix design criteria, blending sand may be added up to a maximum of 20.0%. Controlled feeders from each of the stockpile shall be used to blend the materials.

342.18 ACCEPTANCE OF AGGREGATE

The plasticity index, sand equivalent, fine aggregate angularity, flat and elongated particles count, and fractured face count of PMBP aggregate, excluding RAP, shall be determined from representative samples taken after the aggregate materials have been blended and prior to the addition of hydrated lime and mixing with bituminous material. The test results from these samples shall be the basis for acceptance of such aggregate. The Project Manager may sample and test the aggregate at any time during production or stockpiling and/or may request to split samples with the Contractor. For Reclaimed Asphalt Pavement (RAP), aggregate acceptance will be based on the requirements of the contract documents.

342.19 BITUMINOUS MATERIAL

The type and grade of bituminous material shall be Performance Graded 70-22. The bituminous materials shall meet the requirements of Section 340, “Bituminous Material, Hydrated Lime and Liquid Anti-Stripping Agents”. The asphalt source to be used shall not be changed after State Material Bureau’s concurrence of the mix design without written approval of the Department’s State Materials Bureau.

342.20 HYDRATE LIME

Hydrated lime shall conform to the requirements of section 325 “Asphaltic Concrete Surface Course Material”.

342.21 BLENDING SAND

Blending sand shall consist of the natural fines from the scalping process, concrete sand, sandy material or a combination of any or all of these that is graded in such a manner that it satisfies the mix design requirements. The need for and actual percentage of blending sand shall be determined based on design mix criteria tests developed from samples taken from the Contractor’s stockpiles during crushing operations and submitted to an approved testing laboratory. Blending sand may be added up to a maximum of 20.0%.

342.22 MINERAL FILLER

Mineral filler shall conform to the requirements of AASHTO M 17, and shall be approved by the State Materials Bureau. Fly ash shall not be acceptable as mineral filler for PMBP.

342.23 RECLAIMED ASPHALT PAVEMENT

Unless otherwise designated in the plans, the Contractor shall have the option of utilizing Reclaimed Asphalt Pavement (RAP) removed under the contract or RAP from an existing stockpile that shall consist of salvaged, milled, pulverized, broken, or crushed bituminous pavement. After sufficient quantities of Reclaimed Asphalt Pavement (RAP) aggregate samples have been obtained from performing AASHTO T 308, aggregate acceptance shall be based upon each fraction of course aggregate having a percent wear of forty (40.0) or less at 500 revolutions when tested in accordance with AASHTO T 96. Additionally, the minimum fractured faces content of the plus 4.75mm (No. 4) RAP material shall comply with the requirements of Table 342-B and the plus 9.5mm (3/8-in.) RAP material shall contain a maximum of 20.0% flat, elongated particles with a dimensional ratio of 3:1 or greater as determined by ASTM D 4791. A maximum of 15.0%, by total weight of PMBP mixture, RAP may be used in the production of Superpave asphalt mixtures without changing the bituminous material. For RAP percentages greater than 15.0% to a maximum of 25.0%, both the bituminous material’s high and low temperature grades shall be lowered one grade (i.e. a PG 76-22 would be lowered to a PG 7028) and RAP may then be used in the production of Superpave asphalt mixtures. The RAP percentages greater than 25.0% shall not be used in the production of Superpave asphalt mixtures. RAP shall be processed such that 100% shall pass a 37.5-mm (1-1.2 inch) sieve before introduction into the mixing plant. Dirt, debris, or other objectionable materials shall not contaminate the RAP. Unless otherwise prohibited in the contract, the contractor shall have the option of utilizing RAP removed under the contract or RAP from an existing stockpile. No additional payment by the City shall be made to the Contractor if RAP materials are used in the manufacturing process of Superpave asphalt mixtures.

342.24 MIX DESIGN

The Contractor shall provide a mix design developed by a City approved testing laboratory. All costs associated with the development of the mix design by an approved private testing laboratory shall be borne by the Contractor. The mix design may be developed at any time at the Contractor’s discretion. At least five independent aggregate gradation test results shall be submitted to the Project Manager from each stockpile. If this data shows considerable variation in the material the contractor shall produce additional material to develop consistency in the test results before the development of the mix design. The Contractor shall provide a copy of the request to develop a mix design, along with all supporting documents that shall conform to the design procedures in AASHTO R35 and the State Materials Bureau. This submittal shall include the Contractor’s suggested aggregate combination. Along with this submittal, the Contractor shall submit copies of all stockpile test results. When an approved laboratory develops the mix design, the design results shall be summarized in a professional format for review and concurrence by the City. The submittal shall include the results and design worksheets of all testing determinations, per AASHTO R-35, for the individual mix components as well as for the mixture itself. Concurrence by the City of a mix design developed by an approved testing laboratory shall not relieve the Contractor of full responsibility for producing an acceptable mixture through the plant. The mix design shall be considered as a starting point only and may be adjusted as described below.

All mix designs shall be developed and tested in accordance with procedures established by the Project Manager. The resultant job mix formula gradation shall be within the master range for the specified type of PMBP as described in Table 342-A. A minimum of 1.0% hydrated lime shall be required in all mix designs. Lime shall be included in the gradation for establishing the laboratory mix design. The mix design for each mixture shall establish a single percentage of aggregate passing each required sieve size and a single percentage of bituminous material to be added to the aggregate. The mix design shall be developed using the SHRP gyratory compactor in accordance with AASHTO R 35 except as specifically modified in this Section and shall conform to the requirements of Table 342-C. The minimum acceptable retained strength during design, when the PMBP is tested in accordance with AASHTO T 165 and compared to the unconfined compressive strength of a PMBP mixture that does not contain an anti-strip additive, shall be a minimum of 85.0% at 7.0% ± 1.0% air voids. The Contractor shall provide a mixture that meets all applicable criteria. If tests indicate the need for additives or modifiers not indicated in the Contract, more than 1.0% hydrated lime, or a change in source of binder to satisfy mix design requirements, any additional cost for these items shall be borne by the Contractor.

