Whole Block Reconstruction - Ciniza Drive, Gallup NM

This project is for the improvement of Ciniza Drive, a designated collector street. Work for this project includes the construction of a concrete box culvert, removal and replacement of sidewalks, drivepads, curb and gutter, and asphalt pavement. It also includes installation of waterline valves, and the relocation of fire hydrants. Other miscellaneous work includes ADA curb ramps, traffic signs, removal and replacement of existing fencing and landscaping. An additive alternate includes concrete pavement removal and replacement. The street improvements are located in Gallup, New Mexico along Ciniza Drive. The project runs from the intersection of Ciniza Drive and Toltec Drive east 930-feet to an existing drainage channel.

Project Details

• Reference ID: ITB-2701
• Department: Street Department
• Department Head: John Lastyona (Street Superintendent)

Important Dates

• Questions Due: 2026-07-21T23:00:00.000Z
• Answers Posted By: 2026-07-24T23:00:00.000Z

Evaluation Criteria

• Scope of Work —

  This project is for the improvement of Ciniza Drive, a designated collector street. Work for this project includes the construction of a concrete box culvert, removal and replacement of sidewalks, drivepads, curb and gutter, and asphalt pavement. It also includes installation of waterline valves, and the relocation of fire hydrants. Other miscellaneous work includes ADA curb ramps, traffic signs, removal and replacement of existing fencing and landscaping. An additive alternate includes concrete pavement removal and replacement.

   

  The street improvements are located in Gallup, New Mexico along Ciniza Drive. The project runs from the intersection of Ciniza Drive and Toltec Drive east 930-feet to an existing drainage channel.

• DEFINITIONS —

  The meaning and intent of the following terms or words, as used in the specifications or other contract documents, shall be interpreted as follows:

  OWNER: PARTY OF THE FIRST PART, whether an individual, partnership, corporation, municipality, or division of State or Federal Government, acting through its legally authorized officials.

  ENGINEER: The Engineer in charge for the Owner.

  CONTRACTOR: PARTY OF THE SECOND PART, whether an individual, partnership, or corporation entering into contract for performance of the work covered by this contract and authorized agents or legal representatives.

  CONTRACT DOCUMENTS: Shall be considered to include the following:

  Information for Bidders
  Proposal
  Contract
  Performance Bond
  Payment Bond
  General Conditions
  Special Conditions
  Technical Specifications
  Drawings
  Addenda/Amendments if applicable

  DATE OF CONTRACT: Shall mean the date upon which the successful bidder's proposal is accepted by the Owner.

  DAY: Unless specifically defined elsewhere in the documents, shall mean a calendar day.

  THE WORK: Shall mean the work to be done and the equipment, supplies and materials to be furnished under this contract.

  PLANS AND DRAWINGS: The approved plans, working drawings or exact reproduction, showing location, character and extent of the work to be done.

  CHANGE ORDER: A supplementary document to the contract, setting forth the description and value of the changes, increases or decreases in the work ordered by the Owner and agreed to by the Contractor.

  INTERPRETATION OF TERMS: Whenever the words "as ordered", "as directed", "as required", "as permitted", "as allowed", or words or phrases of like import are used, it shall be understood the order, direction, requirement, permission or allowance of the Owner and Engineer is intended:  similarly, the words "approved", "acceptable", "satisfactory", "suitable" or words of like effect and import shall mean approved, reasonable, acceptable, satisfactory or suitable in the judgment or opinion of the Owner and the Engineer.

  OR EQUAL: Whenever a material or article required is specified or shown on the plans by using the name of the proprietary product or of a particular manufacturer of vendor, any material or article which will perform adequately and duties imposed by the general design, will be considered equal and satisfactory, provided the material or article so proposed is of equal substance and function in the Owner's and Engineer's opinion.

  FIRST CLASS: The highest quality as defined by consensus in the field which work is in reference to.

• LOCATION AND CHARACTER OF WORK —

  This project is for the improvement of Ciniza Drive, a designated collector street. Work for this project includes the construction of a concrete box culvert, removal and replacement of sidewalks, drivepads, curb and gutter, and asphalt pavement. It also includes installation of waterline valves, and the relocation of fire hydrants. Other miscellaneous work includes ADA curb ramps, traffic signs, removal and replacement of existing fencing and landscaping. An additive alternate includes concrete pavement removal and replacement. The street improvements are located in Gallup, New Mexico along Ciniza Drive. The project runs from the intersection of Ciniza Drive and Toltec Drive east 930-feet to an existing drainage channel.

• Notice —

  Notice is hereby given that the City of Gallup, New Mexico will receive sealed bids for  Whole Block Reconstruction - Ciniza Drive, Gallup NM until the hour of  2:00 pm, local time, on  Tuesday, July 28, 2026 at the office of the Procurement Manager at City Hall, via the City's eProcurement Portal.  Bids will be opened, read and tabulated at that time. No bids will be received or considered if received after the time stated above. 

  This project is for the improvement of Ciniza Drive, a designated collector street. Work for this project includes the construction of a concrete box culvert, removal and replacement of sidewalks, drivepads, curb and gutter, and asphalt pavement. It also includes installation of waterline valves, and the relocation of fire hydrants. Other miscellaneous work includes ADA curb ramps, traffic signs, removal and replacement of existing fencing and landscaping. An additive alternate includes concrete pavement removal and replacement. The street improvements are located in Gallup, New Mexico along Ciniza Drive. The project runs from the intersection of Ciniza Drive and Toltec Drive east 930-feet to an existing drainage channel.

   

  Plans, Specifications, and Bidding Documents may be examined at the office of the Purchasing Director located at 110 West Aztec, Gallup, NM 87301, phone number (505) 863-1334. Additional information regarding this bid may also be viewed at https://procurement.opengov.com/portal/gallupnm/projects/278755.

  Plans, Specifications and Bidding Documents may be obtained from  DePauli Engineering & Surveying LLC307 S. 4th Street, Gallup NM 87301, upon deposit of  Two Hundred Fifty Dollars ($250.00), all of which will be refunded upon return of the documents within ten (10) days after bid opening. 

   

  Dated:  12th day of July 2026

   

  By:/S/ By: Marc DePauli, Mayor                                                                                                                                

  Gallup Sun Publishing Date: Friday-July 17, 2026 Albuquerque Journal Publishing Date: Sunday-July 12, 2026

• SPECIAL CONDITIONS —

  If any conflict is found between the Special Conditions and other portions of these specifications, the Special Conditions shall govern.

• Submittal Procedures Section 101 —

  101 SUBMITTAL PROCEDURES - INDEX

  101.1 GENERAL
      101.1.1 DEFINITIONS
      
  101.2 MATERIALS
      101.2.1 TRANSMITTAL FORM
      101.2.2 IDENTIFYING SUBMITTALS
      101.2.3 FORMAT FOR SHOP DRAWINGS
      101.2.4 FORMAT OF PRODUCT DATA
      101.2.5 FORMAT OF SAMPLES
      101.2.6 FORMAT OF OPERATION AND MAINTENANCE (O&M) DATA
      101.2.7 QUANTITY OF SUBMITTALS
          
  101.3 EXECUTION
      101.3.1 REVIEWING, CERTIFYING
      101.3.2 CONSTRAINTS
      101.3.3 APPROVED SUBMITTALS
      101.3.4 DISAPPROVED SUBMITTALS
      101.3.5 CONTROL OF SUBMITTALS

  101.4 MEASUREMENT AND PAYMENT

  101    SUBMITTAL PROCEDURES
  101.1 GENERAL
  The Contractor shall make submittals as required by the specifications. The Engineer may request submittals in addition to those specified when deemed necessary to adequately describe the work covered in the respective sections. Each submittal shall be complete and in sufficient detail to allow ready determination of compliance with contract requirements. Prior to submittal, all items shall be checked and approved by the Contractor. 

  101.1.1 DEFINITIONS

  101.1.1.1 Submittal:  Shop drawings, product data, samples, operation and maintenance data presented for review and approval. Contract General Condition Paragraph 10, Workmanship and Superintendence shall apply to all submittals.

  101.1.1.2 Types of Submittals:  All submittals shall be grouped as follows: 

  101.1.1.2.1 Shop drawings: Drawings, schedules, diagrams, and other data prepared specifically for this contract, by Contractor or through Contractor by way of subcontractor, manufacturer, supplier, distributor, or other lower tier Contractor, to illustrate portion of work. Diagrams and instructions from a manufacturer or fabricator for use in producing the product and as aids to the Contractor for integrating the product or system into the project. Drawings prepared by or for the Contractor to show how multiple systems and interdisciplinary work will be coordinated

  101.1.1.2.2 Product data: Preprinted material such as illustrations, standard schedules, performance charts, instructions, brochures, diagrams, manufacturer's descriptive literature, catalog data, and other data including size, physical appearance and other characteristics of materials or equipment to illustrate portion of work, but not prepared exclusively for this contract. Samples of warranty language when the contract requires extended product warranties.

  101.1.1.2.3 Samples: Physical examples of materials, equipment, products, assemblies or workmanship that illustrate functional and aesthetic characteristics of a material or product and establish standards by which the work can be judged. Color samples from the manufacturer's standard line (or custom color samples if specified) to be used in selecting or approving colors for the project. Field samples and mock-ups constructed on the project site establish standards by which the ensuing work can be judged. Includes assemblies or portions of assemblies which are to be incorporated into the project and those which will be removed at conclusion of the work.

  101.1.1.2.4 Operation and Maintenance (O&M) Data: Data that is furnished by the manufacturer, or the system provider, to the equipment operating and maintenance personnel. This data is needed by operating and maintenance personnel for the safe and efficient operation, maintenance, and repair of the item. The data is to be on hand when the item is delivered to the project site.

  101.1.1.2.5 Design Data: Calculations, mix designs, analyses, or other data pertaining to a part of work.

  101.1.1.2.6 Test Reports: Report signed by authorized official of testing laboratory that a material, product or system identical to the material, product, or system to be provided has been tested in accord with specified requirements. Testing shall be within three (3) years of date of contract award for the project. Report which includes findings of a test required to be performed by the Contractor on an actual portion of the work or prototype prepared for the project before shipment to job site. Report which includes finding of a test made at the job site or on sample taken from the job site, on portion of work during or after installation, including investigation reports, daily checklists, final acceptance tests, and operational test procedures.

  101.1.1.2.7 Certificates: Statements signed by responsible officials of manufacturer of product, system, or material attesting that product, system, or material meets specification requirements. The certificates must be dated after the award of the project contract and clearly name the project. Certificates shall be documents required of the Contractor, or of a supplier, installer, or subcontractor through the Contractor, the purpose of which is to further the quality of orderly progression of a portion of the work by documenting procedures, acceptability of methods or personnel qualifications. 

  101.1.1.2.8 Manufacturer's Instructions: Preprinted material describing installation of a product, system, or material, including special notices and Material Safety Data sheets concerning impedances, hazards, and safety precautions.

  101.1.1.2.9 Manufacturer's Field Reports: Documentation of factory test reports, testing, and verification actions taken by the manufacturer's representative to confirm compliance with the manufacturer's standards or instructions shall be provided. 

  101.1.1.3 Closeout Submittals: Documentation to record compliance with technical or administrative requirements or to establish an administrative mechanism.

  101.1.1.4 Approving Authority: Contractor’s authorized person to approve submittal.

  101.1.1.5 Submittal Register: At the end of this Section a list showing items of equipment and material for which submittals are required by the specifications is provided. This list may not be all inclusive and additional submittals may be required. It is the Contractor’s responsibility to maintain a complete register of all the submittals.

  101.1.1.6 Work: As used in this section, on- and off-site construction required by Contract Documents including labor necessary to produce submittals, materials, products, equipment, and systems incorporated or to be incorporated.

  101.2 MATERIALS

  101.2.1 TRANSMITTAL FORM
  Transmit each submittal, except sample installations and sample panels, to the office of the engineer. The transmittal form shall identify the Contractor, indicate date of submittal, and include information prescribed by transmittal form and required in Paragraph 101.2.2. Process transmittal forms to record actions regarding sample panels and sample installations.

  101.2.2 IDENTIFYING SUBMITTALS 
  Identify submittals, except sample panel and sample installation, with the following information permanently adhered to or noted on each separate component of each submittal and noted on transmittal form. Mark each copy of each submittal identically, with the following:
  I.        Project title and location
  II.       Construction contract number
  III.      Section number of the specification section by which submittal is required
  IV.      Submittal description of each component of submittal
  V.       Each submittal shall be numbered, for example, Section # - 2, for accurate tracking
  VI.      When a resubmission is required add alphabetic suffix on submittal number, for example, Section # - 2A to  indicate resubmission
  VII.     Name, address and telephone number of subcontractor, supplier, manufacturer and any other second tier Contractor associated with submittal
  VIII.        Product identification and location in project

  101.2.3 FORMAT FOR SHOP DRAWINGS
  I.        Shop drawings shall not be less than 8 1/2 by 11 inches nor more than 24 by 36 inches
  II.        Present 8 1/2 by 11 inches sized shop drawings as part of the bound volume for required submittals 
  III.          Present larger drawings in sets
  IV.        Include on each drawing the drawing title, number, date, and revision numbers and dates 
  V.          Drawing information shall be included in addition to information required in the Paragraph 101.2.2
  VI.        Drawings shall be to scale and dimensioned except for diagrams and schematic drawings 
  VII.          Drawings shall be prepared to demonstrate interface with other trades
  VIII.          Shop drawings’ dimensions shall be the same unit of measure as indicated on the contract drawings
  IX.          Shop drawings shall identify materials and products for work shown

  101.2.4 FORMAT OF PRODUCT DATA 
  I.        Present product data submittals for each section as a complete, bound volume
  II.          Volume shall include a table of contents, listing page, and catalog item numbers for product data
  III.        Indicate, by prominent notation, each product which is being submitted; indicate specification section number and paragraph number to which it pertains
  IV.        Supplement product data with material prepared for the project to satisfy submittal requirements for which product data does not exist and identify this material as developed

  101.2.5 FORMAT OF SAMPLES 
  Furnish samples in sizes as described below, unless otherwise specified or unless the manufacturer has prepackaged samples of approximately same size as specified below:
  I.        Sample of equipment or devices shall be full sized 
  II.        Samples of materials less than 2 by 3 inches shall be built up to 8 1/2 by 11 inches
  III.         Sample of materials exceeding 8 1/2 by 11 inches shall be cut down to 8 1/2 by 11 inches and adequate to indicate color, texture, and material variations
  IV.        Sample of linear devices or materials shall be 10 inches in length or the length to be supplied for construction if less than 10 inches
  V.          Examples of linear devices or materials include conduit and handrails
  VI.        Samples of non-solid materials, such as sand and paint, shall be submitted in the volume of a pint
  VII.        Color selection samples shall be 2 by 4 inches    
  VIII.          The sample panels shall be 4 by 4 feet 
  IX.        The sample installation shall be 100 square feet

  101.2.5.1 Samples Showing Range of Variation: Where variations are unavoidable due to nature of the materials, submit sets of samples of not less than three units showing extremes and middle of range.

  101.2.5.2 Reusable Samples: Incorporate returned samples into work only if so specified or indicated. Incorporated samples shall be in undamaged condition at time of use.

  101.2.5.3 Recording of Sample Installation: Note and preserve the notation of area constituting sample installation

  but remove notation at final cleanup of project.
  101.2.5.4 Other: When color, texture or pattern is specified by naming a manufacturer and style, include one (1) sample of that manufacturer and style, for comparison.

  101.2.6 FORMAT OF OPERATION AND MAINTENANCE (O&M) DATA
  O&M Data formats shall comply with the requirements specified by each Section indicating a O&M Data submittal requirement. 

  101.2.7 QUANTITY OF SUBMITTALS

  101.2.7.1 Number of Copies of Shop Drawings: Submit five (5) copies of submittals and shop drawings for review and approval.

  101.2.7.2 Number of Copies of Product Data: Submit product data in compliance with the quantity requirements specified for shop drawings per each Section. If quantities are not so described, submit five (5) copies of product data for review and approval.

  101.2.7.3 Number of Copies of Samples:
  I.    Submit two (2) samples, or two (2) sets of samples, showing range of variation of each required item
  II.    One (1) approved sample or set of samples will be retained by the Engineer and one will be returned to the Contractor
  III.    Submit one sample panel and include components listed in technical section or as directed
  IV.    Submit one sample installation where directed
  V.    Submit one sample of non-solid materials

  101.2.7.4 Number of Copies of Operation and Maintenance Data:  Submit five (5) copies of O&M Data to the Engineer for review and approval.

  101.3 EXECUTION

  101.3.1 REVIEWING, CERTIFYING
  The Contractor shall be responsible for reviewing and certifying that submittals are in compliance with contract requirements. Only one manufacturer per product item shall be submitted. Submission of multiple manufacturers for one product shall be grounds for disapproval. 

  101.3.1.1 Procedures:  The Engineer will further discuss detailed submittal procedures with the Contractor at the Preconstruction Conference.

  101.3.1.2 Preconstruction Submittals:  The following list shall be provided prior to start of construction:
  I.    List of proposed products
  II.    Construction Progress Schedule
  III.    Submittal register
  IV.    Environmental protection plan
  V.    Storm Water Pollution Prevention Plan
  VI.    Traffic control plan(s)

  101.3.2 CONSTRAINTS
  I.    Submittals listed or specified in this contract shall conform to provisions of this section unless explicitly stated otherwise by the Engineer
  II.    Submittals shall be complete for each definable feature of work; components of definable feature interrelated as a system shall be submitted at same time
  III.    When acceptability of a submittal is dependent on conditions, items, or materials included in separate subsequent submittals, submittal will be returned without review
  IV.    Approval of a separate material, product, or component does not imply approval of assembly in which item functions

  101.3.3 APPROVED SUBMITTALS
  The Engineer’s approval of submittals shall not be construed as a complete check, but will   indicate only that the general method of construction, materials, detailing and other information are satisfactory to the project requirements. Approval will not relieve the Contractor of the responsibility for any error which may exist. After submittals have been approved by the Engineer, no resubmittal for the purpose of substituting materials or equipment will be considered unless accompanied by an explanation of why a substitution is necessary.

  
  101.3.4 DISAPPROVED SUBMITTALS
  The Contractor shall make all corrections required by the Engineer and promptly furnish a corrected submittal in the form and number of copies specified for the initial submittal. If the Contractor considers any correction indicated on the submittals to constitute a change to the contract, a notice in accordance with the Contract General Condition ADDITIONAL, OMITTED OR CHANGED WORK shall be given promptly to the Engineer.

  
  101.3.5 CONTROL OF SUBMITTALS
  The Contractor shall carefully control his procurement operations to ensure that each individual submittal is made and approved prior to acquisition of material or equipment covered therein. The Contractor shall provide ample time for review and delivery of the approved material prior to installation of material or equipment.

  
  101.4 MEASUREMENT AND PAYMENT
  Measurement and payment for the work covered by this Section of the specifications shall be considered incidental to the items of work described in the Special Conditions. 

• INTERPRETATION OF DRAWINGS AND DOCUMENTS —

  The Owner reserves the Any interpretation of the documents by Owner will be made by addendum issued by the Engineer.

• Official Engineer Sealed Letter of Certification —

  

• THE CONTRACTOR —

  It is understood and agreed that the Contractor has, by careful examination, satisfied himself/herself as to the nature and location of the work, the conformation of the ground, the character of the equipment and facilities needed preliminary to and during the performance of the work, the general local conditions, and all other matters which can in any way affect an agent or employee of the Owner, either before or after the execution of the contract in the time and in the manner prescribed.

• SUBMISSION OF PROPOSALS —

  All bids must be submitted ELECTRONICALLY via OpenGov at: https://procurement.opengov.com/portal/gallupnm prior to the time specified for the bid opening. The system will NOT accept bids submitted after the due date and time. Bid proposals must be submitted using the bid document forms furnished by the City of Gallup. Bid proposals will be opened electronically in the Purchasing Department via virtual means.  All bid proposals shall be completed by a responsible and authorized person for the bidding firm. Failure to do so may result in disqualification of their respective bid. 

  Bids will be accepted until  2:00 pm local time on Tuesday, July 28, 2026 via the City's eProcurement Portal.

   

• Progress Schedule Section 102 —

  102    PROGESS SCHEDULE - INDEX
  102.1   GENERAL
  102.1.1 CONSTRUCTION PROGRESS CHART

  102.2 MATERIALS

  102.3 EXECUTION

  102.4 MEASUREMENT AND PAYMENT 
  102    PROGESS SCHEDULE
  102.1 GENERAL
  102.1.1 CONSTRUCTION PROGRESS CHART

  Pursuant to the General Conditions Paragraph 18 entitled “Construction Schedule” the Contractor shall prepare a schedule of construction utilizing a construction progress chart as described herein. 

  102.2 MATERIALS

  The Contractor shall prepare the construction progress chart with the following considerations and features:

  I.    The contract work shall be divided into definable contract features and as a minimum, the Contractor shall address each specification bid item as a principal contract feature

  II.    The weighted value (WT.) column should indicate the percentage of the contract for which each principle contract feature accounts

  III.    The vertical lines shall be identified by specific time frames, (i.e.,weekly, bi-weekly, monthly) with one (1) space accounting for no more than one (1) month

  IV.    Identify the date when Notice to Proceed is acknowledged on the chart

  V.    Identify the contract completion date on the chart

  The Contractor shall place bars on the chart indicating scheduled progress and actual progress for each feature of work. The Contractor shall note the anticipated and actual percentage complete for each item at the end of each month and at the end of each scheduled block. Activities shall be identified by respective bid items.

  The progress chart shall reflect the construction sequencing required to maintain utility service (water, sewer, gas, electric communication, etc.) to customers throughout the project.

  102.3 EXECUTION 

  The Contractor shall submit a copy of the Construction Progress Chart for review and approval prior to issuing the Notice to Proceed. No progress payments will be made without an approved progress chart.

  Contractor shall submit an updated schedule at the end of each month illustrating the actual 
  progress verses anticipated progress.

  102.4 MEASUREMENT AND PAYMENT
  Measurement and payment for the work covered by this section of the Specifications shall be considered incidental to the items of work described in the Special Conditions. 

• THE ENGINEER —

  The Engineer shall have general supervision of the work as the representative of the Owner.  Engineer shall have authority to direct the programming of the construction in so far as the proper execution of the contract is affected and to the extent that the forces of labor may be increased or decreased by his/her order to insure the execution of the contract in the time and in the manner prescribed.

  All work performed under this contract shall be done in a first-class workmanship manner and done to the satisfaction of the Engineer. The Engineer shall in all cases determine the amount, quality, acceptability and fitness of the several kinds of work and material herein specified. Engineer shall decide all questions which may arise as to the fulfillment of the terms of the contract by the Contractor, or as to the intent or purpose of the contract.

  The Engineer shall, within a reasonable time after presentation, make decisions in writing on claims arising between the principals of the contract and shall make interpretations of the Plans and Specifications. Such decisions and interpretations shall be regarded as final.

• Demolition Section 103 —

  103     DEMOLITION - INDEX
  103.1 GENERAL
  103.1.1 GENERAL REQUIREMENTS
  103.1.2 RELATED SECTIONS
  103.1.3 SUBMITTALS
  103.1.4 REGULATORY AND SAFETY REQUIREMENTS
  103.1.5 NOTIFICATIONS
  103.1.6 PROTECTION
  103.1.7 BURNING
  103.1.8 RELOCATIONS
  103.1.9 REQUIRED DATA
  103.1.10 ENVIRONMENTAL PROTECTION
  103.1.11 REFERENCES

  103.2 MATERIALS

  103.3 EXECUTION 
  103.3.1 EXISTING STRUCTURES TO BE REMOVED
  103.3.2 DUST AND DEBRIS CONTROL
  103.3.3 CLEANUP
  103.3.4 DISPOSAL OF REMOVED MATERIALS

  103.4 MEASUREMENT AND PAYMENT

  103     DEMOLITION 
      
  103.1 GENERAL

  103.1.1 GENERAL REQUIREMENTS

  Do not begin demolition until authorization is received from the Owner or their representative. Remove rubbish and debris from the project site daily do not allow excess accumulation of debris within and outside of the project site. 

  103.1.2 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.    Section 107, Storm Water Pollution Prevention
  III.    Section 108, Water Pollution Control
  IV.    Section 301, Cast-In-Place Concrete
  V.    Section 303, Masonry 
  VI.    Section 401, Hot Mix Bituminous Pavement
  VII.    Section 901, Design Codes and References

  103.1.3 SUBMITTALS

  Engineer approval is required for submittals. The following shall be submitted in accordance with Section 101.

  103.1.3.1 Preconstruction Submittals:

  I.    Existing Conditions
  II.    Certificates

  103.1.3.2 Demolition Plan:

  I.    Notifications
  II.    Notification of Demolition and Renovation forms
  III.    A proposed demolition and removal procedure for approval before work is started.

  103.1.3.3 Closeout Submittals:

  I.    Receipts
  II.    Receipts or bills of laden, as specified.

  
  103.1.4 REGULATORY AND SAFETY REQUIREMENTS

  Comply with Federal, State, and local hauling and disposal regulations. In addition to the requirements of the “Contract Clauses,” conform to the safety requirements contained in ANSI A10.6.

  103.1.5 NOTIFICATIONS

  103.1.5.1 General Requirements: Furnish timely notification of demolition activities to local residents. Complete and submit Notice of Intent (NOI) to State Authorities and Engineer. NOI shall be delivered at least ten working days prior to commencement of work. 

  103.1.6 PROTECTION

  The following list describes items to be protected or methods of protection. Methods of protection shall be adhered to during deo procedures. 

  103.1.6.1 Traffic Control Signs: Where pedestrian and driver safety are endangered in the area of removal work, use traffic barricades with flashing lights. Anchor barricades in a manner to prevent displacement by wind. Notify the local police and fire department prior to beginning such work. Repair, replace, and relocate existing signs if needed. 

  103.1.6.2 Existing Conditions Documentation: Before beginning any demolition work, survey the site and examine the drawings and specifications to determine the extent of the demolition. Record existing conditions in the presence of the Engineer showing the condition of structures and other facilities adjacent to areas of alteration or removal. Photographs sized four (4) inches will be acceptable as a record of existing conditions. Include in the record the elevation of the top of foundation walls, finish floor elevations, possible conflicting electrical conduits, plumbing lines, the location and extent of existing cracks; and other damage and description of surface conditions that exist prior to starting work. 

  It is the Contractor's responsibility to verify and document all required outages which will be required during the course of work and to note these outages on the record document.

  103.1.6.3 Items to Remain in Place: Take necessary precautions to avoid damage to existing items to remain in place. Repair or replace damaged items as approved by the Engineer. Coordinate the work in this section with all other work indicated. Construct and maintain shoring, bracing, and supports as required. 

  103.1.6.4 Existing Construction Limits and Protection: Do not disturb existing surface conditions beyond the extent indicated or necessary for installation of new construction. Provide temporary shoring and bracing for support of building components to prevent settlement or other movement. Provide protective measures to control accumulation and migration of dust and dirt in all work areas. Remove snow, dust, dirt, and debris from work areas daily.

  103.1.6.5 Trees: Protect trees within the project site, which might be damaged during demolition, that are indicated to be left in place with a 6-foot-high fence. Erect and secure the fence a minimum of five (5) feet from the trunk of individual trees or follow the outer perimeter of branches or clumps of trees. The Contractor shall replace any tree designated to remain, with the cost bore by the Contractor, that is damaged during the work under this contract with like-kind or as approved by the Engineer.

  103.1.6.6 Utility Service: Maintain existing utilities indicated to stay in service and protect said utilities from damage during demolition operations.

  103.1.6.7 Facilities: Protect electrical and mechanical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for electrical and mechanical utilities.

  103.1.6.8 Protection of Local Residents: Before, during and after the demolition work the Contractor shall continuously evaluate the condition of the structures being demolished and take immediate action to protect all personnel working in and around the project site, and all local residents that may be affected by demolition activities. 

  103.1.7 BURNING

  The use of burning at the project site for the disposal of refuse and debris will not be permitted.

  103.1.8 RELOCATIONS

  Perform the removal and reinstallation of relocated items indicated with workmen skilled in the trades involved. Items to be relocated, which are damaged by the Contractor, shall be repaired or replaced, with the cost bore by the Contractor, with new undamaged items as approved by the Engineer.

  103.1.9 REQUIRED DATA

  Prepare a demolition plan. Include in the plan procedures for careful removal and disposition of materials specified to be salvaged, coordination with other work in progress. A detailed description of methods and equipment to be used for each operation shall be provided.

  103.1.10 ENVIRONMENTAL PROTECTION

  The Contractor shall comply with requirements of the Environmental Protection Agency. 

  
  103.1.11 REFERENCES

  The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

  AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO)
  AASHTO M 145 (1991; R 2000) Classification of Soils and Soil-Aggregate Mixtures for 
  Highway Construction Purposes
  AASHTO T 180 (2001; R 2004) Moisture-Density Relations of Soils Using a 4.54-kg 
  (10-lb) Rammer and a 457-mm (18-in) Drop

  AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
  ANSI A10.6 (1990; R 1998) Safety Requirements for Demolition Operations

  103.2 MATERIALS

  Materials are not listed in this section. 

  103.3 EXECUTION 

  103.3.1 EXISTING STRUCTURES TO BE REMOVED

  Inspect and evaluate existing structure(s) on site.

  103.3.1.1 Structures: Remove indicated existing structure(s) to the grade shown. Interior walls, other than retaining partitions, shall be removed to two (2) feet below grade. Remove sidewalks, curbs, gutters, and retaining walls as indicated. 

  Demolish structure(s) in a systematic manner from the top of the structure to the ground. Demolish concrete and masonry walls in small sections. Remove structural framing members and lower to ground by means of derricks, platforms hoists, or other suitable methods.

  103.3.1.2 Utilities and Related Equipment: Do not interrupt existing utilities serving occupied or used facilities, except when authorized by the Engineer. Do not begin demolition or deconstruction work until all utility disconnections have been made. Shut off and cap utilities for future use as indicated.

  103.3.1.2.1 Disconnecting Existing Utilities: Remove existing utilities and terminate in a manner conforming with all code requirements. When utility line is encountered that are not shown on the drawings, the Engineer shall be notified prior to further work in that area.

  103.3.1.3 Patching: Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces, using on-site materials when available. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work. Finished surfaces of patched area shall be approximately 1/4 inch higher than the adjacent existing surface and shall match the existing texture and finish as closely as possible. Patching shall be as specified and indicated by the Engineer and shall include:

  103.3.1.3.1 Concrete and Masonry: Completely fill holes and depressions, caused by previous physical damage or left as a result of removals in existing masonry walls to remain, with an approved masonry patching material, applied in accordance with the manufacturer’s printed instructions.

  103.3.1.4 Concrete: Saw concrete along straight lines to a depth of a minimum two (2) inches. Make each cut in walls perpendicular to the face and in alignment with the cut in the opposite face. Break out the remainder of the concrete provided that the broken area is concealed in the finished work, and the remaining concrete is sound. At locations where the broken face cannot be concealed, grind smooth or saw cut entirely through the concrete.

  103.3.1.5 Air Conditioning Equipment: Remove air conditioning, refrigeration, and other equipment containing refrigerants without releasing chlorofluorocarbon refrigerants into the atmosphere in accordance with the Clean Air Act Amendment of 1990. Recover all refrigerants prior to removing air conditioning, refrigeration, and other equipment containing refrigerants and dispose of them in accordance with the Clean Air Act Amendment of 1990.  

  103.3.1.6 Cylinders and Canisters: Remove all fire suppression system cylinders and canisters and dispose of them in accordance with Clean Air Act Amendment of 1990.

  103.3.1.7 Locksets on Swinging Doors: The Contractor shall remove all locksets from all indicated swinging doors to be removed and disposed of. Deliver the locksets and related items to a designated location for receipt by the Owner after removal.

  103.3.1.8 Mechanical Equipment and Fixtures: Disconnect mechanical hardware at the nearest connection to existing services to remain, unless otherwise noted. Mechanical equipment and fixtures must be disconnected at fittings. Remove service valves attached to the unit. Salvage each item of equipment and fixtures as a whole unit. Equipment and fixtures shall be listed, indexed, tagged, and stored. Salvage each unit with its normal operating auxiliary equipment. Transport salvaged equipment and fixtures, including motors and machines, to a designated storage area as directed by the Engineer. Do not remove equipment without approval. 

  103.3.1.8.1 Preparation for Storage: Remove water, dirt, dust, and foreign matter from all units. Tanks, piping and fixtures shall be drained. Interiors previously used to store flammable, explosive, or other dangerous liquids, must be steam cleaned. Seal openings with caps, plates, or plugs. Secure motors attached by flexible connections to the unit. Change lubricating systems with the proper oil or grease.

  103.3.1.8.2 Piping: Disconnect piping at unions, flanges and valves, and fittings as required to reduce the pipe into straight lengths for practical storage. Store salvaged piping according to size and type. If the piping that remains can become pressurized due to upstream valve failure, end caps, blind flanges, or other types of plugs or fittings with a pressure gage and bleed valve shall be attached to the open end of the pipe to ensure positive leak control. Carefully dismantle piping that previously contained gas, gasoline, oil, or other dangerous fluids, with precautions taken to prevent injury to persons and property. Store piping outdoors until all fumes and residues are removed. Box prefabricated supports, hangers, plates, valves, and specialty items according to size and type. Wrap sprinkler heads individually in plastic bags before boxing. Classify piping not designated for salvage, or not reusable, as scrap metal. 

  103.3.1.8.3 Ducts: Classify removed duct work as scrap metal. 

  103.3.1.8.4 Fixtures, Motors and Machines: Remove fixtures, motors and machines associated with plumbing, heating, air conditioning, refrigeration, and other mechanical system installations. 

  103.3.1.9 Electrical Equipment and Fixtures: Remove motors, motor controllers, and operating and control equipment that are attached to the driven equipment. Remove wiring systems and components. 

  103.3.2 DUST AND DEBRIS CONTROL

  Prevent the spread of dust and debris to neighboring dwellings and facilities and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution. Sweep pavements as often as necessary to control the spread of debris and dirt to prevent the objectionable accumulation of material.

  103.3.3 CLEAN UP
  Remove debris and rubbish from excavated areas. Remove and transport the material in a manner that prevents spillage on streets or adjacent areas. Apply local regulations regarding hauling and disposal.

  103.3.4 DISPOSAL OF REMOVED MATERIALS

  103.3.4.1 Regulation of Removed Materials: Dispose of debris, rubbish, scrap, and other non-salvageable materials resulting from removal operations with all applicable federal, state and local regulations as contractually specified. If disposal is to be on private property, a consent letter from the property owner shall be presented to the Engineer prior to proceeding with this activity. A Storm Water Discharge Plan shall accompany the letter.  In addition, the contractor shall obtain a Release of Lien from the property owner. 

  103.3.4.2 Burning on Site: Burning of materials removed from demolished and deconstructed structures will not be permitted.

  103.4 MEASUREMENT AND PAYMENT

   Measurement and payment shall be in accordance with provisions of the Special Conditions.

• DRAWINGS —

  The project drawings are hereby made a part of the contract documents. If conflict occurs between specifications and drawings, then the project drawings shall govern.

• COPIES OF PLANS, SPECIFICATIONS, AND BIDDING DOCUMENTS —

  Plans, Specifications, and Bidding Documents may be examined at the office of the Purchasing Director, located at 110 West Aztec; Gallup, NM 87301, phone number (505) 863-1334 additional information regarding this bid may also be viewed at  https://procurement.opengov.com/portal/gallupnm. Plans, Specifications and Bidding Documents may be obtained from  DePauli Engineering & Surveying LLC, located at 307 S. 4th Street, Gallup NM 87301 upon deposit of Two Hundred Fifty Dollars ($250.00), all of which will be refunded upon return of the documents within ten (10) days after bid opening.

   

• SAFETY —

  The Contractor shall, at all times, exercise reasonable precautions for the safety of employees on the work, bystanders or observers of the project, engineering personnel, inspectors and shall comply with all applicable provisions of the State and Municipal Safety Laws and Building Construction Codes. The Contractor shall be solely responsible for safety on the project. 

• INFORMATION —

  If clarification is needed on any part of the Instructions to Bidders or Scope of Work, Bidders shall submit questions via the City's eProcurement Portal Q&A section: eProcurement Portal

  Questions must be submitted before  5:00 pm on Tuesday, July 21, 2026.

• Traffic Control Section 104 —

  104    TRAFFIC CONTROL - INDEX

  104.1 GENERAL
  104.1.1 DESCRIPTION
  104.1.2 GENERAL TRAFFIC REGULATIONS

  104.2 MATERIALS
  104.2.1 TRAFFIC CONTROL DEVICES

  104.3 EXECUTION
  104.3.1 FLAGMEN OR PILOT CAR
  104.3.2 TRAFFIC CONTROL MEASURES 

  104.4 MEASUREMENT AND PAYMENT

  104    TRAFFIC CONTROL

  104.1 GENERAL

  104.1.1 DESCRIPTION

  Traffic control shall consist of traffic control devices and flagmen or pilot cars. All traffic control devices, the application of traffic control measures, and traffic regulation in these specifications are to supplement and are not intended to delete any of the provisions of the Standard Specifications, NMDOT Traffic Control Specifications, MUTCD standards, or any agency’s supplements to these.

  104.1.2 GENERAL TRAFFIC REGULATIONS

  The Contractor shall provide and maintain all necessary traffic controls to protect and guide traffic for all work in the construction area.

  104.1.2.1 Traffic Lanes: A traffic lane shall be a minimum of 10 feet of clear street width with a safe motor vehicle operating speed of at least 25 miles per hour. A minimum of two traffic lanes, one for each direction, shall be maintained and open to traffic at all times on all major streets. A traffic lane shall not be considered as satisfactorily open to traffic unless it is paved with hot mix or cold mix asphalt paving if surrounded by or adjacent to existing pavement. Where pavement did not previously exist or where all of the existing pavement has been removed, a traffic lane shall not be considered as satisfactorily open to traffic unless it is graded reasonably smooth and maintained dust free as directed by the Engineer.

  104.1.2.2 Intersection: An intersection shall be all of the area within the right of way intersection streets plus 300 feet beyond the edge of the intersected right of way on all legs of the intersection.

  104.1.2.3 Local Access: Local access shall be maintained to all properties on the project at all possible times. When local access cannot be maintained, the Contractor must notify the affected property owner at least 24 hours in advance and restore access as soon as possible.

  104.1.2.4 Street Closure: Arrangements for partial or complete street closure permits shall be handled through the Engineer on local projects or the City Roads Department.
  An advance notice of 48 hours for major streets and 24 hours for local streets and alleys is required from the Contractor. If at any time, project construction shall require the closure or disruption of traffic in any roadway, alley, or refuse collection easement such that normal refuse collection will be interfered with, the Contractor shall, prior to causing such closure or disruption, make arrangements with the City’s Road Department and the Engineer in order that refuse collection service can be maintained.