TABLE 342-C
SUPERPAVE PMBP DESIGN REQUIREMENTS FOR AGGREGATES WITH LESS THAN 3% ABSORPTION

Superpave PMBP Design Requirements for Aggregates with 3.0% or Greater Absorption
Note 1: Design Air Void Content of 4.0%
Note 2: For 25.0 mm nominal maximum size mixtures, the specified lower limit of the VFA shall be 70 percent for the design traffic level < 0.3 million ESALs.Note 3: Design Air Void Content of 3.5%

The City will normally approve a mix design for use for a period of one year from the date of issue or concurrence. The design may be used or re-issued during that time provided acceptable evidence is submitted to the Project Manager verifying that the component materials have not changed significantly. If a change in sources of materials or crushing operations is made, the Project Manager may then require a new mix design before the new materials may be used. When unsatisfactory results or other conditions make it necessary, the Project Manager may also require that a new mix design be developed at no cost to the City.

342.25 MIX DESIGN ADJUSTMENT

All material incorporated into the work shall be evaluated for acceptance in accordance with the City’s current General Conditions for Construction Contracts. Material shall be evaluated for acceptance using the mix design in effect at the time the material was produced. The mix design and/or subsequent field designs may be adjusted as described herein.

342.26 JOB MIX FORMULA

The job mix formula (JMF) is defined as the combined aggregate gradation and the percentage of each material component to be used in the mix. The JMF shall comply with all aggregate gradation requirements and shall result in a mix that meets all specified mix design requirements. When hydrated lime is used in the job mix formula, the mix design recommended percentage shall be increase by 0.2% to account for the effective loss of hydrated lime during actual PMBP production.

342.27 JOB MIX FORMULA ADJUSTMENT

The contractor may propose adjustments to the job mix formula in accordance with the General Conditions for Construction Contracts.

CONSTRUCTION REQUIREMENTS

342.28 GENERAL

Sufficient storage space shall be provided for each size of aggregate and RAP. The different aggregate and RAP sizes shall be kept separated until they have been delivered to the cold feed system feeding the drier. In placing the coarse aggregate and fine aggregate in storage or moving it from storage to the cold feed bins, methods that cause segregation, degradation or the combining of materials of different gradings shall not be permitted. Segregated or degraded material shall be re-screened or wasted. Should mineral filler material be required, a separate storage and bin feeder shall be provided for the filler material. Aggregates and RAP shall not require prior preparation other than gradation control, except that those containing gravitational water shall be stockpiled and allowed to drain before mixing. After the required amounts of aggregate, RAP (if used), and bituminous material have been introduced into the mixer, the materials shall be mixed until all aggregate particles are completely and uniformly coated with the bituminous material. If it is determined by the Project Manager that excessive uncoated aggregate exists, the Contractor shall take corrective action to remedy the problem. The moisture content of the bituminous mixture at discharge from the mixer shall not exceed 0.5%.

342.29 MIX TEMPERATURE REQUIREMENTS

The target temperature of the bituminous mixture at discharge from the mixer shall be as specified on the mix design. The temperature shall not exceed the target temperature by more than 11°C (20°F).

342.30 ADDITION OF HYDRATED LIME

The hydrated lime shall be added to the entire portion of aggregate in an enclosed pug mill immediately after leaving the cold feed and just prior to introduction into the dryer drum or aggregate dryer. The hydrated lime shall be added to the aggregate such that loss of hydrated lime is minimal. Placement of the lime on an open conveyer belt shall not be permitted. Placement of the lime on an enclosed belt that does not permit blowing or loss of lime is acceptable. A vane feeder shall be located in the out feed of the lime silo. A flow sensor shall be installed on the discharge from the vane feeder. The sensor shall activate an audible and visual signal at the control panel when lime flow is interrupted. The lime silo shall be provided with an approved means of metering the lime being added to the mix, at typical discharge rates, to an accuracy of 3.0% or better by weight of the hydrated lime. Approved means for metering lime shall include load cell weighing devices placed beneath each leg of the silo, or a weigh belt feeder between the silo discharge and the pug mill. Other means of metering the addition of lime shall be approved by the Project Manager prior to use. External strain gauges affixed to the legs of the silo shall not be permitted. The hydrated lime content shall be controlled within + 0.2% of the mix production design target value. If load cell weighing devices are used for lime metering, a cast-in-place concrete foundation pad shall be used to support the silo. Grout shall be placed between the foundation and the load cells to ensure intimate contact between the load cell and the foundation. Based on the approved mix design summary, the moisture content of the combined aggregates shall be at the recommended saturated surface dry (SSD) moisture content plus an additional 1.5% ± 0.5% by weight, at the time the aggregate and lime are mixed. The Project Manager may increase the moisture content of the coarse and fine aggregates to obtain proper coating of the aggregates with hydrated lime and to eliminate dust pollution. The Contractor shall provide a method to positively determine the amount of moisture added to lime-aggregate mix and the Project Manager or his designee on a daily basis shall record the average amount of added moisture to verify specification compliance.