  
  104.1.2.5 Existing Signs: The Contractor shall maintain all existing STOP, YIELD, and street name signs erect, clean, and in full view of the intended traffic at all times. If these signs interfere with construction, the Contractor shall temporarily relocate the signs away from construction but still in full view of the intended traffic. Existing traffic signs other than STOP, YIELD, and street name signs shall be maintained by the Contractor until such time as construction renders them obsolete. At that time the Contractor shall remove signs and posts without damage and deliver them as directed by the Engineer. 

  104.1.2.6 Construction Signs: Subject to the approval of the Engineer, the Contractor shall furnish and install the MPH Construction Zone Speed Limit Signs. The Contractor shall maintain the signs erect, clean and in full view of the intended traffic at all times. Should the signs interfere with construction, the Contractor shall relocate the signs as necessary.

  104.2 MATERIALS

  104.2.1 TRAFFIC CONTROL DEVICES

  Traffic control devices shall consist of providing, erecting, and maintaining necessary and adequate devices for the protection of the work, the workmen, and the traveling public as approved by the Engineer. Contractor shall provide traffic control as designated on the project drawings for specific locations. All traffic control devices shall conform to MUTCD standards.

  104.2.1.1 Temporary Traffic Control Devices: Temporary traffic control devices shall be used to guide traffic through construction areas. They include traffic cones to channel traffic, portable barricades for warning, vertical panel channeling devices to divert traffic, and lighting devices between the hours of sunset and sunrise.

  104.2.1.2 Advanced Warning Devices: Advance warning devices shall be used to alert the motorist of an obstruction in the roadway. They include diamond-shaped signs, flags, and flasher type high level warning devices mounted eight (8) feet above the roadway.

  104.3 EXECUTION

  104.3.1 FLAGMEN OR PILOT CAR

  Contractor shall provide sufficient flagmen, uniformed off-duty law enforcement officers, or pilot cars to expedite the safe passage of traffic.

  104.3.2 TRAFFIC CONTROL MEASURES 

  The application of all traffic control measures shall be based primarily upon the conditions existing at the time that such measures are deemed necessary. Prior to the start of any work that would interrupt the normal flow of traffic, sufficient and adequate devices and measures shall be provided and erected as directed by the Engineer. These devices shall be immediately removed when no longer needed.

  104.4 MEASUREMENT AND PAYMENT

  Measurement and payment shall be in accordance with provisions in the Special Conditions.

• INSURANCE —

  The Contractor or their subcontractor shall not commence work under this contract until their subcontractors have obtained the insurance required under this paragraph, and certificates of insurance coverage have been filed with and approved by the Owner. All Certificates of Insurance required herein shall state that ten (10) days written notice will be given to the Owner before the policy is cancelled or changed.  Extent of insurance carried and minimum coverage shall be as follows:

  Worker's Compensation Insurance: The Contractor shall obtain and keep in force during the life of the contract, Worker's Compensation Insurance covering all their employees engaged in work under this contract; and if any portion of the work is sublet, the subcontractor shall carry similar coverage for all of their employees engaged in the project. Worker's Compensation Insurance shall provide coverage for not less than the following amounts or greater where required by law:  

  Workers' Compensation:	Statutory
  Employer's Liability	$1,000,000

   

  Comprehensive General Liability Insurance: The Contractor and his/her subcontractor shall obtain and maintain in effect during the life of the contract, Comprehensive General Liability Insurance including premise/operations; explosion, collapse and underground property damage; products/completed operations, broad form contractual independent contractors, broad form property damage and personal injury liabilities:

  Bodily Injury

  $1,000,000 each occurrence

  $1,000,000 annual aggregate

   

  Property Damage

  $1,000,000 each occurrence

  $1,000,000 annual aggregate

   

  Personal Injury, with

  Employment exclusion deleted

  $1,000,000 annual aggregate

   

  Comprehensive Automobile Liability Insurance: The Contractor and his/her subcontractors shall obtain and maintain in effect during the life of the contract comprehensive automobile liability insurance including all owned (private and others) hired and non-owned vehicles: 

  Bodily Injury

  $1,000,000 each person

  $1,000,000 each accident

   

  Property Damage

  $1,000,000 each occurrence

   

• SPECIFICATIONS —

  Specifications, as included in this bid and the plans, are intended to indicate the requirements of the City of Gallup and give an accurate description of minimum standards acceptable. All items equal or equivalent to these requirements and standards will be considered, except where otherwise noted. All materials used and incorporated into this project shall be new unless otherwise agreed upon. 

• Protected Species Section 105 —

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• USE OF EXPLOSIVES —

  Use of explosives is not permitted on this project.

• INDEMNIFICATION OF OWNER —

  The Contractor hereby expressly binds themselves to defend, indemnify and save harmless the Owner, their agents and employees, from all suits and actions of every nature and description brought against them, on account of the construction of this work or by reason of any act of omissions, or malfeasance of the Contractor, their employees or agents, or any subcontractor or their agents or employees. The Contractor's responsibility under this paragraph applies equally to injuries to the Contractor's employees, sub-contractor employees, and bystanders. The Contractor is responsible for protection of life and property from harm, damage and injury.

• Preservation of Historical and Archaeological Area Section 106 —

  Enter Content Here

• PRE-CONSTRUCTION MEETING AND NOTICE TO PROCEED —

  A pre-construction meeting shall be held within fifteen (15) calendar days of receipt of contract documents.  

  A Notice to Proceed will be issued within seven (7) days after the pre-construction meeting.

  Contractor must also furnish as part of the contract documents the Notice of “Intent to Pay Prevailing Wages” for themselves and all subcontractors that have been approved by the Department of Workforce Solutions prior to an issuance of the Notice to Proceed.

• BID QUANTITIES —

  The quantities set forth in the Bid Proposal are estimated quantities required to complete the work shown on the drawings. Payment will be made for the actual work performed. The Owner reserves the right to increase or decrease quantities by any reasonable amount as required to complete the work and as best serves the Owner’s interest. 

• BRAND NAME PREFERENCES —

  The City of Gallup has no preference for any brand of equipment, kind of material, or type of process and will consider all proposals for use of other materials or equipment, if they are, in fact, equal to that specified. The City will be the sole judge as to whether materials, equipment, or process offered is, in fact, equal to that specified. 

• EXAMINATION OF PROPOSED WORK —

  Bidders have examined their proposed work, by personal and/or professional investigation or by any means they deem necessary or desirable, as to location of and conditions affecting proposed work and resulting costs thereof.

• LIQUIDATED DAMAGES —

  It is mutually understood and agreed by and between the parties of this contract, in the execution of the same that time is of the essence of the contract. In the event that the Contractor shall fail to complete the work to be performed under this contract by and at the completion time stated in the proposal, the Contractor shall pay unto the Owner as and for the liquidated damages, and not as a penalty, the sum of money specified in the Special Conditions for each and every calendar day that the Contractor shall be in default. Extensions of time granted by the Owner in accordance with the provisions of below Paragraph titled: "DELAYS AND EXTENSIONS OF TIME" shall not operate to the contrary, unless such extensions granted by the Owner specifically provide for the waiving of liquidated damages during and over such period of time extension.

  Liquidated damages will be waived for and during the extent of any delay caused by the inability of the Contractor to obtain materials or equipment by reason of Federal Embargoes, priority order or other restrictions imposed by the United States government, provided that adequate evidence is presented by the Contractor to prove such delay and to enable the Owner to determine with exactness the extent and duration of such delay for each item of material and equipment involved.

  The Owner shall have the right to deduct said liquidated damages from any monies in his/her hands, otherwise due, or to become due to said contractors, or to claim for and recover compensation for damages for non-performance of this contract at the time stipulated herein and provided for.

• Storm Water Pollution Prevention Section 107 —

  107    STORM WATER POLLUTION PREVENTION - INDEX

  107.1 GENERAL
  107.1.1 GENERAL REQUIREMENTS
  107.1.2 RELATED SECTIONS
  107.1.3 DESCRIPTION
  107.1.4 SUBMITTALS
  107.1.5 EROSION AND SEDIMENT CONTROLS

  107.2 MATERIALS
  107.2.1 COMPONENTS FOR SILT FENCES
  107.2.2 COMPONENTS FOR STRAW BALES

  107.3 EXECUTION
  107.3.1 INSTALLATION
  107.3.2 MAINTENANCE
  107.3.3 RESEEDING
  107.3.4 INSPECTIONS

  107.4 MEASUREMENT AND PAYMENT

  107    STORM WATER POLLUTION PREVENTION

  107.1 GENERAL

  107.1.1 GENERAL REQUIREMENTS

  Implement the Storm Water Pollution Prevention measures to prevent sediment from entering streams or water bodies as specified in this Section. Conform with the requirements of the National Pollution Discharge Elimination System (NPDES) permit that can be found in the appendices of these Specifications. 

  107.1.2 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related sections include but are not limited to the following: 

  I.    Section 101, Submittal Procedures
  II.   Section 108, Water Pollution Control
  III.  Appendix C, EPA Forms (NPDES) Notice of Intent and Notice of Termination.
  IV.  Appendix D [401/404 Permits]

  107.1.3 DESCRIPTION

  This item of work shall consist of furnishing all material, supplies, plant and labor required for construction, installment and maintenance of temporary erosion control measures to prevent the erosion of cleared and grubbed areas and the sedimentation of rivers, streams and impoundments, and pollution of private properties from storm water. The items of work covered in this section are required for implementation of the Storm Water Pollution Prevention Plan.

  Storm Water Pollution Prevention Plan is to be prepared by the Contractor for approval by the City, the Bureau of Reclamation, and the New Mexico State Highway Department.

  107.1.4 SUBMITTALS

  Engineer approval is required for submittals. The following shall be submitted in accordance with Section 101. 

  107.1.4.1 Certificates:

  I.    Mill Certificate or Affidavit.
  II.   Certificate attesting that the Contractor has met all specified requirements.

  107.1.5 EROSION AND SEDIMENT CONTROLS

  The controls and measures required by the Contractor are described below.

  107.1.5.1 Stabilization Practices: The stabilization practices to be implemented include but are not limited to vegetative buffer strips, erosion control mats, protection of trees, preservation of mature vegetation, etc. On a daily report, record the dates when the major grading activities occur, (e.g., clearing and grubbing, excavation, embankment, and grading); when construction activities temporarily or permanently cease on a portion of the site; and when stabilization practices are initiated. Except as provided in Paragraphs 107.1.5.1.1 and 107.1.5.1.2, stabilization practices must be initiated as soon as practicable, but no more than 14 days, in any portion of the site where construction activities have temporarily or permanently ceased.

  107.1.5.1.1 Unsuitable Conditions: Where the initiation of stabilization measures by the fourteenth day after construction activity temporarily or permanently ceases or is precluded by unsuitable conditions caused by the weather, stabilization practices shall be initiated as soon as practicable after conditions become suitable.

  107.1.5.1.2 No Activity for Less Than 21 Days: When the total time period in which construction activity is temporarily ceased on a portion of the site is 21days minimum, stabilization practices do not have to be initiated on that portion of the site until 14 days have elapsed after construction activity temporarily ceased.

  107.1.5.2 Structural Practices: Structural practices shall be implemented to divert flows from exposed soils, temporarily store flows, or otherwise limit runoff and the discharge of pollutants from exposed areas of the site. Structural practices shall be implemented in a timely manner during the construction process to minimize erosion and sediment runoff. Structural practices shall include the following devices.

  107.1.5.2.1 Silt Fences: The Contractor shall provide silt fences as a temporary structural practice to minimize erosion and sediment runoff. Silt fences shall be properly installed to effectively retain sediment immediately after completing each phase of work where erosion would occur in the form of sheet and rill erosion (e.g. clearing and grubbing, excavation, embankment, and grading). Silt fences shall be installed in the locations indicated on the drawings. Final removal of silt fence barriers shall be upon approval by the Engineer.

  107.1.5.2.2 Straw Bales: Provide bales of straw as a temporary structural practice to minimize erosion and sediment runoff. If bales are used, properly place the bales to effectively retain sediment immediately after completing each phase of work (e.g., clearing and grubbing, excavation, embankment, and grading) in each independent runoff area (e.g., after clearing and grubbing in an area between a ridge and drain, place the bales as work progresses, remove/replace/relocate the bales as needed for work to progress in the drainage area). Show on the drawings areas where straw bales are to be used. The Engineer will approve the final removal of straw bale barriers. Rows of bales of straw shall be provided as follows:

  I.    Along the downhill perimeter edge of all areas disturbed
  II.   Along the top of the slope or top bank of drainage ditches, channel, swales, etc. that traverse disturbed areas
  III.  Along the toe of all cut slopes and fill slopes of the construction areas
  IV.  Perpendicular to the flow in the bottom of existing drainage ditches, channels, swales, etc. that traverse                  disturbed areas or carry runoff from disturbed areas
  V.   Space the rows a maximum of two (2) feet apart
  VI. Perpendicular to the flow in the bottom of new drainage ditches, channels, and swales. Space the rows a                maximum of two (2) feet apart
  VII. At the entrance to culverts that receive runoff from disturbed areas 

  107.1.5.2.3 Diversion Dikes: Build diversion dikes with a maximum channel slope of 2 percent and adequately compacted to prevent failure. The minimum height measured from the top of the dike to the bottom of the channel shall be 18 inches. The minimum base width shall be 6 feet and the minimum top width shall be two (2) feet. Ensure that the diversion dikes are not damaged by construction operations or traffic. Locate diversion dikes where shown on the drawings.

  107.2 MATERIALS

  107.2.1 COMPONENTS FOR SILT FENCES

  107.2.1.1 Filter Fabric: The geotextile must comply with the requirements of ASTM D 4439 and consist of polymeric filaments which are formed into a stable network such that filaments retain their relative positions. The filament shall consist of a long-chain synthetic polymer composed of at least 85 percent by weight of ester, propylene, or amide, and shall contain stabilizers and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultraviolet and heat exposure. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six (6) months of expected usable construction life at a temperature range of 0 to 120 degrees F. The filter fabric shall meet the requirements in Table 1 and Table 2. 

  TABLE 1: FILTER FABRIC FOR SILT SCREEN FENCE (METRIC)

  Physical Property Requirement	Test Procudure	Strength
  Grab Tensile	ASTM D 4632	445 N Min
  Elongation (%)		30% Max
  Trapezoid Tear	ASTM D 4533	245 N Min
  Permittivity	ASTM D 4491	0.2 sec-1
  V.AOS (U.S Std Sieve)	ASTM D 4751	20-100

  TABLE 2: FILTER FABRIC FOR SILT SCREEN FENCE (IMPERIAL)

  Physical Property Requirement	Test Procudure	Strength
  Grab Tensile	ASTM D 4632	100 Lbs. Min
  Elongation (%)		30% Max
  Trapezoid Tear	ASTM D 4533	55 Lbs. Min
  Permittivity	ASTM D 4491	0.2 sec-1
  V.AOS (U.S Std Sieve)	ASTM D 4751	20-100

  107.2.1.2 Silt Fence Stakes and Posts: Use either wooden stakes or steel posts for fence construction. Wooden stakes utilized for silt fence construction shall have a minimum cross section of 2 by 2 inches when oak is used and 4 by 4 inches when pine is used. The minimum length shall be a minimum length of five (5) feet. Steel posts (standard "U" or "T" section) utilized for silt fence construction shall have a minimum mass of 1.33 pounds/linear foot and a minimum length of five (5) feet.

  107.2.1.3 Mill Certificate or Affidavit: A mill certificate or affidavit shall be provided attesting that the fabric and factory seams meet chemical, physical, and manufacturing requirements specified above. The mill certificate or affidavit shall specify the actual Minimum Average Roll Values and shall identify the fabric supplied by roll identification numbers. The Contractor shall submit a mill certificate or affidavit signed by a legally authorized official from the company manufacturing the filter fabric.

  107.2.1.4 Identification Storage and Handling: Filter fabric shall be identified, stored, and handled in accordance with ASTM D 4873.

  107.2.2 COMPONENTS FOR STRAW BALES

  The straw in the bales shall be stalks from oats, wheat, rye, barley, rice, or from grasses such as byhalia, bermuda, etc., furnished in air dry conditions. The bales shall have a standard cross section of 14 by 18 inches. All bales shall be either wire-bound or string-tied. The Contractor may use either wooden stakes or steel posts to secure the straw bales to the ground. Wooden stakes utilized for this purpose shall have a minimum dimension of 2 by 2 inches in cross section and shall have a minimum length of three (3) feet. Steel posts (standard "U" or "T" section) utilized for securing straw bales shall have a minimum mass of 1.33 pounds/linear foot and a minimum length of three (3) feet.

  107.3 EXECUTION

  107.3.1 INSTALLATION

  107.3.1.1 Silt Fences: Silt fences shall extend a minimum of 16 inches above the ground surface and shall not exceed 34 inches above the ground surface. Filter fabric shall form a continuous roll cut to the length of the barrier to avoid the use of joints. When joints are unavoidable, filter fabric shall be spliced together at a support post, with a minimum 6-inch overlap, and securely sealed. A trench shall be excavated approximately four (4) inches wide and four (4) inches deep on the upslope side of the location of the silt fence. The 4 by 4-inch trench shall be backfilled and the soil compacted over the filter fabric. Silt fences shall be removed upon approval by the Engineer.

  107.3.1.2 Straw Bales: Place the straw bales in a single row, lengthwise on the contour, with ends of adjacent bales tightly abutting one another. Straw bales shall be installed so that bindings are oriented around the sides rather than along the tops and bottoms of the bales in order to prevent deterioration of the bindings. The barrier shall be entrenched and backfilled. A trench shall be excavated the width of a bale and the length of the proposed barrier to a minimum depth of four (4) inches. After the bales are staked and chinked (gaps filled by wedging with straw), the excavated soil shall be backfilled against the barrier. Backfill soil shall conform to the ground level on the downhill side and shall be built up to four (4) inches against the uphill side of the barrier. Loose straw shall be scattered over the area immediately uphill from a straw bale barrier to increase barrier efficiency. Each bale shall be securely anchored by at least two (2) stakes driven through the bale. The first stake or steel post in each bale shall be driven toward the previously laid bale to force the bales together. Stakes or steel pickets shall be driven a minimum 18 inches deep into the ground to securely anchor the bales.

  107.3.2 MAINTENANCE

  The Contractor shall maintain the temporary and permanent vegetation, erosion and sediment control measures, and other protective measures in good and effective operating condition by performing routine inspections to determine condition and effectiveness, by restoration of destroyed vegetative cover, and by repair of erosion and sediment control measures and other protective measures. Use the following procedures to maintain the protective measures.

  107.3.2.1 Silt Fence Maintenance: Silt fences shall be inspected in accordance with Paragraph 107.3.4. Any required repairs shall be made promptly. Close attention shall be paid to the repair of damaged silt fence resulting from end runs and undercutting. Should the fabric on a silt fence decompose or become ineffective, and the barrier is still necessary, the fabric shall be replaced promptly. Sediment deposits shall be removed when deposits reach 1/3 of the height of the barrier. When a silt fence is no longer required, it shall be removed upon the approval of the Engineer. The immediate area occupied by the fence and any sediment deposits shall be shaped to an acceptable grade. The areas disturbed by this shaping shall be seeded.