EQUIPMENT

342.31 MIXING PLANTS

Plant Scales. Scales shall be accurate to 0.5% of the maximum load allowed as per the latest Department of Transportation publication. A licensed scale serviceman must certify the scales with a copy of the certification submitted to the Project Manager.
Equipment for Preparation of Bituminous Materials. Tanks for storage of bituminous material shall be equipped to heat and hold the material at the required temperatures. The tank shall be provided with a capability to measure the temperature of the asphalt in the tank. The heating shall be accomplished by approved means and such that no flame shall be in contact with the tank. The circulating system for the bituminous material shall be designed to assure proper and continuous circulation during the operating period. A suitable outlet for sampling bituminous material shall be installed in the line leading from the storage tank to the plant, and provisions shall be made for measuring and sampling the storage tanks.
Feeder for Drier. The plant shall be provided with accurate mechanical means for uniformly feeding the aggregate into the drier so that uniform production and uniform temperature shall be obtained.
Drier. The plant shall include a system to continuously agitate the aggregate during the heating and drying process. The drier shall be capable of drying and heating aggregate in such a manner as to preclude the mineral aggregate from becoming coated with fuel oil or carbon. If it is determined that the aggregate is coated, the Contractor shall take corrective action, which may include changing type of burner fuel at no additional cost to the City.
Bins. The plant shall include storage bins of sufficient capacity to supply the mixer when it is operating at full capacity. Bins shall be arranged to assure separate and adequate storage of appropriate fractions of the mineral aggregates. When necessary, the contractor shall assure positive separation of the bins by the use of separating boards. Separate dry storage shall be provided for hydrated lime. The gates on the bins shall not leak. Bins shall be equipped with low-bin warning devices that indicate at the control panel when the bins are low.
Bituminous Material Control Unit. The Contractor shall provide satisfactory means to obtain the proper amount of bituminous material in the mix within the tolerance specified, either by weighing or metering. The Contractor shall provide means for checking the quantity or rate of flow of bituminous material into the mixer.
Thermometric Equipment. An approved thermometer with a range in temperature reading from 38°C to 204°C (100°F to 400°F) shall be fixed in the bituminous feed line at a suitable location near the charging valve at the mixer unit. The plant shall also be equipped with another approved thermometric instrument so placed at the discharge chute of the drier as to register automatically the temperature of the heated aggregates or mix as applicable. The record of discharge temperatures shall be provided to the Project Manager upon the completion of each week’s production and when requested by the Project Manager during the course of production.
Truck Scales. The bituminous mixture shall be weighed on approved scales furnished by the Contractor or on public scales.
The contractor shall fully comply with Legal Relations, Environmental Requirements, and Responsibilities to the Public.
Requirements for Batching Plants.
1. Weigh Box or Hopper. The equipment shall include a means of accurately weighing each size of aggregate in a weigh box or hopper suspended on scales and of ample size to hold a full batch. The gate shall close tightly so that no material is allowed to leak into the mixer while a batch is being weighed. The scales shall be tested in accordance with State standards for weights & measures.
2. Bituminous Material Control. The equipment used to measure the bituminous material shall be accurate to plus or minus 0.3%. The bituminous material bucket shall be a non-tilting type with a loose sheet metal cover. The section of the bituminous line between the charging valve and the spray bar shall be provided with a valve and outlet for checking the meter when the metering device is substituted for a bituminous material bucket.
3. Mixer. The batch mixer shall be capable of producing a uniform mixture within the specified tolerances. The mixer shall have a batch capacity of not less than 900 kg (2000 pounds).
4. Control of Mixing Time. The plant shall be capable of adequately controlling mixing time. The mixer shall be equipped with an accurate timing device that shall signal the completion of mixing time.
Requirements for Drum Mix Plants. The drum mixer and necessary auxiliary equipment shall be specifically designed to provide a final product conforming to specifications. Auxiliary equipment to the drum mix plant shall provide the following:
1. Separate cold feed controls for each material.
2. Automatic interlocking device for cold feed, asphalt, and additive.
3. Means for determining moisture content of aggregate so the dry weight of cold feed can be determined for proper setting of asphalt and additive flow. The Contractor shall determine the moisture content of the aggregate at least twice daily and shall adjust the moisture correction equipment accordingly.
4. Means for sampling individual cold feeds and provisions for sequential sampling of aggregate, RAP, asphalt cement, and additives while under full production.
5. Equipment for temperature sensing of mix at discharge and automatic burner controls.
6. A surge storage system having a minimum capacity of 36 metric tons (40 tons) designed and equipped to prevent segregation. The surge storage system bins shall be equipped with adequate mechanical or electrical devices to indicate when bins are less than 1/4 full. The device shall automatically provide an audible or visual warning. The plant shall not be operated unless this automatic system is in good working order.
7. The bin(s) containing fine aggregate and filler, if required, shall be equipped with a device that shall prevent any hang-up of material while the plant is operating.
8. A minimum of one cold feed bin shall be required for each aggregate fraction used in the mix. The cold feed shall be equipped with adequate mechanical or electrical devices to indicate when the bins are empty or when the cold feed belt is not carrying the proper amount of material. The device shall automatically lock the cold feed belt and provide an audible or visual warning. The plant shall not be operated unless this automatic system is in good working order.
9. A separate cold feed shall be provided for RAP material. RAP shall be introduced into the drum at a location such that it does not come into direct contact with the burner flame.
10. The feeding mechanism shall include an individual belt feeder with a variable speed feeder drive controlled by electronically operated actuators. The bituminous feed control shall be coupled with the total aggregate weight measurement device in such manner as to automatically vary the bitumen feed rate as necessary to maintain the required proportion.

342.32 HAUL EQUIPMENT

Trucks used for hauling bituminous mixtures shall have tight, clean, smooth metal beds that have been thinly coated with a minimum amount of a City-approved release agent to prevent the mixture from adhering to the bed. Diesel fuel shall not be used.