  107.3.2.2 Straw Bale Maintenance: Straw bale barriers shall be inspected in accordance with Paragraph 107.3.4. Close attention shall be paid to the repair of damaged bales, end runs and undercutting beneath bales. Necessary repairs to barriers or replacement of bales shall be accomplished promptly. Sediment deposits shall be removed when deposits reach 1/2 of the height of the barrier. Bale rows used to retain sediment shall be turned uphill at each end of each row. When a straw bale barrier is no longer required it shall be removed unless otherwise specified by the Engineer. The immediate area occupied by the bales and any sediment deposits shall be shaped to an acceptable grade. The areas disturbed by this shaping shall be seeded.

  107.3.2.3 Diversion Dike Maintenance: Diversion dikes shall be inspected in accordance with Paragraph 107.3.4. Close attention shall be paid to the repair of damaged diversion dikes and necessary repairs shall be accomplished promptly. When diversion dikes are no longer required, they shall be shaped to an acceptable grade. The areas disturbed by this shaping shall be seeded.

  107.3.3 RESEEDING

  Reseeding to be accomplished only in areas shown on the drawings or as directed. Areas cleared and grubbed for construction activity shall be returned to their original grade and contour to the extent possible. These areas shall be reseeded within two (2) weeks of final construction.

  107.3.3.1 Seed Mixture: Use the following pure live seed mixture per acre for certified seed, where PLS (Pure Live Seed) = Germination times Purity. Planting Rate of 16.5 PLS/Acre. No primary or secondary noxious weeks shall be present in seed mixture.
  The local seed mixture shall be as described in Table 3. 
                                  
  TABLE 3: SEED MIXTURE REQUIREMENTS

  Pure Live Seed	Application PLS# / Acre
  Fourwing Saltbush	1.00
  Alkali Sacaton	1.00
  Indian Rice Grass, Paloma	5.00
  Galleta, Viva	2.00
  Sideoats Grama, El Reno	3.00
  Western Wheatgrass, Arriba	4.00
  Shadescale Saltbush	0.50

                                  
  107.3.3.2 Application: Compacted areas shall be ripped or scarified to a depth of twelve inches and disked to a depth of six (6) inches before seeding. Seed with a disk type drill with two boxes for various seed sizes. The drill rows shall be eight (8) to ten (10) inches apart. The seed shall be planted at not less than 1/2 inch deep or more than one (1) inch deep. The seeder shall be followed with a drag, packer or roller to ensure uniform coverage of the seed and adequate compaction. Drilling shall be done on the contour where possible, not up and down the slope.

  Water for dust control shall be provided during the seeding process. Seeding shall be accomplished and 100% complete two (2) weeks after project completion.

  Labels from each seed bag shall be available for inspection. 

  107.3.4 INSPECTIONS

  107.3.4.1 General: The Contractor shall inspect disturbed areas of the construction site at least once every month. Areas that have not been finally stabilized, used for storage of materials, exposed to precipitation, covered with stabilization practices, structural practices, other controls, and area where vehicles exit the site at least once every seven (7) calendar days and within 24 hours of the end of any storm that produces 0.5 inches or more rainfall at the site. Where sites have been finally stabilized, such inspection shall be conducted at least once every month.

  107.3.4.2 Inspections Details: Disturbed areas and areas used for material storage that are exposed to precipitation shall be inspected for evidence of, or the potential for, pollutants entering the drainage system. Erosion and sediment control measures identified in the Storm Water Pollution Prevention Plan shall be observed to ensure that they are operating correctly. Discharge locations or points shall be inspected to ascertain whether erosion control measures are effective in preventing significant impacts to receiving waters. Locations where vehicles exit the site shall be inspected for evidence of offsite sediment tracking.

  107.3.4.3 Inspection Reports: For each inspection conducted, the Contractor shall prepare a report summarizing the scope of the inspection, name(s) and qualifications of personnel making the inspection, the date(s) of the inspection, major observations relating to the implementation of the Storm Water Pollution Prevention Plan, maintenance performed, and actions taken. The report shall be furnished to the Engineer within 24 hours of the inspection as a part of the Contractor's daily activities. A copy of the inspection report shall be maintained on the job site.

  107.4 MEASUREMENT AND PAYMENT

  Measurement and payment for items of work covered by this section of the specification shall be incidental to the project costs. 

• INSURANCE —

  The Owner reserves the The Contractor will be required to carry insurance coverage as specified in General Conditions. Certificate of Insurance shall be provided and name the City of Gallup as a certificate holder. 

• Water Pollution Control Section 108 —

  108    WATER POLLUTION CONTROL - INDEX

  108.1    GENERAL
  108.1.1 RELATED SECTIONS
  108.1.2 SUBMITTALS
  108.1.3 REGULATORY REQUIREMENTS
  108.1.4 REQUIRED PERMITS
  108.1.5 CONTRACTOR RESPONSIBILITIES
  108.1.6 REFERENCE STANDARDS

  108.2 MATERIALS

  108.3 EXECUTION
  108.3.1 POLLUTION CONTROLS 

  108.4 MEASUREMENT & PAYMENT

  108    WATER POLLUTION CONTROL

  108.1 GENERAL

  108.1.1 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.   Section 107, Storm Water Pollution Prevention
  III.  Appendix C, EPA Forms (NPDES) Notice of Intent and Notice of Termination
  IV.  Appendix D [401/404 Permits]

  108.1.2 SUBMITTALS

  108.1.2.1 Submittal Procedures: Submit the following in accordance with Section 101.

  108.1.2.2 Updated Stormwater Pollution Prevention Plan: As required by the stormwater permit for discharges from construction sites. Include copy of permits.

  108.1.2.3 Spill Prevention, Control, and Countermeasure (SPCC) Plan:

  I.   Submit when SPCC Plan is required in accordance with 40 CFR, Part 112.
  i.   SPCC Plan is required where release of oil and oil products could reasonably expected to enter into or upon navigable waters of the United States or adjoining shorelines in quantities that may be harmful (40 CFR, Part 110), and aggregate on site oil storage capacity is over 1,320 gallons. Only containers with capacity of 55 gallons and greater are included in determining on site aggregate storage capacity.

  II.  Reviewed and certified by a registered professional Engineer in accordance with 40 CFR, Part 112, as required by Section 311 of the Clean Water Act (Public Law 92-500 as amended)

  III.  Submit a spill prevention plan for oil storage less than 1,320 gallons. The spill prevention plan shall be certified by a professional Engineer and include:
  i.    Oil storage quantity.
  ii.   Drawings of containment.
  iii.  Response plan to spill.

  108.1.3 REGULATORY REQUIREMENTS

  108.1.3.1 Construction Safety Standards: All Federal, State, and local requirements apply.

  108.1.3.2 Laws, Regulations, and Permits: Perform construction operations to comply, and ensure subcontractors comply with: 

  I.   Applicable Federal, State, Navajo Nation and local laws, orders, regulations, and Water Quality Standards concerning control and abatement of water pollution; and terms and conditions of applicable permits issued by permit issuing authority.

  II.   If conflict occurs between Federal, State, Navajo Nation and local laws, regulations, and requirements, the most stringent shall apply.

  108.1.3.3 Contractor Violations:

  I.   If noncompliance should occur, immediately (verbally) report noncompliance to the City. Submit specific written information within 2 days.

  II.   Violation of applicable Federal, State, or local laws, orders, regulations, or Water Quality Standards may result in the City stopping site activity until compliance is ensured.

  III.   The Contractor shall not be entitled to extension of time, claim for damage, or additional compensation by reason of such a work stoppage.

  IV.   Corrective measures required to bring activities into compliance shall be at the Contractor’s expense. 

  108.1.4 REQUIRED PERMITS

  108.1.4.1 Wastewater Discharge Permit:

  108.1.4.1.1 Permit:

  I.    Prior to discharging wastewater or other pollutants, Contractor shall secure permit(s) to discharge pollutants as required under Section 402 of the Clean Water Act (Public Law 92-500 as amended), and/or The New Mexico Environment Department, Surface Water Quality Bureau and/or the Navajo Nation Environment Protection Agency.

  II.   Submit application(s) to the City, and to USBR for review before submitting to the agencies.

  108.1.4.1.2 Terms and Conditions:

  I.   Comply with terms and conditions as stated in the permit.

  108.1.4.1.3 Monitoring and Treatment:

  I.    Provide monitoring and water treatment, if necessary, to achieve compliance with permit conditions.
  II.   Provide recordkeeping required of the permittee, as stated in the permits.

  108.1.4.1.4 Sampling:

  I.    Include sampling in monitoring required of the Contractor to meet section requirements, as well as required laboratory tests to determine effluent characteristics.

  108.1.4.1.5 Monitoring Results:

  I.    Provide monitoring results to the appropriate agency as required by the permit.

  II.   Send copies of all information transmitted to the appropriate agency and to the City.

  108.1.4.2 Dredge and Fill Permit: The Bureau of Reclamation has submitted or will submit an application to the United States Army Corps of Engineers for a Nationwide Permit to discharge dredged or fill material into waters of the United States (including wetlands) as required under Section 404 of the Clean Water Act (Public Law 92-500 as amended).

  The Bureau of Reclamation is the Section 404 dredge and fill permit holder (permittee), Reclamation will make known the conditions of permit to the Contractor and then may transfer the permit to the Contractor. The granted Nationwide Permits are contained in the appendices of these Specifications. 

  108.1.4.3 Stormwater Discharge Permit Associated with a Construction Site: 
  The Contractor shall obtain a stormwater general permit to control stormwater discharges from the construction site as required under Section 402 of the Clean Water Act (Public Law 92-500, as amended)

  108.1.4.3.1 Pollution Prevention Plan:

  I.    The Contractor shall prepare a Pollution Prevention Plan as required by the permit.

  II.    Comply with terms and conditions to obtain and maintain the stormwater discharge permit. 

  108.1.4.3.2 Monitoring and Water Treatment:

  I.    Provide monitoring and water treatment, if necessary, to achieve compliance with applicable Water Quality Standards.

  II.    Provide the recordkeeping required by the stormwater discharge permit associated with construction activity.

  108.1.4.4 Stormwater Discharge Permit Associated with Industrial Activity:

  108.1.4.4.1 Stormwater Discharge Permit:

  I.    If construction activities will entail the use of a mobile plant, or nonmetallic borrow areas, a stormwater discharge permit associated with industrial activity may be required.

  108.1.4.4.2 Notice of Intent (NOI):

  I.    Sign the NOI to obtain coverage under a stormwater general permit to control stormwater discharges from industrial activity at the construction site as required under section 402 of the Clean Water Act (Public Law 92-500, as amended) and/or The New Mexico Environmental Department, Surface Water Quality Bureau and/or the Navajo Nation Environmental Protection Agency. 

  108.1.4.4.3 Term and Conditions:

  I.    Comply with terms and conditions to obtain and maintain the industrial stormwater discharge permit, including the preparation of a Pollution Prevention Plan.

  108.1.4.4.4 Monitoring and Water Treatment:

  I.    Provide monitoring and water treatment, if necessary, to achieve compliance with applicable Water Quality Standards.

  II.   Provide monitoring results to the appropriate agency as required by the permit.

  III.  Send copies of all information transmitted to the appropriate agency and to the City.

  108.1.5 CONTRACTOR RESPONSIBILITIES

  108.1.5.1 Permits: Contractor is responsible for all permits.

  108.1.5.2 Monitoring: Conduct monitoring in order to meet the requirements of the permits which may include:

  I.    Sampling,
  II.   Site inspections, and
  III.  Required laboratory tests to determine effluent characteristics.

  108.1.5.3 Reporting Results: Provide monitoring results to the appropriate agency as required by the permit. Send copies of all information transmitted to the appropriate agency to the City.

  108.1.5.4 Recordkeeping: Retain records and data for the life of the project or as required by permits, whichever is longer.

  108.1.6 REFERENCE STANDARDS

  108.1.6.1 Bureau of Reclamation (USBR): RSHS-2009 Reclamation Safety and Health Standards.

  108.1.6.2 Code of Federal Regulations (CFR): 40 CFR, Part 112 Oil Pollution Prevention.

  108.1.6.3 Public Law: Sections 311, 402, and 404 Clean Water Act (Public Law 92-500, as amended)

  108.2 MATERIALS

  Materials are not listed in this section. 

  108.3 EXECUTION

  108.3.1 POLLUTION CONTROLS 

  108.3.1.1 On Site Controls: Control pollutants by use of sediment and erosion controls, wastewater and stormwater management controls, construction site management practices, and other controls including State and local control requirements. 

  108.3.1.2 Sediment and Erosion Controls:

  I.    Establish methods for controlling sediment and erosion which address vegetative practices, structural control, slit fences, straw dikes, sediment controls, and operator controls as appropriate.

  II.    Institute stormwater management measures as required, including velocity dissipaters, and solid waste controls which address controls for building materials and offsite tracking of sediment.

  108.3.1.3 Wastewater and Stormwater Management Controls:

  108.3.1.3.1 Pollution Prevention Measures:

  I.    Use methods of dewatering, unwatering, excavating, or stockpiling earth and rock materials which include prevention measures to control silting and erosion, and which will intercept and settle any runoff of sediment-ladened waters.

  II.   Prevent wastewater from general construction activities such as drain water collection, aggregate processing, concrete batching, drilling, grouting, or other construction operations, from entering flowing or dry watercourses without the use of approved turbidity control methods.

  III.  Divert stormwater runoff from upslope areas away from disturbed areas. 

  108.3.1.3.2 Turbidity Prevention Measures:

  I.    Use methods for prevention of excess turbidity which include, but are not restricted to, intercepting ditches, settling ponds, gravel filter entrapment dikes, flocculating processes, recirculation, combinations thereof, or other approved methods that are not harmful to aquatic life.

  II.   Wastewaters discharged into surface waters shall meet conditions of the permit(s).

  III.  Do not operate mechanized equipment in water bodies without having first obtained a Section 404 permit, and then only as necessary to construct crossings or perform the required construction.

  108.3.1.4 Construction Site Management:

  108.3.1.4.1 Contractor Construction Operations:

  I.    Perform construction activities by method that will prevent entrance, or accidental spillage, of solid matter, containments, debris, or other pollutants or wastes into stream, flowing or dry watercourses, lakes, wetlands, reservoirs, or underground water sources.

  i.   Pollutants and wastes include, but are not restricted to: refuse, garbage, cement, sanitary waste, industrial waste, hazardous materials, radioactive substances, oil and other petroleum products, aggregate processing tailings, mineral salts, and thermal pollution.

  108.3.1.4.2 Stockpiled or Deposited Materials:

  I.   Do not stockpile or deposit excavated materials or other construction materials, near or on, stream banks, lake shorelines, or other watercourse perimeters where they can be washed away by high water or storm runoff, or can in any way encroach upon the watercourse.

  108.3.1.4.3 Petroleum Product Storage Tanks Management:

  I.    Place oil or other petroleum product storage tanks at least 50 feet from streams, flowing or dry watercourses, lakes, wetlands, reservoirs, and any other water source.

  II.  Do not use underground storage tanks.

  III.  Construct storage area dikes at least 12 inches high or graded and sloped to permit safe containment of leaks and spills equal to storage tank capacity located in the area plus sufficient freeboard to contain the 25-year rainstorm.

  i.    Line diked areas with an impermeable barrier at least 50 mils thick. 

  IV.    Area for refueling operations: Lined with impermeable barrier at least 10 mils thick covered with two (2) to four (4) inches of soil. 

  108.4 MEASUREMENT & PAYMENT

  Measurement and payment for items of work covered by this section of the specification shall be incidental to the project costs. 

• RELEASE OF LIABILITY —

  The acceptance by the Contractor of the last payment shall  operate as, and be a release to, the Owner and every officer and agent thereof, from all  claims and liability to the Contractor for anything done or furnished for, or relating to the  work, or for any act of neglect of the Owner, or any person relating to or affecting the  work.

• PROJECT ERRORS —

  Bidders will promptly notify the City of Gallup of any ambiguity, inconsistency or error they may discover upon examination of the project documents or the site and local conditions.

• EXISTING UTILITIES —

  The location, size and depth of existing buried utility lines shown on the drawings are based on information available from the Owners of the utilities, but some locations are not accurately known. The Contractor shall make a diligent effort to locate all existing utilities in the construction area and to protect them from damage as a result of his/her construction activity. Any utility damaged through the Contractors negligence and failure to use due caution in carrying out his/her work shall be repaired at his/her cost to the utility(ies) owners satisfaction.  

• SUPERVISION AND INSPECTION —

  All materials used and all work done shall at all times be subject to the inspection, tests and approval of the Engineer and his authorized representatives.

  The Contractor shall furnish samples for testing purposes of any material required by the Engineer and any information required concerning the nature or source of any material which he proposes to use. Detailed requirements concerning the making of laboratory tests and the payment therefore are included in the Detailed Specifications.

  Inspectors may be appointed by the Engineer or the Owner, whose duty it shall be to see that the work is done properly and in accordance with the plans and specifications. Inspectors shall have authority, subject to the final decision of the Engineers, to condemn and reject any defective work or material and to suspend the work when the same is not being properly done.

  Inspectors shall have no authority to permit any deviation from the plans and specifications except on written order from the Engineer. The Contractor will be liable for any deviation except on such written order.

  All condemned work shall be promptly taken out and replaced by satisfactory work, and all condemned materials shall be promptly removed from the vicinity of the work. Should the Contractor fail or refuse to comply with instructions in this respect, the Owner may, upon certification by Engineer, withhold payment or proceed to terminate contracts as herein provided.

  Any defective material or workmanship may be rejected by the Engineer at any time before the final acceptance of the work, even though the same have been previously overlooked and estimated for payment.

  The Engineer and all duly authorized representatives shall at all times have the right to inspect the work for compliance with the plans and specifications. It shall be the responsibility of the Contractor to furnish reasonable facilities for the Engineers use in determining the progress and manner of the work, and in evaluating the quality of materials.

• General Earthwork Section 201 —

  201 GENERAL EARTHWORK – INDEX 

  201.1 GENERAL
  201.1.1   RELATED SECTIONS
  201.1.2   DESCRIPTIONS
  201.1.3   DEFINITIONS 
  201.1.4   CLASSIFICATION OF EXCAVATION
  201.1.5   SUBMITTALS

  201.2    MATERIALS
  201.2.1 BACKFILL
  201.2.2 TIMBER
  201.2.3 BURIED WARNING AND IDENTIFICATION TAPE FOR ENCOUNTERED   
               UTILITY LINES

  201.3    EXECUTION
  201.3.1 GENERAL EXCAVATION
  201.3.2 BACKFILLING AND COMPACTION
  201.3.3 SUBGRADE PREPARATION 
  201.3.4 FINISHING 
  201.3.5 TESTING
  201.3.6 DISPOSITION OF SURPLUS MATERIAL 
  201.3.7 EXSISTING UTILITIES 

  201.4 MEASUREMENT AND PAYMENT

  201    GENERAL EARTHWORK 

  201.1 GENERAL

  201.1.1 RELATED SECTIONS 

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.   Section 107, Storm Water Pollution Prevention
  III.  Section 203, Trenching, Excavation, and Backfilling
  IV.  Section 204, Fill Materials 

  201.1.2 DESCRIPTIONS

  201.1.2.1 Laws and Regulatory Requirements: All excavation, trenching, bracing, etc., shall comply with the requirements of OSHA Excavation Safety Standards (29 CFR Part 1926.650 Subpart P) and any state and local requirements. Where conflict between OSHA, state or local regulations exist, the most stringent requirements shall apply.
      