342.33 PAVERS

Pavers shall be self-contained, self-propelled units, provided with an activated screed or a strike-off assembly, heated if necessary, and capable of spreading and finishing courses of PMBP material to the crowns, widths, and thickness as specified in the contract. Pavers shall be operated at a speed no greater than 5 km/h (3 mph). Materials introduced in front of the screed shall maintain a consistent depth to avoid variation in pressure on the screed. The auger box shall be maintained at 1/3 to 2/3 full. Pavers shall be equipped with a receiving hopper having sufficient capacity to affect a uniform spreading operation. The hopper shall be equipped with a distribution system capable of maintaining a uniform amount of mixture in front of the screed. The paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mixture. The screed shall be adjustable for both height and crown, and shall be equipped with a controlled heating device. The screed or strike-off assembly shall produce a finished surface of an even and uniform texture for the full width being paved without tearing, shoving or gouging the mixture. Screeds shall include any strike-off device operated by tamping or vibrating action. The paver shall be equipped with an automatic leveling device controlled from an external guide. The initial pass for each course shall be made using a paver equipped with a 12.0-m (40.0-ft) minimum external reference, except that this requirement shall not apply when PMBP is placed adjacent to Portland cement concrete pavement or when short lengths of PMBP placement are required, as determined by the Project Manager. Subsequent passes and passes adjacent to PCCP shall utilize a matching device of 300-mm (1.0-ft) minimum length riding on the adjacent lay.

342.34 COMPACTION EQUIPMENT

The number, weight, and type of rollers furnished shall be sufficient to obtain the required compaction while the mixture is in a workable condition. The selection of roller types shall provide the specified pavement density.

342.35 PLACEMENT OPERATIONS

The PMBP mixture shall be placed on the approved surface, spread and struck off to the grade and elevation established. It shall be spread and compacted in layers as shown on the plans or as directed by the Project Manager. The asphalt paver shall be used to distribute the mixture either over the entire width or over such partial width as may be practicable. The subgrade, base course or bituminous treated base (BTB) upon which the PMBP is to be placed shall be cleaned of all loose material or other deleterious materials prior to placement of the PMBP. These surfaces shall be free of frozen material, and the moisture and density requirements of the applicable section shall be met prior to placement of the new PMBP. The PMBP may be dumped from the hauling vehicles directly into the paving machine or it may be dumped upon the surface being paved and subsequently loaded into the paving machine; however, no PMBP shall be dumped from the hauling vehicles at a distance greater than 75 m (250 ft.) in front of the paving machine. When PMBP is dumped upon the surface being paved, the loading equipment shall be self-supporting and shall not exert any vertical load on the paving machine. Substantially all of the PMBP dumped shall be picked up and loaded into the paving machine. The speed of the paving machine shall be coordinated with the production of the plant to achieve a continuous operation. Sufficient hauling equipment shall be available to insure continuous operation. The control system on the paving machine shall control the elevation of the screed at each end, either by controlling the elevation of one end directly and the other indirectly through controlling the transverse slope or by controlling the elevation of each end independently, including any screed attachments used for widening, etc., unless otherwise directed by the Project Manager. Failure of the control system to achieve the desired typical section shall be cause for the suspension of the paving operations. When dumping directly into the paving machine from trucks, care shall be taken to avoid jarring the machine or moving it out of alignment. All courses of PMBP shall be placed and finished by means of self-propelled paving machines except under certain conditions or at certain locations where the Project Manager deems the use of self-propelled paving machines impracticable. Self-propelled paving machines shall spread the PMBP without segregation or tearing within the specified tolerances, true to the line, grade, and crown indicated on the plans. On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable, the mixture shall be dumped, spread and leveled to give the required compacted thickness. When required by the Project Manager, existing surfaces shall be cleaned and a tack coat shall be applied.

342.36 TEMPERATURE AND WEATHER LIMITATIONS

PMBP shall not be placed on wet or frozen surfaces or when weather conditions otherwise prevent the proper handling, finishing, and compacting of the PMBP.

342.37 COMPACTION

Immediately after the bituminous mixture has been spread, struck-off and surface irregularities adjusted, it shall be thoroughly and uniformly compacted. The sequence of rolling operations shall provide the specified pavement density. Rolling operations shall not disturb the typical section required by the plans. Rollers shall be operated at speeds less than 5 km/h (3 mph) and slow enough to minimize displacement of the bituminous mixture. The use of equipment that results in excessive crushing of aggregates shall not be permitted. Any roller marks resulting from use of a pneumatic roller shall be removed. Any displacement occurring as a result of the reversing of the direction of a roller, or from other causes, shall be corrected immediately. Care shall be exercised in rolling not to displace the line and grade of the edges of the bituminous mixture. To prevent adhesion of the mixture to the rollers, the wheels shall be kept properly moistened with water or water mixed with very small quantities of detergent or other approved material. Excess liquid shall not be permitted. Diesel fuel or other petroleum diluents shall not be used for any reason. Along forms, curbs, headers, walls and other places not accessible to the rollers, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons or with mechanical tampers. On depressed areas, a trench roller or cleated compression strips under the roller may be used to transmit compression to the depressed area. Mixtures that become loose, broken, mixed with dirt, segregated, or are defective, shall be removed and replaced with fresh hot bituminous mixture, and compacted to conform with the surrounding area, at the Contractor’s expense. Areas showing excess or deficiency of bituminous material shall be corrected immediately as directed by the Project Manager.