  201.1.3 DEFINITIONS

  201.1.3.1 Satisfactory Materials: Satisfactory materials comprise of any materials classified by ASTM D 2487 as GW, GP, GM, GP-GM, GW-GM, SW, SP, SM, SW-SM. Satisfactory materials for grading shall comprise of stones less than eight (8) inches, except for fill material for pavements and railroads which comprise of stones less than three (3) inches in any dimension.

  201.1.3.2 Unsatisfactory Materials: Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. Notify the Engineer when encountering any contaminated materials.

  201.1.3.3 Cohesionless and Cohesive Materials: Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Perform testing, required for classifying materials, in accordance with ASTM D 4318, ASTM C 136, ASTM D 422, and ASTM D 1140.

  201.1.3.4 Degree of Compaction: Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 1557 abbreviated as a percent of laboratory maximum density. Since ASTM D 1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4-inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224.

  201.1.3.5 Hard/Unyielding Materials: Hard/Unyielding materials comprise of weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than six (6) inches in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal. 

  201.1.3.6 Rock: Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also, large boulders, buried masonry, or concrete other than pavement exceeding one (1) cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling that is performed merely to increase production. All stone or boulders less than eight (8) cubic feet in volume will be classified as earth.

  Rock shall be broken into two (2) types as further defined below:

  Type “A” Rock - extremely hard rock that is defined as rock which cannot be excavated by means other than those listed:

  I.    Drilling and blasting
  II.   Drilling and splitting with expandable chemical compound.
  III.  Jack hammering.
  IV.   Adjacent excavation and removal with large earth/rock moving equipment.

  Type “B” rock - not at difficult to excavate as Type “A” rock. Type “B” rock can be excavated by any methods stated above or by large backhoes with rock teeth and experienced operators.

  Rock that is hard, but ledgy or fractured and can be excavated with large backhoes, will be considered Type “B” rock. Rock that is intermittently layered with shale and that is readily excavated with backhoes will not be considered rock. Hard shale will not be considered as rock excavation. Samples of Type “A” and Type “B” rocks are available at the office of the Engineer for inspection by bidders or project Contractors.

  201.1.3.7 Unstable Material: Unstable materials do not properly support the building, utility pipe, conduit, or appurtenant structure due to oversaturation. 

  201.1.3.8 Granular Material: Granular fill material shall be unfrozen gravel, sandy gravel or gravelly sand free of organic material, loam, trash, snow, ice or other objectionable material and shall be as specified in Section 204.

  201.1.3.9 Backfill and/or Final Backfill Material: Final backfill consists of granular material or satisfactory materials (imported or native) free from rocks 3/4 inch or larger in any dimension or free from rocks of such size as required for final surfacing, whichever is smaller. 

  201.1.3.10 Expansive Soils: Expansive soils are defined as soils that have a plasticity index equal to or greater than 20 when tested in accordance with ASTM D 4318.

  201.1.4 CLASSIFICATION OF EXCAVATION

  201.1.4.1 Common Excavation: The Contractor shall perform excavation of every type of material encountered within the limits of the project to the lines, grades and elevation shown. Grading shall be in conformity with the typical cross sections shown on project drawings. Satisfactory excavated materials shall be stockpiled for use as backfill within the limits of the work. Unsatisfactory materials encountered within the limits of the work shall be excavated and disposed of as stated in “Disposal of Surplus Material”. Surplus satisfactory excavated material shall also be disposed of as stated in “Disposal of Surplus Material”. During construction, excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times.

  201.1.4.2 Rock Excavation: Rock excavation includes excavating, grading, and disposing of material defined as rock. If at any time during excavation, the Contractor encounters material that may be defined as rock, uncover such material and notify the Engineer. The Contractor shall not proceed with the excavation of this material until the Engineer has classified the materials as common excavation or rock excavation and has taken cross sections as required. Failure on the part of the Contractor to uncover such material, notify the Engineer, and allow ample time for classification and cross sectioning of the undisturbed surface of such material will cause the forfeiture of the Contractor's right of claim to any classification or volume of material to be paid for other than that allowed by the Engineer for the areas of work in which such deposits occur.

  Rock excavation shall be broken into two categories according to the type of rock being excavated as defined in Paragraph 201.1.3.6 of this Section.

  201.1.5 SUBMITTALS

  201.1.5.1 Submittal Procedures: All submittal procedures shall be per Section 101 of the Specifications.

  201.1.5.1.1 Product Data: Imported material, gradation, unit weight, proctor and PI sample results shall be approved before utilizing the following:

  I.    Imported Material
  II.   Utilization of Excavated Materials
  III.  Excavated Rock Materials (modified or unmodified)
  IV.  Borrow Pit Materials

  201.1.5.1.2 Procedure and Location: Procedure and location for the following:

  I.    Disposal of unused satisfactory material
  II.   Proposed source of borrow material

  201.1.5.1.3 Notification: Notification of encountering rock in the project and the advanced notice on the opening of excavation and borrow areas. 

  201.2 MATERIALS

  201.2.1 BACKFILL

  Backfill materials shall be as defined in Paragraph 201.1.3.9 or as specified in Section 204.

  201.2.2 TIMBER

  Timber used for excavation support system shall be pressure treated.

  201.2.3 BURIED WARNING AND IDENTIFICATION TAPE FOR ENCOUNTERED UTILITY LINES 

  Replace disturbed polyethylene plastic warning tape manufactured specifically for warning and identification of existing buried utility lines. Replace disturbed tape with rolls, three (3) inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

  Warning Tape Color Codes:

  I.    Red: Electric
  II.   Blue: Water Systems
  III.  Green: Sewer Systems

  201.2.3.1 Warning Tape for Metallic and Non-Metallic Piping: Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch and a minimum strength of 1500 pounds per square inch (psi) lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

  201.2.3.2 Detection Wire for Metallic and Non-Metallic Piping: Insulated single strand, solid copper detection wire with a minimum of 12AWG.

  201.3 EXECUTION

  201.3.1 GENERAL EXCAVATION

  Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified in the project documents. Perform the grading in accordance with the typical sections shown and the tolerances specified in Paragraph 201.3.4. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage or designated waste areas. Dispose unsatisfactory excavated material in designated waste or spoil areas. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. 

  201.3.1.1 Test Pits: In addition to the removal and demolition shown on the drawings, the Contractor shall perform exploratory excavation work, Test Pits, as required in order to verify the location of existing underground utilities and structures prior to excavation activities. Test pits shall be backfilled as soon as the location of the utilities has been determined. Backfilled locations shall be such that erosion of the area is minimized.

  201.3.1.2 Dewatering, Drainage, and Drainage Systems: Temporary dewatering and drainage systems shall be in place prior to beginning excavation. Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry. Construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions and to employ necessary measures to permit construction to proceed.

  201.3.1.3 Excavation Support: The Contractor shall furnish, put in place, and maintain a braced or tied back cofferdam to support the sides of the excavation to prevent movement which could in anyway diminish the width of the excavation below that necessary for proper construction.

  201.3.1.3.1 Bracing and Sheeting: In congested areas where narrowness or right-of-way, traffic, other installed utilities line, buildings or structures prevent sloping of banks, the Contractor shall be responsible to install sheet piling or operate a “boat” or caisson to maintain side slope and to protect existing improvements and work personnel. The Contractor will not be compensated for replacement of any improvements damaged due to his failure to provide proper bracing, sheeting or other restraining devices.

  201.3.1.4 Drainage Structure Excavation Requirements: Provide trenches and foundation pits of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock or other hard foundation material of loose debris and cut to a firm, level, stepped, or serrated surface. Remove loose disintegrated rock and thin strata. Do not disturb the bottom of the excavation when concrete is to be placed in an excavated area. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

  201.3.1.5 Existing Underground Utilities: The Contractor is responsible for movement of construction machinery and equipment over existing pipes and utilities during construction. Perform work adjacent to non-City utilities as indicated in accordance with procedures outlined by utility company. Excavation made with power-driven equipment is not permitted within two (2) feet of known City-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Engineer. Report damage to utility lines or subsurface construction immediately to the Engineer.

  201.3.1.6 Structural Excavation: Ensure that footing subgrades have been inspected and approved by the Engineer prior to gabion basket, revetment mattress or concrete placement. 

  201.3.1.7 Opening & Drainage of Excavation and Borrow Pits: The Contractor is responsible for notifying the Engineer sufficiently in advance of the opening of any excavation to permit elevations and measurements of the undisturbed ground surface to be taken. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed. Ensure that excavation of any area or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

  201.3.2 BACKFILLING AND COMPACTION

  Backfilling operations shall commence after concrete has cured for approximately 72 hours. Materials for backfill shall conform to those described in Section 204, as specified in this Section, or as called for in project documents. 

  Backfill shall be brought up evenly in maximum eight (8) inch lifts. Each layer of backfill material shall be thoroughly compacted by rolling, tamping or vibrating with mechanical compacting equipment or hand tamping. Compaction, shall be as called for as a percentage of standard or modified proctor. If rolling is used, it shall be by use of a suitable roller or tractor and insuring compaction throughout the backfilling area.

  When the construction is within the New Mexico Department of Transportation right-of-way, the construction practices and compaction densities required in backfill shall comply with the requirements of the New Mexico Highway Commission’s “Standard Specifications for Road Bridge Construction” and shall be subject to inspection by personnel of the New Mexico State Highway Department.

  201.3.2.1 Utilization of Backfill Materials: Use satisfactory material removed from excavations, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. Clear and grub designated waste areas before disposal of waste material thereon. Unsatisfactory materials removed during excavation shall be disposed into designated waste disposal or spoil areas.

  201.3.2.2 Ground Surface Preparation: 

  Remove and replace unsatisfactory material with satisfactory materials, as directed by the Engineer, in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of eight (8) inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than one (1) vertical to four (4) horizontal so that the fill material will bond with the existing material. When subgrades are less than the specified density, break up the ground surface to a minimum depth of eight (8) inches, pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill. 

  Do not place material on surfaces that are muddy, frozen, or contain frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Moisten material as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used.

  201.3.2.3 Backfill for Appurtenances: After the manhole, catch basin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for three (3) days, place backfill in such a manner that the structure is not to be damaged by the shock of falling earth. Deposit the backfill material, compact it as specified for final backfill, and bring up the backfill evenly on all sides of the structure to prevent eccentric loading and excessive stress.

  201.3.3 SUBGRADE PREPARATION 

  201.3.3.1 Proof Rolling: Finish proof rolling on an exposed subgrade free of surface water (wet conditions resulting from rainfall) which would promote degradation of an otherwise acceptable subgrade. Proof roll the existing subgrade with a 15 ton, pneumatic-tired roller. Operate the roller in a systematic manner to ensure the number of passes over all areas, and at speeds between 2 1/2 to 3 1/2 miles per hour (mph). Notify the Engineer a minimum of three (3) days prior to proof rolling. Perform proof rolling in the presence of the Engineer. Undercut rutting or pumping of material as directed by the Engineer and replace with select material.
   
  201.3.3.2 Construction: Shape subgrade to line, grade, and cross section, and compact as called for in project documents. Include plowing, disking, and any moistening or aerating required to obtain specified compaction for this operation. Remove soft or otherwise unsatisfactory material and replace with satisfactory excavated material or other approved material as directed. Excavate rock encountered in the cut section to a depth of 6 inches below finished grade for the subgrade. Bring up low areas resulting from removal of unsatisfactory material or excavation of rock to required grade with satisfactory materials, and shape the entire subgrade to line, grade, and cross section and compact as specified. Do not vary the elevation of the finish subgrade more than 0.05 feet from the established grades and cross sections.

  201.3.3.3 Compaction: Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment. Except for paved areas.

  201.3.3.3.1 Subgrade for Pavements: Compact subgrade for pavements to at least 96 percent laboratory maximum theoretical density for the depth below the surface of the pavement shown. When more than one soil classification is present in the subgrade, thoroughly blend, reshape, and compact the top six (6) inches of subgrade.

  201.3.4 FINISHING 

  Finish the surface of excavations, embankments, and subgrades to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown in project documents. Provide the degree of finish for graded areas within 0.1 foot of the grades and elevations indicated except that the degree of finish for subgrades specified in Paragraph 201.3.3. Finish gutters and ditches in a manner that will result in effective drainage. Finish the surface of areas to be turfed from settlement or washing to a smoothness suitable for the application of turfing materials. Repair graded, topsoiled, or backfilled areas prior to acceptance of the work, and re-established grades to the required elevations and slopes.

  201.3.4.1 Subgrade: During construction, keep embankments and excavations shaped and drained. Maintain ditches and drains along subgrade to drain effectively at all times. Do not disturb the finished subgrade by traffic or other operation. The Contractor is responsible for protecting and maintaining the finished subgrade in a satisfactory condition until ballast, subbase, base, or pavement is placed. Do not permit the storage or stockpiling of materials on the finished subgrade. Do not lay subbase, base course, ballast, or pavement until the subgrade has been checked and approved, and in no case place subbase, base, surfacing, pavement, or ballast on a muddy, spongy or frozen subgrade.

  201.3.4.2 Grading Around Structures: Construct areas within five (5) feet outside of each building and structure line true-to-grade, shape to drain, and maintain free of trash and debris until final inspection has been completed and the work has been accepted. 

  201.3.5 TESTING

  Testing shall be the responsibility of the Contractor and shall be performed as directed by the Engineer. Perform testing by a certified commercial testing laboratory. Determine field in-place density in accordance with ASTM D 2922. When test results indicate, as determined by the Engineer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements. Perform tests on recompacted areas to determine conformance with specification requirements. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type operation.

  201.3.5.1 Fill and Backfill Material Gradation: One test per each different material encountered or in-place source material. Determine gradation of fill and backfill material in accordance with ASTM C 136.

  201.3.5.2 In-Place Densities:

  I.    One test per 200 linear feet of trench, or fraction thereof, of each lift of fill or backfill areas compacted by other than hand-operated machines.
  II.   One test per 100 linear feet, or fraction thereof, of each lift of fill or backfill areas compacted by hand-operated machines.

  201.3.5.3 Moisture Contents: In the stockpile or excavation areas, perform a minimum of two (2) tests per day per type of material or source of material being placed during stable weather conditions. During unstable weather, perform tests as dictated by local conditions and approved by the Engineer. It is considered acceptable to test for moisture within compacted material. If moisture content is not considered acceptable, compacted material will be removed in its entirety and reprocessed prior to retesting.

  201.3.5.4 Optimum Moisture and Laboratory Maximum Density: Perform tests for each type material or source of material including borrow material to determine the optimum moisture and laboratory maximum density values. One representative test per 500 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density. 

  201.3.5.5 Tolerance Tests for Subgrades: Perform continuous checks on the degree of finish specified in Paragraph 201.3.3 during construction of the subgrades.

  201.3.5.6 Displacement of Sewers: After other required tests have been performed and the trench backfill compacted to the finished grade surface, inspect the pipe to determine whether significant displacement has occurred. Conduct this inspection in the presence of the Engineer. Inspect pipe sizes larger than 36 inches, while inspecting smaller diameter pipe by shining a light or laser between manholes or manhole locations, or by using television cameras passed through the pipe. If, in the judgment of the Engineer, the interior of the pipe shows poor alignment or any other defects that would cause improper functioning of the system, replace or repair the defects as directed at no additional cost.

  201.3.6 DISPOSITION OF SURPLUS MATERIAL 

  Dispose of surplus material or other soil material not required or suitable for filling or backfilling, including brush, refuse, stumps and roots in accordance with all local, state and federal requirements.

  Excavated material may be stockpiled without excessive surcharge on the trench bank. Contractor may temporarily stockpile in an area within the limits of construction that do not disrupt construction activities, create any nuisance or safety hazards or otherwise restrict access to the work site.

  201.3.7 EXISTING UTILITIES 

  The Contractor shall, at his own expense, repair all damages to street, sidewalks, curbs, gutters, paving, utility lines and any other private or public properties caused by general earthwork or other construction activities. This includes damages caused by backfill settlement within a period of one (1) year after final acceptance of the project by the City.

  
  201.4 MEASUREMENT AND PAYMENT

  Measurement and payment for items of work covered by this section of the specifications shall be in accordance with provisions of the Special Conditions.

• TIME OF COMPLETION —

  The Bidder must agree to commence work on a date to be specified in a written “Notice to Proceed” issued by the Engineer and to fully complete the project within  Number of Calendar Days for Sixty (60) calendar days thereafter, including weather delays. 

• WATER FOR CONSTRUCTION —

  Water for construction shall be potable water and may be taken from the City of Gallup East Pump Station located immediately north of Interstate 40 and approximately 1/2 mile east of Ford Drive in the City of Gallup. Water for sewer line testing may be effluent water taken from the City of Gallup Wastewater Treatment Plant (WWTP) located on the west side of Gallup on Sweet Water Place. Potable water shall be hauled in clean, potable water tankers. Contractor to provide all materials, fittings and equipment required to facilitate pipeline testing. Contractor shall coordinate with the City Water and Sanitation Department, as required to access potable water. The Contractor shall also coordinate with the WWTP facilities Contractor, as required to access effluent water. Alternate sources of potable water, if required, shall be identified and coordinated by the Contractor.  

• PUBLIC WORKS —

  This solicitation is for a City of Gallup project and subject to the Public Works Statutes of the State of New Mexico (13-4-1 to 13-4-43 NMSA 1978); Construction Industries Licensing act (60-13-1 et seq. NMSA 1978); CID rules and regulations; applicable federal, state and local statutes and laws; and the City of Gallup Ordinances. 

• WORKMANSHIP AND SUPERINTENDENCE —

  The Contractor shall keep on the worksite, during its progress, a competent superintendent and any necessary assistants, all satisfactory to the Engineer. The superintendent shall represent the Contractor in their absence, and directions given to superintendent shall be as binding as if given to the Contractor directly.

  The Contractor shall provide tools and equipment and the services of all workmen, mechanics, tradesmen and other employees necessary in the construction and execution of the work contemplated and outlined herein. The employees of the Contractor shall be competent and willing to perform satisfactorily the work required of them.  Any employee who is disorderly, intemperate or incompetent or who neglects or refuses to perform their work in a satisfactory manner, shall upon request of the Engineer, be promptly discharged and shall not be re-employed except with the Engineer's consent.

  It is called particularly to the Contractor's attention that only first-class workmanship will be acceptable.

• Clearing and Grubbing Section 202 —

  202    CLEARING AND GRUBBING – INDEX

  202.1   GENERAL
  202.1.1 DESCRIPTION OF WORK
  202.1.2 RELATED SECTIONS
  202.1.3 SUBMITTALS
  202.1.4 DELIVERY, STORAGE AND HANDLING

  202.2   MATERIALS
  202.2.1 TREE WOUND PAINT
  202.2.2 HERBICIDE

  202.3   EXECUTION
  202.3.1 PROTECTION
  202.3.2 CLEARING
  202.3.3 TREE REMOVAL
  202.3.4 GRUBBING
  202.3.5 REMOVAL AND DISPOSAL OF MATERIAL

  202.4 MEASUREMENT AND PAYMENT 
  202    CLEARING AND GRUBBING

  202.1 GENERAL

  202.1.1 DESCRIPTION OF WORK 
  This work shall consist of clearing, grubbing, removing and disposing of vegetation and debris, trash and rubble in accordance with the contract requirements and in compliance with these specifications. This work shall also include the preservation from damage or defacement of all vegetation and items designated to remain.

  The Contractor shall establish right-of-way lines, property lines and construction lines based on project drawings and coordination with project Engineer. The Contractor shall preserve all trees, shrubs, plants, and other items designated to remain.