342.39 JOINTS

Placing of the PMBP shall be as continuous as possible. Rollers shall not pass over the unprotected end of a freshly laid mixture. When PMBP is placed over bituminous treated base or when open-graded friction course is placed over PMBP, longitudinal joints shall be staggered at least 150 mm (6.0 in.) relative to longitudinal joints of the underlying course. Unless otherwise shown on the plans, all transverse and longitudinal joints shall be tapered in accordance with this specification. Tapered transverse joints shall have at least a 1.0-m (3.0-ft) minimum taper, but in no case shall the taper slope be steeper than (24:1). Tapered longitudinal joints shall have at least a 300-mm (1.0-ft) minimum taper, but in no case shall the taper slope be steeper than 6:1. All transverse tapers shall be cut and squared off prior to commencing new work. Tapered longitudinal joints from previous operations shall be cleaned and tack coated unless otherwise directed by the Project Manager. All joints shall be completely bonded. The surface of each course at all joints shall be smooth and shall not show deviations in excess of 5 mm (3/16 in.) when tested with a 3.0-m (10.0-ft) straightedge in any direction. When paving under traffic, the Contractor shall plan the daily surfacing operations on a schedule so that the tapered longitudinal joints are not left exposed longer than seven (7) consecutive calendar days.

342.40 SURFACE TOLERANCES

The surface of each completed course shall be smooth and shall not show deviations in excess of 3 mm (1/8 in.) when tested with a 3.0-m (10.0-ft) straightedge in any direction. All humps or depressions exceeding this tolerance shall be corrected immediately as directed by the Project Manager.

342.41 PLAN SURFACING DEPTHS

Plan depths, for new or reconstruction projects, shall be monitored and recorded throughout the surfacing operations with methods and at intervals designated by the Project Manager. Should a deficient plan depth of more than 12.5 mm (0.5 inches) become evident and corrections no longer can be applied, the Contractor shall submit a corrective action plan to the Project Manager for review and approval. The Department will pay for the material in-place or up to the planned pavement thickness.

CONTRACTOR PROCESS QUALITY CONTROL TESTING

342.43 CONTRACTOR QUALITY CONTROL FOR MATERIALS

The Contractor is responsible for the quality of materials and construction. The City reserves the right to obtain samples of any portion of any material at any point of the operation for the City’s use. The Contractor shall implement a quality control and operations plan that shall effectively monitor the operations and provide the City with timely notice of conditions adverse to the continuous and uniform production of an acceptable product. At the preconstruction conference, the Contractor shall submit the name of the Quality Control Representative to the Project Manager. The Contractor shall, at that time, submit a quality control and operation plan, including the procedures to be followed in developing, applying and updating the quality control charts, to the Project Manager for approval. This plan shall follow the requirements outlined by the City. The Contractor shall sample the stockpiled aggregate at a point agreed to by the Project Manager and the mixed material behind the laydown machine and shall conduct testing on those samples in accordance with applicable test procedures. Qualified testing personnel using equipment furnished by the Contractor that meets all applicable ASTM and AASHTO requirements shall accomplish this sampling and testing. The Contractor shall establish a laboratory on the project separate and distinct from the City’s Laboratory and quality assurance facilities. The Contractor shall submit verification that all of the Contractor’s equipment meets the applicable standards. Equipment that does not meet the applicable standards shall be removed from the project. Testing for quality control shall be performed under the direct supervision the Project Manager or his designee. The certification will be based on demonstration of abilities for test methods and procedures, and a written test.

AASHTO T 2 Sampling Aggregates
AASHTO T 11 Materials Finer than 75 µm (No. 200) Sieve in Mineral Aggregates by Washing
AASHTO T 27 Sieve Analysis of Fine and Coarse Aggregates
AASHTO T 30 Mechanical Analysis of Extracted Aggregate
AASHTO T 40 Sampling Bituminous Materials
AASHTO T 85 Specific Gravity and Absorption of Coarse Aggregate
AASHTO T 87 Dry Preparation of Disturbed Soil and Soil Aggregate
AASHTO T 89 Determining the Liquid Limit of Soils;
AASHTO T 90 Determining the Plastic Limit and Plasticity Index of Soils
AASHTO T 146 Wet Preparation of Disturbed Soil Samples for Test
AASHTO T 164 Quantitative Extraction of Bitumen from Bituminous Paving Mixtures
AASHTO T 166 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens
AASHTO T 168 Sampling Bituminous Paving Mixtures
AASHTO T 176 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test
AASHTO T 182 Coating and Stripping of Bituminous-Aggregate Mixtures
AASHTO T 209 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures
AASHTO T 218 Sampling Hydrated Lime
AASHTO T 248 Reducing Field Samples of Aggregate to Testing Size
AASHTO T 255 Total Moisture Content of Aggregate by Drying
AASHTO T 269 Percent Air Voids in Compacted Dense and Open Bituminous Mixtures
AASHTO T 304 Uncompacted Void Content of Fine Aggregate
AASHTO T 308 Determining the Asphalt Binder Content of Hot Mix Asphalt (HMA) by the Ignition Method
AASHTO T 312 Standard Method for Preparing and Determining the Density of Hot Mix Asphalt (HMA) Specimens by Means of the SHRP Gyratory Compactor
ASTM D 2950 Density of Bituminous Concrete in Place by Nuclear Methods
ASTM D 4791 Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

Using these test procedures, the Contractor’s Quality Control Testing shall consist of the following as a minimum:

A. Stockpile Testing. The Contractor shall perform gradation tests, sand equivalent tests, fine aggregate angularity tests, liquid limit determinations, plastic limit determinations, flat-elongated particle determinations, and fractured faces determinations on each fraction of aggregate stockpiled at the hot mix plant. The Project Manager shall approve the location for the sampling of stockpiled aggregate. Each fraction of material shall be samples and tested at the rate of at least one test per 230 metric tons (250 tons) of material produced for the first 1815 metric tons (2000 tons) of production and at least one test per 450 metric tons (500 tons) of material produced after that time.
B. Asphalt Binder Content and Aggregate Gradation. The Contractor shall sample the PMBP mixture from behind the paver and shall determine the asphalt content, for information purposes only, and the aggregate gradation of the sample that is prepared for testing per AASHTO T 308. Additionally, each oven used to perform AASHTO T 308 shall be individually calibrated before its actual use. If any Quality Control or Quality Analysis oven has not been properly calibrated per this procedure before actual production of any job mix formula, the Project Manager shall cease all paving operations until such a calibration of all ovens has been completed at no additional cost to the City for any incurred Contractor delays. The material shall be sampled and tested at the rate of at least one test per 900 metric tons (1000 tons) of material produced with at least two tests per day’s production when production exceeds 450 metric tons (500 tons) and a minimum of one test per day when production is between 90 metric tons (100 tons) and 450 metric tons (500 tons).
C. Quality Control Test Submittals. By noon of the workday after the material has been produced or placed, the Contractor shall deliver to the Project Manager or his designee a copy of all test results that were run that day. The Contractor’s Quality Control Representative shall also certify that the test results obtained are a true and accurate representation of the material sampled.
The Contractor on the project shall control the aggregate gradations during production of PMBP such that the maximum variation from the approved job mix formula, using a moving average of three tests, shall comply with the established tolerances of Table 342-D.

TABLE 342-D
AGGREGATE VARIATION ALLOWANCE

Sieve Size	Percent Tolerance
Nominal Maximum Sieve, 9.5 mm (3/8 in.), and 4.75 mm (# 4) Note (5)	± 5
75 µm (No. 200)	± 1.4

Note 5: The “Nominal Maximum Sieve” for a SP-1 PMBP gradation shall be the 37.5mm (1-1/2 in) sieve, for a SP-II PMBP gradation shall be the 25.0mm (1 in) sieve, for a SP-III PMBP gradation shall be the 19.0mm (3/4 in) sieve, and for a SP-IV PMBP gradation shall be the 12.5mm (1/2 in) sieve.

If the Contractor’s production testing indicates that this requirement is not being met, the Contractor shall take corrective action to ensure that the requirement is complied with.

342.44 CONTRACTOR QUALITY CONTROL FOR COMPACTION

The Contractor shall monitor the compaction process by determining the density of the PMBP with a portable nuclear density test device in conformity with ASTM D 2950. The Contractor from cut pavement samples shall establish the calibration of the portable nuclear device. The density readings of the cut pavement samples shall be determined by the Contractor in accordance with AASHTO T 166 (weight, volume method) and the density readings of the pavement shall be determined by the portable nuclear density test device in conformity with ASTM D 2950 and shall be correlated by the Contractor. The Contractor shall conduct testing at the minimum rate of one per 270 metric tons (300 tons) and shall furnish all test results to the Project Manager. It is intended that quality control density testing be done while the bituminous mixture is hot enough to permit further compaction if necessary. Rolling for any compactive effort shall not be allowed beyond the point at which it becomes ineffective or damage begins to occur. Additionally, use of vibratory mode shall not be permitted when the temperature of the mix is below 93°C (200°F).

342.45 SUSPENSION OF OPERATIONS

If the test results for the properties listed in subsection 342.48, City Quality Assurance Testing, indicate that the material fails to meet the specification requirements for a period of one (1) day or 1360 metric tons (1500 tons), the Contractor shall initiate corrective action. If the PMBP material further fails to meet the specification requirements for a total of two (2) consecutive days or a maximum total production of 2720 metric tons (3000 tons), the Project Manager shall halt the production of PMBP. The gradation information obtained by the Contractor shall be used by the Contractor to determine the causes or factors that may be a contribution to the problem and to determine a solution to the problem. The Contractor shall propose a plan to solve the problem. Approval of the plan shall be obtained from the Project Manager before resumption of paving operations. Upon approval of the proposed plan, the Contractor may resume operations to determine if the actions taken have corrected the problem. The Contractor shall limit production to 900 metric tons (1000 tons) that shall be tested in 450-metric-ton (500-ton) increments. If that testing indicates that the problem has been corrected, the Contractor may resume full operations. If the problem has not been corrected, further trial runs and testing as described herein shall be required. The Contractor shall produce material in full compliance with all specification requirements, regardless of whether the requirements are used for acceptance and/or price reduction determination. Evaluation of test results for specification compliance and treatment of material that does not meet specifications shall be done at no expense to the City. All material that is rejected shall be removed and replaced with specification material at the Contractor’s expense and the City shall not grant additional contract time.

342.46 PROJECT VERIFICATION TESTING

Project verification sampling and testing shall be performed by the City to assure that the Contractor’s field personnel are using correct and accurate procedures and proper equipment. The City’s personnel on split samples furnished to the City by the Contractor shall perform project verification testing. Samples taken for verification testing shall be obtained and split by the Contractor’s technicians and witnessed by City personnel.

CITY QUALITY ASSURANCE TESTING

342.48 CITY QUALITY ASSURANCE TESTING FOR PMBP MIX

Acceptance shall be based on tests made from stratified random samples taken after the PMBP has been placed on the roadbed and before compacting. After the mix design has been issued, the Contractor shall control the mixture production on the project such that the tolerances of Table 342-F are met. The City shall conduct quality assurance sampling, testing, and monitoring to insure that the Contractor provides a mix that meets the tolerances. The City in accordance with its minimum acceptance testing requirements shall conduct this testing. Acceptance test results shall be provided to the Contractor’s Quality Control Representative or designee by the end of the following workday after the samples are taken.

TABLE 342-F
ACCEPTANCE TESTING TOLERANCES (Note 6)

Characteristic	Specification Limit
Characteristic	Lower	Upper
Air Voids, Percent	T.V.*- 1.60%	T.V. + 1.60%
Nominal Sieve, Percent	T.V. - 5%	T.V. + 5%
3/8 inch sieve, Percent	T.V. - 5%	T.V. + 5%
No. 4 sieve, Percent	T.V. - 5%	T.V. + 5%
No. 200 sieve, Percent	T.V. – 1.4%	T.V. + 1.4%
Voids in the Mineral Aggregate (VMA), Percent	T.V. – 1.3%	T.V. + 1.3%
Dust-to-Binder Ratio	T.V. – 0.3%	T.V. + 0.3%

*Target Value (T.V.) shall be obtained from the approved Job Mix Formula.
Note 6: All gradation, VMA, and Dust-to-Binder Ratio values shall be determined using the AASHTO T 308 testing results
Note 7: Shall be determined based on daily tank straps.

The City shall sample the PMBP mixture from behind the paver and shall determine the asphalt content, for information purposes only, and the aggregate gradation of the sample that shall be prepared for analysis per AASHTO T 308. Additionally, each oven used to perform AASHTO T 308 shall be individually calibrated before its actual use. If any Quality Control or Quality Analysis oven has not been properly calibrated per this procedure within two (2) days of actual production of any job mix formula, the Project Manager shall cease all paving operations until such a calibration of all ovens has been completed at no additional cost to the City for any incurred Contractor delays that are directly related to this issue. Also, all PMBP material that is produced during this time period is produced at the Contractor’s risk of price reduction or removal per the outcome of actual testing results.

342.49 CITY QUALITY ACCEPTANCE TESTING FOR COMPACTION

The PMBP shall be divided into acceptance sections or lots of 1360 metric tons (1500 tons) or one day’s production, whichever is less, for the purpose of defining areas represented by each series of acceptance tests. The City shall use a stratified random sampling plan to enhance the quality of acceptance sampling and testing. The density of each acceptance section or lot shall be evaluated by a minimum of three cut pavement samples taken in conformity with AASHTO T 166 at randomly selected sites within the test section. The cut pavement samples shall be taken and prepared by the Contractor for testing. City personnel shall do the testing. The Contractor shall core each lift of the PMBP full depth in accordance with applicable AASHTO and City procedures. All questions arising from the sampling operation, including diameter of core samples shall be decided by the Project Manager. The Contractor shall identify each core sample with a location marking and deliver all core samples to the test site within the time specified by the Project Manager. The mean density obtained for all tests in each acceptance section or lot shall be at least 93% of the theoretical maximum density as determined from AASHTO T 209. In addition, each individual test value obtained within an acceptance section or lot shall be at least 90.00% of the theoretical maximum density and shall not exceed 98.00% of the theoretical maximum density. In the event an individual test result falls below 90.00% or exceeds 98.00% of the theoretical maximum density, the Contract Administrator shall determine the disposition of the material represented by the test.

342.50 PRICE ADJUSTMENT FOR ROADBED DENSITY

The payment of the unit price shall be adjusted for roadway density as outlined in Table 342-G. The adjustment shall be applied on a lot-by-lot basis for each lift. The adjustment shall be based on the average of all density tests for the lot. The price adjustment shall be applied only to the pay item for PMBP.

TABLE 342-G
PRICE ADJUSTMENTS FOR ROADWAY DENSITY

Average Density	Percent of Contract Price to be Paid
Above 98.00	*
97.00–98.00	75%
96.00–96.99	95%
95.00–95.99	100%
94.00–94.99	102%
93.00–93.99	100%
92.00–92.99	95%
91.00–91.99	75% **
90.00–90.99	50% **
Less than 90.00	*

* If test results indicate that the material in the lot does not meet the specifications for air voids and VMA the material will be removed, and no payment shall be made to the contractor.

** This lot shall be removed and replaced. In lieu thereof, the Contractor and the Contract Administrator may agree in writing that it is in the best interest of the City that the lot not be removed but instead be left in place at no cost to the City.