  Within the construction limits, all surface debris, trees, stumps, roots, and other objectionable protruding obstructions shall be cleared and grubbed as required. The Contractor may leave undisturbed stumps and other solid objects provided they are outside the construction limits and do not interfere with construction activities.

  Between the right-of-way lines and construction limits, hazardous objects and unsightly debris shall be removed. Stump holes and other holes within this area shall be backfilled with suitable material. Vegetation outside of designated demolition limits to remain.

  202.1.2 RELATED SECTIONS 

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.    Section 105, Protected Species (If applicable) 
  III.    Section 106, Preservation of Historical and Archaeological Data
  IV.    Section 107, Storm Water Pollution Prevention

  202.1.3 SUBMITTALS
  The Engineer approval is required for submittals. The following shall be submitted in accordance with Section 101:

  202.1.3.1 Product Data: Non-salvageable materials. Written permission to dispose of such products on private property shall be filed with the Engineer.

  202.1.3.2 Samples:
  I. Tree wound paint
  II.Herbicide
      Submit samples in cans with manufacturer's label.

  202.1.4 DELIVERY, STORAGE, AND HANDLING
  Deliver, store, and handle materials in a manner which will maintain the materials in their original manufactured or fabricated condition until ready for use.

  202.2 MATERIALS

  202.2.1 TREE WOUND PAINT
  Bituminous based paint of standard manufacture specially formulated for tree wounds.

  202.2.2 HERBICIDE
  Comply with Federal Insecticide, Fungicide, and Rodenticide Act (Title 7 U.S.C. Section 136) for requirements on Contractor's licensing, certification, and record keeping. 

  202.3 EXECUTION

  202.3.1 PROTECTION

  202.3.1.1 Roads and Walks: Keep roads and walks free of dirt and debris at all times.

  202.3.1.2 Trees, Shrubs, & Existing Facilities: Trees and vegetation to be left standing shall be protected from damage due to clearing, grubbing, and construction operations by the erection of barriers or by such other means as the circumstances require.

  202.3.1.3 Utility Lines: Protect existing utility lines from damage. Notify the Engineer immediately of damage to or an encounter with an unknown existing utility line. The Contractor shall be responsible for the repairs of damage to existing utility lines that are indicated or made known to the Contractor prior to start of clearing and grubbing operations. When utility lines which are to be removed are encountered within the area of operations, the Contractor shall notify the Engineer in ample time to minimize interruption of the service.

  202.3.2 CLEARING
  Clearing shall consist of the felling, trimming, and cutting of trees into sections and the satisfactory disposal of the trees and other vegetation designated for removal, including downed timber, snags, brush, and rubbish occurring within the areas to be cleared. Trees, stumps, roots, brush, and other vegetation in areas to be cleared shall be cut off flush with or below the original ground surface, except such trees and vegetation designated or directed to be left in place. Trees designated to be left standing within the cleared areas shall be trimmed of dead branches 1 1/2 inches or more in diameter to the heights indicated or directed. Limbs and branches to be trimmed shall be neatly cut close to the bole of the tree or main branches. Cuts more than 1 1/2 inches in diameter shall be painted with an approved tree-wound paint. Apply herbicide in accordance with the manufacturer's label to the top surface of stumps designated not to be removed.

  202.3.3 TREE REMOVAL
  Where indicated or directed, trees and stumps that are designated as trees shall be removed from areas outside those areas designated for clearing and grubbing. This work shall include the felling of such trees and the removal of their stumps and roots as specified in Paragraph 202.3.4. Trees shall be disposed of as specified in Paragraph

  202.3.5.

  202.3.4 GRUBBING
  Grubbing shall consist of the removal and disposal of stumps, roots larger than three (3) inches in diameter, and matted roots from the designated grubbing areas. Material to be grubbed, together with logs and other organic or metallic debris not suitable for foundation purposes, shall be removed to a depth of not less than 18 inches below the original surface level of the ground in areas indicated to be grubbed and in areas indicated as construction areas under this contract, such as areas for buildings, and areas to be paved. Depressions made by grubbing shall be filled with suitable material and compacted to make the surface conform with the original adjacent surface of the ground.

  202.3.5 REMOVAL AND DISPOSAL OF MATERIAL

  202.3.5.1 Non-Salvageable Materials: Logs, stumps, roots, brush, rotten wood, and other refuse from the clearing and grubbing operations shall be disposed of in an environmentally acceptable manner. The Contractor shall be responsible for compliance with all Federal and State laws and regulations and with reasonable practice relative to disposal of unusable debris.

  202.3.5.2 Alternate Disposal Methods: Materials removed from the limits of the right-of-way maybe disposed of on designated offsite private property. Contractor shall arrange for and obtain written permission from the property owner on whose property material is to be disposed of. Burning of material is strictly prohibited.

  202.3.5.3 Site Conditions: The project right-of-way and adjacent areas shall be left neat and appear to be finished.  Accumulation of debris on adjacent property will not be allowed, unless approved, in writing, by the property owner.

  202.4 MEASUREMENT AND PAYMENT

  Measurement and payment for items of work covered by this section of the Specifications shall be in accordance with provisions of the Special Conditions. 

• TIME OF COMPLETION AND LIQUIDATION DAMAGES —

  The Bidder must agree to commence work on a date to be specified in a written Notice to Proceed issued by the Engineer and to fully complete the project within Sixty (60) days thereafter. The bidder must agree, also to pay as liquidated damages, the sum of  Five Hundred ($500) for each consecutive day thereafter as provided in the General Conditions. 

• LICENSES, LEGAL RESTRICTIONS, PERMITS AND REGULATIONS —

  The contractor shall have a license issued by the Construction Industries Division (CID) of the New Mexico Regulation and Licensing Department. The licenses shall be properly classified for the work to be performed under this contract and be in active status. All subcontractors shall also meet these criteria. Additionally, the Contractor shall at their own expense, procure all necessary licenses and permits of a temporary nature and shall give due and adequate notices to those in control of all properties which may be affected by this operation. Permits, licenses and easements for permanent structures or permanent changes in existing facilities, shall be provided by the Owner unless otherwise specified. The Contractor shall give all notices and comply with all laws, ordinances, rules and regulations bearing on the conduct of the work as drawn or specified. The City and Engineer will verify Contractor is properly licensed as required at: https://www.rld.nm.gov/construction-industries/

• WASTE DISPOSAL —

  All waste materials from this project shall be disposed of in an environmentally acceptable manner. Private entities located near the City limits, accepts recyclable material. Bidders should make themselves aware of the location of these entities. The Contractor shall be responsible for locating acceptable sites for placing waste soil or rock.  

• DELAYS AND EXTENSIONS OF TIME —

  The Contractor expressly covenants and agrees that in undertaking to complete the work and having made allowances for all of the ordinary delays and hindrances incident to such work whether growing out of delays in securing materials, workmen or otherwise. Should the Contractor, however, be delayed in the prosecution and completion of the work by reason of delayed shipment orders, or by any changes, additions or omissions therein ordered in writing by the Owner or by the abandonment of the work by men engaged hereon through no fault of the Contractor, or by embargoes, etc. which would effect the fabrication or delivery of materials and/or equipment to the work, or by delays caused by court proceedings, the Contractor shall have no claims for damages for any cause or delay, but he/she shall in such cases, be entitled to such extension of the time specified for the completion of the work as the Owner shall award in writing on account of such delays, provided however, that claim for such extension of time is made by the Contractor to the Owner in writing within one week from the time when any such alleged cause for delay shall occur.

• Trenching Excavation and Backfilling Section 203 —

  203      TRENCHING, EXCAVATION, AND BACKFILLING – INDEX

  203.1   GENERAL
  203.1.1 DESCRIPTION
  203.1.2 RELATED SECTIONS
  203.1.3 DEFINITIONS
  203.1.4 SUBMITTALS

  203.2   MATERIALS
  203.2.1 SATISFACTORY MATERIALS, 
  203.2.2 UNSATISFACTORY MATERIALS
  203.2.3 COHESIONLESS AND COHESIVE MATERIALS
  203.2.4 ROCK
  203.2.5 UNYIELDING MATERIAL
  203.2.6 UNSTABLE MATERIAL
  203.2.7 GRANULAR MATERIAL
  203.2.8 BEDDING OR INITIAL BACKFILL MATERIAL

  203.3   EXECUTION
      203.3.1 EXCAVATION
  203.3.2 BRACING AND SHEETING
  203.3.3 BACKFILLING
      203.3.4 PAVEMENT CUT AND PATCHES
      203.3.5 EXISTING UTILITIES    
      203.3.6 SPECIAL REQUIREMENTS
      203.3.7 TESTING
      203.3.8 DE-WATERING
  203.3.9 ACCESS TO PUBLIC STREETS, ALLEYS, RIGHTS-OF-WAY, 
            RAILROAD, AND PRIVATE PROPERTY

  203.4 MEASUREMENT AND PAYMENT

  203    TRENCHING, EXCAVATION, AND BACKFILLING

  203.1 GENERAL

  203.1.1 DESCRIPTION
  This item of work shall consist of trenching, excavation, backfilling, restoration of site, and miscellaneous operations pertaining to installation of pipelines, facilities, structures, and appurtenances complete in strict accordance with provisions of this section of the specifications and applicable drawings. Workmanship and materials for required earthwork shall conform to the NMDOT Standard Specifications for Highway and Bridge Construction, 2014 Edition provided however, that the specifications, measurement and payment methods contained therein, or the Special Conditions shall apply.

  203.1.2 RELATED SECTIONS 
  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.    Section 201, General Earthwork
  III.    Section 204, Fill Materials
  IV.    Section 507, Jacking and Boring

  203.1.3 DEFINITIONS
  All definitions of materials and types of products shall be as defined in Section 201.

  203.1.4 SUBMITTALS

  203.1.4.1 Submittal Procedures: Engineer approval is required for submittals. The following shall be submitted in accordance with Section 101 of the Specifications. 
  203.1.4.1.1 Test Reports:

  I.Field Density Tests
  II.Testing of Backfill Materials 

  Copies of all laboratory and field test reports within seven (7) days of the completion of the test.

  203.2 MATERIALS

  203.2.1 SATISFACTORY MATERIALS
  Satisfactory materials shall be as defined in Section 201.

  203.2.2 UNSATISFACTORY MATERIALS
  Unsatisfactory Materials shall be as defined in Section 201.

  203.2.3 COHESIONLESS AND COHESIVE MATERIALS
  Cohesion-less and Cohesive Materials shall be as defined in Section 201.

  203.2.4 ROCK
  Rock is defined in Section 201. Rock also consists of boulders measuring 1/2 cubic yard or more, materials that cannot be removed without systematic drilling and blasting such as rock material in ledges, bedded deposits, un-stratified masses, conglomerate deposits, and below ground concrete or masonry structures, exceeding 1/2 cubic yard in volume, except that pavement shall not be considered as rock.

  203.2.5 UNYIELDING MATERIAL
  Unyielding material shall consist of rock and gravelly soils with stones greater than 12 inches in any dimension or as defined by the pipe manufacturer, whichever is smaller.

  203.2.6 UNSTABLE MATERIAL
  Unstable Material shall be as defined in Section 201.

  203.2.7 GRANULAR MATERIAL
  Granular Material shall be as defined in Section 201.

  203.2.8 BEDDING OR INITIAL BACKFILL MATERIAL
  Bedding or initial backfill shall consist of granular material free from rocks 3/4 inch or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, the initial backfill material shall be free of stones larger than 3/8 inch in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

  203.3 EXECUTION 

  203.3.1 EXCAVATION
  Excavation shall be performed in accordance with Section 201. Rock excavation shall include removal and disposition of material defined as rock in Section 201. During excavation, material satisfactory for backfilling shall be stockpiled in an orderly manner at a distance from the banks of the trench equal to half (1/2) the depth of the excavation but in no instance closer than two (2) feet. 

  203.3.1.1 Trench Excavation Requirements: Excavate the trench as recommended by the manufacturer of the pipe to be installed. Shore trench walls more than four (4) feet high, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave-in. Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content. Do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter, and do not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, provide special installation procedures. The Contractor is responsible for the cost of the special installation procedures without any additional cost to the Owner.

  203.3.1.1.1 Bottom Preparation: Grade the bottoms of trenches accurately to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Excavate bell holes to the necessary size at each joint or coupling to eliminate point bearing. Remove stones of 3/4 inch or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

  203.3.1.1.2 Removal of Unyielding Material: Where over depth is not indicated, and unyielding material is encountered in the bottom of the trench, remove such material eight (8) inches below the required grade and replace with suitable materials as provided Section 201.

  203.3.1.1.3 Removal of Unstable Material: Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it to the proper grade with select granular material as provided in Section 201. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Owner.

  203.3.1.1.4 Excavation for Appurtenances: Provide excavation for manholes, catch-basins, inlets, or similar structures of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock of loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Remove loose disintegrated rock and thin strata. When concrete or masonry is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete is to be placed.

  203.3.1.2 Rock Excavation: Reference Section 201 for the description of rock excavation. All stone or boulders less than eight (8) cubic feet in volume will be classified as earth. The Engineer shall, in all cases, be advised if blasting is deemed necessary for removal of material encountered in the trench. Normally blasting will not be permitted in the City limits. That portion of the trench bottom excavated in rock shall be over-excavated a minimum of four (4) inches below all pipe elevations and backfilled to trench invert grade with suitable granular material approved by the Engineer.

  203.3.1.3 Jacking, Boring, and Tunneling: Shall conform to Section 507 of these specifications. 

  203.3.1.4 Stockpiles: Stockpiles of satisfactory and wasted materials shall be placed and graded as specified. Stockpiles shall be kept in a neat and well drained condition, giving due consideration to drainage at all times. The ground surface at stockpile locations shall be cleared and grubbed. Excavated satisfactory and unsatisfactory materials shall be separately stockpiled. Stockpiles of satisfactory materials shall be protected from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, such material shall be removed and replaced with satisfactory material from approved sources at no additional cost to the Owner.

  203.3.2 BRACING AND SHEETING  
  In congested areas where narrowness of right-of-way, traffic, other installed utility lines, buildings or structures prevents sloping of trench banks, it shall be the Contractor's responsibility to install sheet piling or operate a trench box or caisson to maintain trench widths to protect existing improvements and work personnel. The Contractor will not be compensated for replacement of any improvements damaged due to his failure to provide proper bracing, sheeting, or other restraining devices. Sheeting, bracing, or other restraining devices shall not be removed after pipe lines are laid until sufficient backfill is in place to protect the pipe or existing improvements from damage by slides or cave-ins. Should it become necessary to leave sheeting or piling in place, it shall be cut-off at least four (4) feet below the ground.
   
  203.3.3 BACKFILLING
  Backfilling operations shall be performed in accordance with Section 201 and normally be carried immediately behind the pipe laying operations. Long stretches of open trench will not be permitted. All pits that will require future access for additional project operations shall be temporarily backfilled. The Contractor shall be prepared at all times to take measures to prevent flood damage to facilities connected with this project, and private or public property.

  203.3.3.1 Trench Backfill: Backfill trenches to the grade shown. Backfill the trench at least three (3) feet above the top of pipe prior to performing the required pressure tests. Leave the joints and couplings uncovered during the pressure test.
   
  203.3.3.1.1 Replacement of Unyielding Material: Replace unyielding material removed from the trench with select granular material or initial backfill material.

  203.3.3.1.2 Replacement of Unstable Material: Replace unstable material removed from the trench or excavation with select granular material placed in layers not exceeding eight (8) inch loose thickness.

  203.3.3.1.3 Bedding and Initial Backfill: Provide bedding of the type and thickness shown in the project drawings. Place bedding material and compact it with approved tampers to a height of at least one foot above the utility pipe conduit or structure. Bring up the bedding evenly on both sides of the pipe for the full length of the pipe. Take care to ensure thorough compaction of the fill under the haunches of the pipe. Provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Compact backfill to percentage of standard proctor as called for.

  203.3.3.1.4 Final Backfill: Fill the remainder of the trench, except for special materials for roadways, sidewalks and other structures with satisfactory material. Place backfill material and compact to 95 percent standard proctor.

  203.3.3.1.5 Flowable Backfill: Flowable fill as defined in Section 204 may be used for bedding, initial backfill, and final backfill as called for in project documents or at Contractor’s choice. The consistency of the backfill shall be such that all voids are filled with minimum rodding or vibrating but not so wet as to cause excessive shrinkage, prolonged set times or detrimental reduction in strength. Cured flowable fill shall have compressive strengths greater than compacted soil as specified on the project drawings yet shall be suitable for future excavation by conventional methods. Test methods t conform to NMDOT 516.2.10.

  203.3.3.1.6 Granular Material: In areas where the natural material is encountered in the trench bottom meets the specified gradation requirements in Section 204 for granular fill, over excavation and placing of granular material will not be required, but accurate shaping and grading of the trench bottom to provide the above cited pipe support shall be carried out. 

  203.3.4 PAVEMENT CUT AND PATCHES

  Pavement patches and cuts shall conform to applicable Sections of these specifications.

  203.3.5 EXISTING UTILITIES 

  The Contractor shall call for utility "locates" by the utility companies prior to any construction activities. The Contractor should familiarize himself of the fees involved for the initial and return "locates". The Contractor shall, in addition, expose certain existing lines which could cause grade, alignment, or tie-in problems for the proposed facilities.
   
  The Contractor shall exercise due care to ensure that existing water and sewer laterals and service connections are not disturbed or damaged. Any laterals or service connections damaged as a result of the Contractor's operations shall be replaced with materials of like kind or as specified. Repaired and/or replaced laterals and service connections shall not be covered until inspected and approved by the Owner or his representative. The Contractor shall, after locates are provided by City Personnel, or others, carefully probe for and locate service lines on the blind side or trench side of existing mains. It is recommended that the Contractor have on hand for the project, an electronic device suitable for locating underground copper or ferrous lines. Contractor shall be responsible for tying in all service lines to new main construction.

  Contractor shall work whatever hours are required to repair and replace damaged or cut water and sewer services or mains back into operation with a minimum of inconvenience to the user.

  Contractor shall use extreme caution when trenching in areas with sewer service lines so that flow from cut service lines does not come near newly laid water pipe. Water pipe that is infiltrated by sewage will be rejected and shall be removed. Workmen shall have available, at all times, potable water and soap to wash up after working on sewer lines. Diluted chlorine solution shall also be available at all times to wipe down water pipe and fittings if deemed necessary.

  203.3.6 SPECIAL REQUIREMENTS
  Special requirements for both excavation and backfill relating to the specific utilities are as follows:

  203.3.6.1 Waterlines: Trenches shall be of a depth to provide a minimum cover of four (4) feet from the existing ground surface, or from the indicated finished grade, whichever is lower, to the top of the pipe.

  203.3.6.2 Electrical Distribution Systems: Direct burial cable and conduit or duct line shall have a minimum cover of two (2) feet for secondary services and four (4) feet for primary services.
  203.3.6.3 Plastic Marking Tape: Warning tapes shall be installed 1 foot above the pipe, at a depth of approximately 2 1/2 feet below finished grade unless otherwise shown. Wire shall be installed under or wrapped around pipe.

  203.3.7 TESTING
  Testing shall be in accordance with Section 201.

  203.3.8 DE-WATERING

  At the cost of the Contractor, the Contractor shall furnish all equipment, perform all operations required to remove all water from trenches or other parts of the work in accordance with Section 201, and fully protect the work from slides or cave-ins by installation, shoring or other restraining. De-watering and/or shoring shall be continued until all work below the water table has been completed and backfilled. Water from de-watering operations shall be disposed of as directed by the Engineer.