END OF SPECIAL CONDITION 33

SC-34 CUSTOMER SERVICE OUTREACH & NOTIFICATION —
Customer Service is an essential component of City of Las Cruces and its representatives. Therefore, the following conditions will be required by the contractor. Any associated cost shall be considered incidental to construction.
EMERGENCY CONTACT
The Contractor shall provide a 24-hour, 7 day a week contact to the City’s Project Manager for residents, businesses, or the City in an event of an emergency. This information shall be placed on all door hanger notices provided to the public along with the City Project Manager’s contact information. All door hanger notices shall be reviewed and approved by the City’s Project Manager prior to distribution.
PUBLIC NOTIFICATION
The Contractor must coordinate/schedule with residents, businesses, and the City where applicable. The Contractor shall distribute flyers/door hangers to all potentially affected residents and/or businesses for each applicable bullet below. At minimum, the flyers/door hangers must include the scope of work, duration of construction activities, and emergency contact as noted above.
- General notification for entire project. Two weeks prior to construction. Notification must be updated if construction schedule or phasing changes.
- Utility outages. 48-hour minimum notification after City approval. Cancelation notices must be provided if outage is canceled.
- Utility transfers.48- hour minimum notification after City approval. Specific notification for each resident and/or business including scope of work and duration of construction activities. Notification must be updated if transfer schedule changes.
- Driveway installation or construction that blocks pedestrian or vehicular access. 48-hour minimum notification after City approval. Notification must be updated if construction schedule changes.
- Private property construction. Any construction on private property, including but not limited to sidewalks, fences and gates, driveway transitions, etc. shall be coordinated with the resident and/or business and City 48 hours prior to construction.
RESIDENT/BUSINESS ACCESS
Any access restrictions that affect residents and/or businesses shall be coordinated and approved by the City’s Project Manager at least 48 hours in advance. The access must also be safe for pedestrians (i.e. a safe route must be maintained for residents to access their mailboxes). This shall also include maintaining resident and/or business access and coordinating driveway reconstruction to off-business hours or during resident preference. Additional specific signage for business access shall also be considered incidental to this special condition.
ROAD CLOSURE NOTICE
The Contractor shall inform the City Project Manager a minimum of 72 hours prior to closing or diverting traffic on each roadway. All road closures and traffic control plans must be approved by the City’s Project Manager.
TRASH/RECYCLE PICKUP
Access must be maintained for the solid waste trucks to meet their weekly scheduled route. If the nature of the work is such that it restricts solid waste’s schedule, the Contractor must make arrangements to move the containers to an accessible location. The empty containers are then to be relocated back to the correct property. This must be coordinated 48 hours in advance with solid waste customers.
LANDSCAPE CORRECTION AND SITE CLEANUP
The Contractor shall maintain a clean worksite including work on private property. In addition, the Contractor shall make all corrections to landscape and site damage withing 48 hours of conducting the work. If correction cannot take place within 48 hours, the contractor shall notify the resident and/or business and the City with a schedule of when the correction will take place.
VARIOUS COORDINATION
The Contractor will be responsible for coordinating access with any other relevant entities such as the LCPS busses, Roadrunner Transit, scheduled deliveries, scheduled resident and/or business services, Emergency Services, etc.
SC-35 CITY OF LAS CRUCES-TRAFFIC SIGNAL AND STREET LIGHTING APPROVED PRODUCTS LIST —
The Contractor shall provide equipment from the City of Las Cruces-Traffic Signal and Street Lighting Approved Products List (CLC-APL) as shown in this special condition.
1. The Contractor shall prepare and provide submittals providing manufacturer’s specifications for the components as shown on the CLC-APL.
2. The Contractor shall not proceed with the traffic signal or street lighting work until receiving approval of the submittals from the City of Las Cruces Traffic Engineer.
*ATTACH MOST RECENT APPROVED PRODUCT LIST FROM TRAFFIC MANAGEMENT
END OF SPECIAL CONDITIONS SECTION

Submission Requirements

Bid Compliance Confirmation (required) —
In compliance with the Bid Specifications, Bidding Conditions, and Purchase Order Terms and Conditions, I, the undersigned, offer and agree to furnish any or all items upon which prices are offered at the price set opposite each item, to the City within the time specified.
I (we) further certify that this company has not been debarred, suspended, or otherwise made ineligible for participation in Federal Assistance programs under Executive Order 12549 “Debarment and Suspension” as described in the Federal Register Rules and Regulations.
Payment Terms (required) —
By clicking 'Please confirm' below, you acknowledge that the Payment Terms are Net 30 Days
Bidder guarantees delivery of items within ____ days. (required) —
Please enter your response below.
Pricing for this bid is effective through ______. (required) —
Price agreements are effective for one year from date of award
NM Tax & Revenue Department Combined Reporting System (CRS) # —
Enter NM CRS # if registered with Taxation & Revenue
Current NM Secretary of State Business ID # —
Corporations Only
Current CLC Business Registration # —
For businesses residing within Las Cruces city limits
Contractor's License Information (required) —
Please include the following information in your response:
- License Number
- License Classification
- License Expiration Date
- License Qualifying Party
State Labor Enforcement Fund Registration Number (required)
Federal Employer / Tax Identification # (required)
List of Subcontractors (required) —
Please download the below documents, complete, and upload.
Bid Bond (required) —
Please download the below documents, complete, and upload.
Proof of Insurance (required) —
Provide either a current insurance certificate for the project with all supporting endorsements or letter from authorized carrier certifying that the required proof coverage with supporting endorsements will be timely provided prior to contract execution.
Bid Proposal (required)
Type of ITB: (required)
Attendance for Pre-Bid Meeting (required)
Liquidated Damages Amount (In Words) (required) —
Please enter the liquidated damages amount in word format.
Example: five hundred and fifty dollars
Liquidated Damages Amount (Number) (required) —
Please enter the liquidated damages amount in number form.
Example: $550.00
Wage Rate Decision Number (required) —
Please enter the Wage Rate Decision Number from the New Mexico Department of Labor.
Answer format: DA xx-xxxx
Is this project Federally Funded? (required)
Are Bonds applicable for this project? (required)
Bonds Required (required)
Pricing (required) —
- Choose Option 1 when you have set line items, for example:
  - This is a quote for goods or commodities.
  - This is a public works bid, with a pricing table that can be uploaded into OpenGov Procurement from an Excel spreadsheet.
  - Seeking services for hourly rate schedules.
- Choose Option 2 when you need vendors to provide you with the line items.
Contract Completed (required) —
Enter the number of working days the total contract shall be completed within.

Rosedale PHMSA Grant Pipeline Rehab

Opportunity details

Description

Project Details

Important Dates

Evaluation Criteria

Submission Requirements

Key dates

AI classification tags

Frequently asked questions

Stop searching. Start winning.

	$500 & Less	Over $500
Contractor for work performed by own forces	22%	19%
Contractor for work performed by subcontractor	15%	10%