  203.3.9 ACCESS TO PUBLIC STREETS, ALLEYS AND RIGHTS-OF-WAY, RAILROAD AND PRIVATE PROPERTY 

  Work to be performed under this project shall be carried out in a manner that will cause the least inconvenience to public travel and damage to adjacent private property. In general, the Contractor will not be permitted to completely close off any public or private streets, driveways, alleys or other routes or travel by the public. Closure of any public route of travel will be only after obtaining permission of the City Director of Public Works, Street Superintendent, or County Road Superintendent. Such closure shall be for the minimum period necessary for construction. Where private property is served by two (2) driveways or wide frontage on public rights of way, access will be provided at all times. In some cases, it may be necessary that the Contractor construct temporary roads or driveways. Temporary access routes shall be properly constructed and maintained by the Contractor.
   
  Contractor shall place and maintain barricades, warning lights, and signs as required to inform and protect the general public and project workmen. Contractor shall be courteous and attempt to work with businesses and residents to the fullest extent possible until the project is complete.

  Traffic Routing Plans for work within the City shall be submitted to the City Director of Public Works for approval. The plan shall address each phase of construction. Traffic routing plans for work within NMDOT rights-of-way will be contained in the Contract Documents.

  The Contractor shall water the streets for dust control when requested by the City or by the Engineer. In addition, the Contractor shall "broom" the streets as required during the time period between pipe installation and patching.

  All work on railroad property shall be done in such a manner as to least interfere with rail traffic, railroad workmen and railroad lessee business operations. All work shall be planned in close coordination with appropriate railroad officials and lessee representatives. No work shall be performed on railroad property unless a permit is obtained.

  203.4 MEASUREMENT AND PAYMENT 

  Measurement and payment for items of work covered by this section of the specifications shall be as set forth in the Special Conditions.

   

• BIDDERS QUALIFICATIONS —

  Bids will be considered only from firms who can provide evidence that they have established a satisfactory record of performance and integrity to insure they can execute the requirements as stated herein. The City may make such investigation it deems necessary to determine the ability of the bidder to perform the work. Any determination as to competency shall be made by appropriate City staff. Any proposal which is incomplete, irregular, or accompanied by an insufficient bond may be rejected. The City of Gallup also reserves the right to reject the proposal of a bidder who has previously failed to perform properly, including inferior materials, workmanship or attempts to use substandard equipment, excessive inspection caused to the project to insure good workmanship, poor construction methods, or failure to complete on time a contract of similar nature, or the proposal of a bidder who is not in a position to perform the work governed by the Contract. 

• Fill Materials Section 204 —

  204     FILL MATERIALS – INDEX

  204.1 GENERAL 
  204.1.1 RELATED SECTIONS 
  204.1.2 SUBMITTALS

  204.2 MATERIALS 
  204.2.1 GRANULAR FILL
  204.2.2 NATIVE ROCK FREE FILL
  204.2.3 FLOWABLE FILL MIX DESIGN

  204.3 EXECUTION
  204.3.1 NATIVE ROCK UTILIZATION
  204.3.2 PLACING FLOWABLE FILL

  204.4 MEASUREMENT AND PAYMENT 

  204    FILL MATERIALS

  204.1 GENERAL 

  204.1.1 RELATED SECTIONS 
  The Contractor shall review installation procedures under other sections and coordinate with the Work which is related to this Section. Related Sections are:

  I.   Section 101, Submittal Procedures
  II.  Section 201, General Earthwork
  III. Section 203, Trenching, Excavation, and Backfilling
  IV. Section 301, Cast-In-Place Concrete

  204.1.2 SUBMITTALS

  Engineer approval is required for submittals. The following shall be submitted in accordance with Section 101 of the Specifications. 
  Certification: Engineer’s Approval

  204.1.2.1 Granular Fill:  Contractor to provide certified test reports made by an independent testing laboratory indicating that material meets or exceeds the requirements of these specifications. The term “granular fill” shall apply to granular fill, granular backfill, or granular embankment. 

  204.1.2.2 Native Rock Free Fill: Contractor to provide certified test reports made by an independent testing laboratory indicating that materials meet or exceed the requirements of these specifications. The term “native rock free fill” shall apply to native rock free fill, native rock free backfill, or native rock free embankment.

  204.1.2.3 Test Reports: Engineer’s Approval

  I.    Flowable Fill Mix Design
  II.   Filter Aggregate

  204.2 MATERIALS 

  204.2.1 GRANULAR FILL

  Granular fill material shall be unfrozen gravel, sandy gravel or gravelly sand free of organic material, loam, trash, snow, ice or other objectionable material and shall have a plasticity index of less than or equal to 12 (per ASTM D4318) and shall conform to the gradation limits:

  Table 1:

  Sieve Size	Precent Passing
  1 Inch	100
  No. 4	40-100
  No. 200	35

  The maximum allowable aggregate size shall be 3/8-inches, or the maximum allowable size recommended by the pipe manufacturer, whichever is smaller.

  204.2.2 NATIVE ROCK FREE FILL

  Native fill shall not contain rocks, broken concrete, masonry rubble, asphalt pavement, or any material larger than six (6) inches in any one direction. Native fill shall have a plasticity index of less than 20 and shall conform to Table 2 limits:

  Table 2:

  Sieve Size	Precent Passing
  No. 200	15-70

  204.2.3   FLOWABLE FILL MIX DESIGN

  Flowable Fill shall conform to requirements of NMDOT Highway & Bridge Construction Specifications, 2014 Edition except as modified below.

  Flowable backfill may be composed of sand, crusher fines, fly ash, other suitable materials, and Portland Cement. The consistency of the backfill shall be such that all voids are filled with minimum rodding or vibrating but not so wet as to cause excessive shrinkage, prolonged set times, or detrimental reduction in strength. Cured flowable fill shall have compressive strengths greater than compacted soil as specified on the project drawings yet shall be suitable for future excavation by conventional methods. Flowable Fill Mix Design shall be established in accordance with the following limits:

  204.2.3.1 Strength: Strength of flowable fill shall be 50 – 150 pounds per square inch (psi) as described above per ASTM D4832 (except that in some cases additional cement may be added to accelerate initial set or increase strength).

  204.2.3.2 Cement: 50 - 94 lb/CY as required to meet strength requirement above (except that in some cases additional cement may be requested to increase strength. Cement shall comply with Section 301 and shall be low alkali type I or II.

  204.2.3.3 Fly Ash: Class F fly ash shall be used, no blends of other classes. Fly Ash shall comply with Section 301. 

  204.2.3.4 Aggregates: Aggregates shall comply with Section 301 and conform to the following requirements:

  Fine aggregate shall provide a uniform mixture and have the gradation characteristics as shown in Table 3:

  Table 3:

  Sieve Size	Precent Passing
  3/8 Inch	95-100
  No. 4	80-100
  No. 8	60-95
  No. 16	45-80
  No. 30	25-60
  No. 50	5-45
  No. 100	5-35
  No. 200	0-30

  204.2.3.5 Slump: Five (5) inches – Eight (8) inches

  204.2.3.6 Water: Water shall be portable water from municipal or another approved source. 

  204.2.3.7 Temperature: Air temperature at the time of placement shall be 35 degrees Fahrenheit and rising. If air temperature is less than 40 degrees Fahrenheit then flowable fill is to be at least 50 degrees Fahrenheit. If forecast temperatures are to be less than 35 degrees Fahrenheit after placement then fill is to be covered by a minimum of 12 inches of loose soil for a period of three (3) days or until temperatures rise or until load application tests indicate initial set has been achieved.

  204.2.3.8 Load Application Tests: Load application tests shall be administered per NMDOT Specification 516.3.5 or ASTM D6024-07 (the ball drop test).

  Note: Flowable Fill materials are subject to approval by the State Materials Bureau and the City’s appointed Project Manager.

  204.3 EXECUTION

  204.3.1 NATIVE ROCK UTILIZATION

  204.3.1.1 Slope Cover: Rock excavated from proposed site development to be placed in designated areas as a means of proper disposal and for the prevention of erosion of slopes. Rock dust and fines to be held to a minimum. Rock size to range from 6 inches to 24 inches. Trees to remain amongst the rock placement to the extent possible. 

  Rock to be placed by hand and machine to a depth not to exceed 24 inches. Finished slope cover to have the appearance of having been “placed,” rather than dumped.

  204.3.1.2 Rock Fill:  Rock excavated from proposed site material may be placed in areas requiring fill when approved by the Engineer. The rock may be contained in a mixture of soil and rock dust fines. The rock fill shall not encroach on any portion of what is designated as a pipeline trench. 

  Excavated rock to be used in areas approved for fill shall be placed in uniform layers not to exceed 24 inches and “walked in” with heavy equipment. When soil or rock dust is the dominant component water shall be added and processed to aid in compaction. The finished surface shall be suitable for dressing to site grading requirements.

  204.3.2 PLACING FLOWABLE FILL
   
  The flowable fill shall be placed in a uniform manner that will prevent voids or segregation of the bedding and filling material. Culvert or pipe shall be secured from movement. The flowable fill shall be placed by direct discharge from a ready-mix truck, pumping, or other approved method. Flowable fill shall have a placed minimum thickness of six (6) inches. It shall not be placed in standing water and shall be protected from flooding for at least 24 hours after placement. The flowable fill shall not be placed on frozen ground nor during rain. Newly placed flowable fill shall be undisturbed by construction activities for at least 24 hours after placement or as required to support subsequent construction activities. Backfill material shall not be placed over newly placed flowable fill until initial set has been reached as determined by ASTM D6024-07, ASTM D1558, or approved by Engineer. All testing must be done in the presence of Engineer. 

  204.4 MEASUREMENT AND PAYMENT 

  Measurement and payment for items of work covered by this section of the specifications shall be as set forth in the Special Conditions.

• TRAFFIC CONTROL —

  The Contractor shall provide warning signs, barricades, night time flashers and other devices as required to adequately warn the public and protect the workmen involved for all work in adjacent streets. The Contractor will be responsible for setting up, revising and relocating while maintaining traffic control devices for the numerous construction sequences of the project. Daily requirements for minor changes for special situations shall be the responsibility of the Contractor. Private driveways must be kept open and the Contractor must make all necessary arrangements to allow access to residences and school. 

• ADDITIONAL, OMITTED OR CHANGED WORK —

  Additional work shall be done as ordered in writing by the Owner, stating the location, character and amount of the work authorized. Additional work shall be subject to the same inspection and tests as though therein included.

  Additions or deductions to quantities on items included in the proposal shall be adjusted as provided therefore.

  Additional, omitted or changed work on which no unit price is provided shall be known as Unclassified Work, and compensation for the same shall be adjusted as follows:

  1. Unit bid prices previously approved.
  2. An agreed lump sum or unit prices.
  3. The actual cost of:
     1. Labor, including foremen
     2. Materials entering permanently into the work
     3. The Ownership or rental cost of construction plant and equipment during the time of use on the extra work
     4. Power and consumable supplies for the operation of power equipment
     5. Insurance
     6. Social Security and old age and unemployment contributions.

  To the cost under (C) there shall be added a fixed fee to be agreed upon but not to exceed fifteen percent (15%) unless stated otherwise in the Bid Proposal of the actual cost of the work.  The fee shall be compensation to cover the cost of supervision, overhead, bond, profit and any other general expenses. To the charge for extra work under (C) the Contractor may add applicable Local and State Gross Receipts Taxes.

  Changed work shall be adjusted as mentioned, considering separately the parts of work and material omitted and parts of work and material added. Prior to the issuance of a change order for unclassified work, the Contractor shall furnish the Owner with an itemized list of cost for the proposed unclassified work.

  Unclassified work bills shall be rendered by the Contractor no later than fifteen (15) days after the completion of each assignment of additional work, and if found correct, will be recommended for approval by the Engineer and presented for payment with the next regular monthly estimate. An itemized statement of the cost of the work, together with such material and labor bills as may be required, shall be filled with all Unclassified Work bills.

  Unclassified Work bills for work omitted from plans shall be estimated at the time omission of the work is authorized and the estimated cost therefore is deducted from subsequent monthly estimates.

  If the Contractor claims compensation for additional work not ordered as aforesaid, or for damages sustained, Contractor shall make a written statement of claims for compensation of damages to the Engineer, which shall be in the hands of the Engineer within such time as will allow a full consideration of the basis for such claim, and in no case later than fifteen (15) days after the work has been completed or damages sustained. The Contractor shall furnish, if required, any accounts, bills, and vouchers relating thereto. Unless such claims are made as required they shall be considered forfeited and invalid.

  The Owner reserves the right to contract with any person or firm other than the Contractor for any or all extra work. The Contractor's attention is especially called to the fact that they shall be entitled to no claim for damages for anticipated profits on any portion of the work that may be omitted.

• SUSPENSION OF WORK —

  The Owner may at any time suspend the work, or any part thereof for a period not to exceed ninety (90) days by notice to the Contractor in writing. The work shall be resumed by the Contractor within ten (10) days after the date fixed in the written notice from the Owner to the Contractor to do so.

  But if the work, or any part thereof, shall be stopped by the notice in writing aforesaid, and if the Owner does not give notice in writing to the Contractor to resume work at a date within ninety (90) days of the date fixed in the written notice to suspend, then the Contractor may abandon that portion of the work so suspended, and he will be entitled to the estimate and payments for all work done on the portions so abandoned.

• BID GUARANTY —

  A bid bond shall be submitted with the bid and made payable to the City of Gallup in the amount of five percent (5%) of the bid sum. Security shall be by a certified or cashier’s check or a bid bond prepared on a form acceptable to the City, issued by a Surety licensed to do business in the State where the project is located. The City will retain these securities until a contract has been entered into. The bidder shall file the surety bonds and enter into a contract for the work within 15 days after notice of award of the contract. Should the lowest bidder refuse to enter into a contract, the City will retain security as liquidated damages, not as a penalty. If the lowest bidder fails to enter into a contract, then the next lowest bidder will be considered as the lowest bidder. 

• Erosion Control Section 205 —

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• PROJECT CONDITIONS DURING CONSTRUCTION —

  The Contractor shall maintain the project site as orderly and secure as possible during construction. The amount of open trench at any time shall be held to a minimum, with backfill complete at the end of each work day. Streets and detour routes shall be maintained so as to be passable and safe. Access to businesses, residences, utilities, and public facilities shall be protected from the effects of storm runoff that may become greater due to construction activities. Gravel (base course) shall be placed as required for temporary or permanent access to businesses or residences. Brooming and dust suppression shall be carried out as required. The work site shall be secured at days’ end and to a greater extent on weekends. The Contractor shall provide local personnel, available on 24-hour call to check conditions and handle weekend emergencies in connection with the project. All streets and intersections shall be open to traffic each weekend. The Contractor shall protect shrubs, grass and decorative landscape to the extent possible. When removal of such is required for construction, replacement shall be with equal or better items. It is suggested that the Contractor’s construction sequences should be such that the amount of the project that could be damaged by runoff from summer rains at any one time, is held to a minimum. Water that collects in the work area from runoff or damaged utility lines shall be removed by pumping or providing drainage routes immediately.  

• SUBMITTALS —

  Complete submittal data including shop drawings shall be furnished for approval on all materials and items to be supplied for the project. All calculations shall be included in the submittals. Traffic control plan for minor operations shall also be submitted to the New Mexico Department of Transportation (NMDOT) and Engineer for approval.  

• BONDS —

  Within fifteen (15) days from award of contract, the Contractor shall furnish to the City, the Surety Bonds as hereinafter described. The Bonds shall be executed substantially in the forms as contained herein and shall be referenced or attachment made to make the Contract Documents a part thereof. All provisions of the Bond shall be complete and in full accordance with statutory requirements. The Bonds shall be executed by the proper sureties through a company licensed and qualified to operate in the State and approved by the City. The Bonds shall be signed by an agent resident in the State, and the date of the Bonds shall be the date of execution of the contract. If any time during the continuance of the contract, the surety on the Contractor's bonds becomes irresponsible, the City shall have the right to require additional and sufficient sureties which the Contractor shall furnish to the satisfaction of the City within ten (10) days after notice to do so. In default thereof, the Contract may be suspended with all payments or money due to the Contractor; withheld and the Contract completed as hereinafter provided. The Contractor shall furnish a Performance Bond and a Payment Bond each in 100% of the Contract amount. The Performance Bond shall also provide for a one (1) year guarantee for materials and workmanship once the Contractor is considered substantially complete. Additional Bonds and Insurance: Prior to Delivery of the executed agreement by the City to Contractor, the City may require contractor to furnish such other bonds and such additional insurance, in such form and with such sureties or insurers, as the City may require. If such other bonds or such other insurances are specified by written instructions given prior to opening of bid, the premiums shall be paid by the Contractor; if subsequent thereto, they shall be paid by the City. 

• OWNER'S RIGHT TO DO WORK —

  If the Contractor should neglect to perform the work properly or fail to perform any provision of this contract, the Owner may, without prejudice to any other remedy, make good such deficiencies and deduct the thereof from the payment then or thereafter due to the Contractor.

• Geotextile Fabric & Geogrid Section 206 —

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• PAYMENT TO CONTRACTORS —

  On or about the 25th day of each month, the Engineer will make an approximate estimate of the value of work done and unused materials delivered and stored on the site of the work during the previous calendar month.  After each such estimate has been approved by the Owner, the Owner shall pay to the Contractor up to one hundred (100%) percent of the amount of the work completed less previous partial payments. Payments to the contractor will be made within 21 days of receipt of undisputed amount of any pay request based on work completed.

• WARRANTY —

  All labor, work and materials done by the Contractor shall be warranted for a period of one (1) year. 

• Cast in Place Concrete Section 301 —

  301     CAST-IN-PLACE CONCRETE – INDEX

  301.1 GENERAL
  301.1.1 RELATED SECTIONS 
  301.1.2 DEFINTIONS
  301.1.3 SUBMITTALS

  301.2 MATERIALS
  301.2.1 MATERIALS FOR FORMS 
  301.2.2 FORM TIES AND ACCESSORIES
  301.2.3 CEMENT
  301.2.4 CONCRETE
  301.2.5 WATER
  301.2.6 AIR-ENTRAINED ADMIXTURE FOR CONCRETE
  301.2.7 CHEMICAL ADMIXTURE
  301.2.8 MATERIALS FOR CURING CONCRETE
  301.2.9 EXPANSION/CONTRACTION JOINT FILLER 
  301.2.10 JOINT SEALANTS
  301.2.11 BIODEGREADABLE FORM RELEASE AGENT 
  301.2.12 AGGREGATES
  301.2.13 FINE AGGREGATE
  301.2.14 COARSE AGGREGATE
  301.2.15 FLY ASH
  301.2.16 REINFORCEMENT

  301.3 EXECUTION
  301.3.1 FORMWORK INSTALLATION 
  301.3.2 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS
  303.3.3 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE
  301.3.4 CONCRETE PLACEMENT
  301.3.5 FINISHES
  301.3.6 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES
  301.3.7 CURING AND PROTECTION
  301.3.8 CONCRETE REINFORCING STEEL 
  301.3.9 FIELD QUALITY CONTROL

  301.4 MEASUREMENT AND PAYMENT

  301     CAST-IN-PLACE CONCRETE

  301.1 GENERAL

  301.1.1 RELATED SECTIONS 

  
  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.   Section 201, General Earthwork
  III.  Section 204, Fill Materials
  IV.  Section 302, Concrete Formwork

  301.1.2 DEFINTIONS

  301.1.2.1 Cementitious Material: Used herein shall include all Portland cement, pozzolan, and fly ash.

  301.1.2.2 Exposed to Public View: Means situated so that it can be seen from eye level from a public location after completion. A public location is accessible to persons not responsible for operation or maintenance.

  301.1.2.3 Deformed Reinforcing Steel: Reinforcing steel to conform to provisions of ASTM A615, Grades 40 or 60 as designated in the project drawings.

  301.1.3 SUBMITTALS

  The following shall be submitted in accordance with Section 101.

  301.1.3.1 Certifications: Certify that admixtures used in the same concrete mix are compatible with each other and the aggregates.

  301.1.3.2 Shop Drawings:

  I.    Formwork, Reinforcing Steel
  i.    Reproductions of contract drawings are unacceptable

  301.1.3.3 Product Data:

  I.    Sources of cement, fly ash and aggregates
  II.    Material safety data sheets (MSDS) for all concrete components and admixtures.
  III.   Air Entrainment Admixture. Product data including catalogue cuts, technical data, storage requirements, product life, recommended dosage, temperature considerations, and conformity to ASTM standards.
  IV.   High range water reducing admixture (plasticizer). Product data including catalogue cuts, technical data, storage requirements, product lift, recommended dosage, temperature considerations, retarding effects, slump range, and conformity to ASTM standards. Identify proposed location of use.
  V.    Concrete mix for each formulation of concrete proposed for use including constituent quantities per cubic yard, water-cementitious materials ratio versus cylinder strength for each formulation of concrete proposed based on laboratory tests. The cylinder strength shall be the average of the 28 day cylinder strength test result for each mix. Provide results of seven (7) and 14 day tests if available.
  VI.  Sheet curing material. Product data including catalogue cuts, technical data.
  VII.  Liquid curing compound. Product data including catalogue cuts, technical data, storage requirements, product life, application rate.

  301.1.3.4 Design Data: Concrete mix design shall be submitted thirty days minimum prior to concrete placement. Submit a complete list of materials including type, brand, source, and amount of cement, fly ash, pozzolans, polypropylene fibers, and admixtures. If source material changes, the Contractor shall resubmit mix proportion data using revised source material. Submit additional data regarding concrete aggregates if the source of aggregate changes. In addition, copies of the fly ash, polypropylene fibers, and pozzolan test results shall be submitted.

  301.1.3.5 Test Reports: The following test reports shall be less than twelve months old.

  I.    Fine Aggregates - sieve analysis, physical properties, ASR resistance and deleterious substances
  II.   Coarse aggregates - sieve analysis, physical properties, ASR resistance and deleterious substances
  III.   Cements - chemical analysis and physical properties
  IV.   Fly Ash - chemical analysis and physical properties
  V.    Proposed Concrete Mixes - compressive strength, slump, air content, admixtures, material sources, physical properties, and mixture proportions. Field test data meeting ACI 301.4.2.3.2.a or compressive strength test results on three (3), six (6) inch cylinders, at seven (7) days; and 28 days shall be provided.

  301.1.3.5.1 Concrete Mix Design: The Contractor shall submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified here in and that mix will be suitable for the job conditions. The laboratory test reports shall include mill test and all other tests for cement, aggregates, and admixtures. The Contractor shall provide maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Test reports shall be submitted along with the concrete mix design. 

  301.1.3.5.2 Fly Ash and Pozzolan: The Contractor shall submit test results in accordance with ASTM C 618 for fly ash and pozzolan.

  301.2 MATERIALS

  301.2.1 MATERIALS FOR FORMS 
  Materials for forms shall conform to Section 302.

  301.2.2 FORM TIES AND ACCESSORIES
  Form ties and accessories shall conform to Section 302. 

  301.2.3 CEMENT
  Cement shall conform to ASTM C 150, Type I or II. The cement shall consist of a mixture of ASTM C 150, Type I or II, cement and one of the following materials: ASTM C 618 pozzolan or fly ash. The pozzolan or fly ash content shall not exceed 25 percent by weight of the total cementitious material. For exposed concrete, use one manufacturer for each type of cement, fly ash, and pozzolan.

  301.2.3.1 Fly Ash and Pozzolan: Shall conform to ASTM C 618, Type F, or C. The maximum allowable loss on ignition shall be three (3) percent.

  301.2.4 CONCRETE

  301.2.4.1 Concrete Mix: Concrete mix shall produce a compressive strength, f’c, of a minimum 4000 pounds per square inch (psi) at 28 days with 4.5 percent - 7.5 percent entrained air. The maximum allowable slump shall not be in excess of four (4) inches, and/or the water cement ratio shall not exceed 0.45. The strength of the concrete will be considered satisfactory so long as the average of all sets of the three (3) consecutive test results equals or exceeds the specified compressive strength, f’c, and no individual test result falls below the specified strength, f’c, by more than 500 PSI. Correction of the replacement of deficient concrete will be done at the Contractor’s expense.

  301.2.4.1.1 Mix Proportions for Normal Weight Concrete: Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified shall be the responsibility of the Contractor. Mixture proportions shall be based on compressive strength as determined by test specimens fabricated in accordance with ASTM C192/C192M-16a and tested in accordance with ASTM C 39. Samples of all materials used in mixture, proportioning studies shall be representative of those proposed for use in the project and shall be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Laboratory trial mixture shall be designed for maximum permitted slump and air content. Each combination of material proposed for use shall have separate trial mixture. Accelerator or retarder use can be provided without separate trial mixture. The temperature of concrete in each trial batch shall be reported. 

  301.2.4.1.2 Required Average Strength of Mix Design: The selected mixture shall produce an average compressive strength exceeding the specified strength by the amount indicated in ACI 214. When a concrete production facility has a record of at least 15 consecutive tests the standard deviation shall be calculated and the required average compressive strength shall be determined in accordance with ACI 214. When a concrete production facility does not have a suitable record of tests to establish a standard deviation, the required average strength for mix designs between 3000 and 5000 psi shall be 1200 psi plus f'c.

  301.2.5 WATER
  Water shall be fresh, clean, potable, and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete. Water shall meet ASTM C1602/C1602M-12, including Table 2, from a municipal or other approved source.

  301.2.6 AIR-ENTRAINED ADMIXTURE FOR CONCRETE

  Concrete shall conform to the requirements of AASHTO M154.

  301.2.7 CHEMICAL ADMIXTURE

  Shall conform to the requirements of AASHTO M194 or ASTM C 494/C 494M:

  I.    Type A:    Water-reducing admixtures
  II.   Type B:    Retarding mixtures
  III.   Type C:    Accelerating mixtures
  IV.   Type D:    Water-reducing & retarding admixtures
  V.    Type E:    Water-reducing & accelerating admixtures
  VI.   Type F:    Water-reducing, high-range admixtures

  Do not use calcium chloride admixtures.

  301.2.7.1 High Range Water Reducer (HRWR) (Superplasticizers): Reference Type F and ASTM C 1017/C1017M.

  301.2.8 MATERIALS FOR CURING CONCRETE

  301.2.8.1 Impervious Sheeting: Waterproof paper, clear or white polyethylene sheeting, or polyethylene-coated burlap shall meet the requirements of AASHTO M171 or ASTM C 171. Only white reflective type shall be permitted.

  301.2.8.2 Pervious Sheeting and Burlap: Pervious Sheeting and burlap shall conform to AASHTO M182. 

  301.2.8.3 Liquid Membrane-Forming Compound: Compound shall be Type 1 or Type 2, Class B. Reference AASHTO M148 or ASTM C 309 for standard specifications for Liquid Membrane-Forming Compound.

  301.2.9 EXPANSION/CONTRACTION JOINT FILLER 
  Filler shall conform to ASTM D1751, ASTM D1752, or 100 percent recycled material meeting ASTM D1752. Material shall be 1/2 inch thick, unless otherwise indicated.

  301.2.10 JOINT SEALANTS

  301.2.10.1 Horizontal Surfaces: Horizontal three (3) percent slope, Maximum ASTM D 1190 or ASTM C 920, Type M, Class 25.
  301.2.10.2 Vertical Surfaces Greater Than 3 Percent Slope: ASTM C 920, Type M, Grade NS, Class 25.

  301.2.11 BIODEGREADABLE FORM RELEASE AGENT 
  Form release agent shall be biodegradable with a maximum of 350 grams/liter volatile organic compounds (VOCs). Product shall not bond with, stain, or adversely affect concrete surfaces and shall not impair subsequent treatments of concrete surfaces. The form release agent shall not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene.

  301.2.12 AGGREGATES

  The following items are required for concrete aggregate:

  I.    Assure aggregates are not deleteriously alkali-silica reactive (ASR).

  II.   Test for potential of deleterious alkali-silica reaction of coarse and fine aggregate shall be conducted in accordance with ASTM C1260.

  i.    If expansion at 16 days does not exceed 0.10 percent then the coarse or fine aggregates will be acceptable.
  ii.   If expansion at 16 days is greater than 0.10 percent, but less than 0.20 percent, aggregates are acceptable if petro-graphic examination shows the expansion is not due to ASR.

  A.   Otherwise, test specimens according to ASTM C 1567 using all components (e.g. coarse aggregate, fine aggregate, cementious materials, and/or specific reactivity reducing chemicals) in the proportions proposed for the mixture design and retest.    
  B.   For mixtures using lithium admixtures use test procedure CRD-C662.
  C.   Expansion of the proposed mixture design test specimens, tested in accordance with ASTM C1567, shall not exceed 0.10 percent after 16 days from casting.
  D.   If the expansion of the proposed mixture design test specimens is greater than 0.10 percent after 16 days, the aggregates will not be acceptable unless adjustments to the mixture design can reduce the expansion to less than 0.10 percent after 16 days, or new aggregates shall be evaluated and tested, or testing by ASTM C1293 indicates the aggregates will not experience deleterious expansion.
  iii.  If expansion at 16 days is greater than 0.20 percent, the aggregate will not be   acceptable unless a combination of cement, aggregate, and supplemental cementitious materials is found to effectively mitigate the expansion using ASTM C1567.
  iv.  Substitution of ASTM C1293 test results for ASTM C1260 test results is acceptable, however, the average concrete prism expansion shall be less than 0.04 percent at one (1) year.
  v.  ASTM C33, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. 

  301.2.13 FINE AGGREGATE

  Shall consist of natural sand or other inert materials with similar characteristics conforming to Table 1:

  TABLE 1

  Sieve Size	Percent Passing
  3/8	100
  No. 4	90-100
  No. 16	45-80
  No. 50	5-30
  No. 100	0-8
  No. 200	0-3

  301.2.14 COARSE AGGREGATE

  Shall consist of crushed stone, crushed gravel or natural washed gravel conforming to Table 2:
  TABLE 2

  Sieve Size	Precent Passing
  1-1/2 Inches	100
  1 Inch	95-100
  1/2 Inch	25-60
  No. 4	0-10
  No. 8	0-5
  No. 200	0-1

  301.2.15 FLY ASH

  Class C fly ash shall not be utilized. Class F fly ash should be required in the range of 15 percent – 25 percent replacement of the total cementitious material by weight. The Environmental Protection Agency (EPA) requires that all federally funded projects use at least 15 percent recovered materials such as fly ash.

  301.2.15.1 ASTM C 618, Class F, except:

  I.    Sulfur trioxide; maximum of 4.0 percent.
  II.    Calcium oxide; maximum of 8.0 percent.
  III.    Loss on ignition; maximum of 3.0 percent.
  IV.    Test for effectiveness in controlling alkali-silica reaction under supplementary optional physical requirements in Table 3 of ASTM C 618. Use low-alkali cement for test. 
  V.    Does not decrease sulfate resistance of concrete by use of pozzolan.
  i.    Demonstrate pozzolan will have an “R” factor less than 2.5.
  ii.    R = (C-5)/F.
  iii.    C: Calcium oxide content of pozzolan, in percent, determined in accordance with ASTM C 114.
  iv.    F: Ferric oxide content of pozzolan, in percent, determined in accordance with ASTM C 114.

  301.2.16 REINFORCEMENT

  301.2.16.1 Reinforcing Bars: ASTM A 615/A 615M and ASTM A 617/A 617M with the bars marked A, S, W, Grade 40 or 60.

  301.2.16.2 Welded Wire Fabric: ASTM A 185 or ASTM A 497. Provide flat sheets of welded wire fabric for slabs and toppings.
  301.2.16.3 Wire: ASTM A 82 or ASTM A 496 standards. 

  301.2.16.4 Reinforcing Bar Supports: Provide bar ties and supports of coated or non-corrodible material.

  301.3 EXECUTION

  301.3.1 FORMWORK INSTALLATION 

  Formwork installation shall comply to all of Section 302. 

  301.3.2 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS
  Provide bars, wire fabric, wire ties, supports, and other devices necessary to install and secure reinforcement. Reinforcement shall not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross-sectional area or the nominal weight per unit length has been reduced. Remove loose rust prior to placing steel. Tack welding is prohibited.

  
  301.3.2.1 Reinforcement Supports: Place reinforcement and secure with galvanized or non-corrodible chairs, spacers, or metal hangers. For supporting reinforcement on the ground, use concrete or other non-corrodible material having a compressive strength equal to or greater than the concrete to be poured. 

  301.3.2.2 Splicing: Splice reinforcing steel as indicated. Splices shall be a minimum of 40 bar diameters in length unless otherwise indicated. Do not splice at points of maximum stress. Overlap welded wire fabric the spacing of the cross wires plus two (2) inches.

  301.3.2.3 Cover: Minimum coverage shall be three (3) inches, or as indicated. 

  301.3.2.4 Setting Miscellaneous Material: Place and secure anchors and bolts, pipe sleeves, conduits, and other such items in position before concrete placement. Plumb anchor bolts and check location and elevation. Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete.

  301.3.2.5 Construction Joints: Locate joints to least impair strength. Continue reinforcement across joints unless otherwise indicated.

  301.3.2.6 Expansion Joints and Contraction Joints: Expansion and contraction joints shall be in accordance with the details shown or as otherwise specified. Provide expansion joint at edges of slabs on grade abutting vertical surfaces and as indicated. Make expansion joints 1/2 inch wide unless indicated otherwise. Fill expansion joints not exposed to weather with preformed joint filler material. Completely fill joints exposed to weather with joint filler material and joint sealant. Do not extend reinforcement or other embedded metal items bonded to the concrete through any expansion joint unless an expansion sleeve is used. Provide contraction joints, either formed or saw cut or cut with a jointing tool, to the indicated depth after the surface has been finished. Sawed joints shall be completed within four (4) to 12 hours after concrete placement. Protect joints from intrusion of foreign matter

  303.3.3 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE
  Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: One (1) percent for cement and water, two (2) percent for aggregate, and three (3) percent for admixtures. Furnish mandatory batch ticket information for each load of ready mix concrete.

  303.3.3.1 Mixing: Machine mix concrete. Begin mixing within 30 minutes after the cement has been added to the aggregates. Place concrete within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates if the air temperature is less than 85 degrees Fahrenheit. Reduce mixing time and place concrete within 60 minutes if the air temperature is greater than 85 degrees Fahrenheit. If set retarding admixture is used and slump requirements can be met, limit for placing concrete may remain at 90 minutes. Additional water may be added provided that both the specified maximum slump and water-cement ratio are not exceeded. When additional water is added an additional 30 revolutions of the mixer at mixing speed is required. If the entrained air content falls below the specified limit add a sufficient quantity of admixture to bring the entrained air content within the specified limits. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch.

  303.3.3.2 Transporting: Transport concrete from the mixer to the forms as rapidly as practicable. Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Remove concrete which has segregated in transporting and dispose of as directed.

  301.3.4 CONCRETE PLACEMENT

  The measuring, mixing, manufacture, transporting, and placing of concrete shall comply with ACI 304 and ASTM C94 and as specified. All concrete shall be placed in the presence of the Engineer. Aluminum pipe and chutes shall not be used in concrete placement.

  Water shall only be added to batched concrete on site if the water to cement ratio of the mix design is not exceeded and the addition is approved by the Engineer. Additional water shall be added before the concrete is discharged from the truck. Concrete shall be mixed for a minimum of 20 revolutions of the mixer drum at mixing speed before concrete is discharged. Additional water shall be recorded on batch ticket to the nearest gallon. No water shall be added to the concrete after discharge to aid in the finishing of concrete. Concrete that has become so stiff it cannot be placed or finished shall not be used.

  The Contractor will only be allowed to add air entraining admixtures to the batched concrete once at the site, and as approved by the Engineer. After the admixture is added, the concrete shall be re-mixed for a minimum of 20 revolutions of the mixer drum, at mixing speed. Contractor quality testing and the Owner’s quality assurance tests will be taken after the addition and additional revolutions. Additional air entraining admixture should be recorded on the batch ticket to the nearest ounce.

  Place concrete as soon as practicable after the forms and the reinforcement have been inspected and approved. Concrete placement shall not be permitted when weather conditions (precipitation, wind, temperature, and standing or flowing water) prevent proper placement and consolidation of concrete. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. The concrete shall be delivered to the site of the work and discharge shall be completed within 1 1/2 hours when temperatures are less than 90 degrees Fahrenheit. Discharge shall be completed in one (1) hour when temperatures are above 90 degrees Fahrenheit. Concrete shall be placed from the mixer to the forms as rapidly as practicable by methods which prevent segregation or loss of ingredients. Concrete shall be in place and consolidated within 15 minutes after discharge from the mixer. Concrete shall be deposited as close as possible to its final position in the forms and be so regulated that it may be effectively consolidated in horizontal layers 18 inches or less in thickness with a minimum of lateral movement. Do not exceed a free vertical drop of three (3) feet from the point of discharge. The placement shall be carried on at such a rate that the formation of cold joints will be prevented. Place concrete in one continuous operation from one end of the structure towards the other. Position grade stakes on 20-foot centers maximum for exterior slabs. 

  301.3.4.1 Footing Placement: Concrete for footings may be placed in excavations without forms upon inspection and approval by the Engineer. Excavation width shall be a minimum of four (4) inches greater than indicated.

  301.3.4.2 Consolidation: Each layer of concrete shall be consolidated by internal vibrating equipment. External vibrators shall be used on the exterior surface of the forms when internal vibrators do not provide adequate consolidation of the concrete. Consolidate concrete slabs greater than four (4) inches in depth with high frequency mechanical vibrating equipment supplemented by hand spading and tamping. Consolidate concrete slabs four (4) inches or less in depth by wood tampers, spading, and settling with a heavy leveling straightedge. The Contractor shall furnish a spare, working, vibrator on the job site whenever concrete is placed.

  301.3.4.2.1 Internal vibration: Internal vibration shall be systematically accomplished by inserting the vibrator through fresh concrete in the layer below at a uniform spacing over the entire area of placement. The distance between insertions shall roughly be the smaller of 18 inches apart or 1.5 times the radius of action of the vibrator less two (2) inches. The vibrator shall penetrate rapidly to the bottom of the layer and at least six (6) inches into the layer below, if such a layer exists. Operate internal vibrators with vibratory element submerged in the concrete, with a minimum frequency of not less than 6000 impulses per minute when submerged. It should be held stationary until the concrete is consolidated and then withdrawn slowly at a rate of approximately three (3) inches per second. Penetrate the previously placed lift with the vibrator when more than one (1) lift is required. Place concrete in 18-inch maximum vertical lifts. Do not use vibrators to transport the concrete in the forms.

  301.3.4.3 Pumping: Pumping shall not result in separation or loss of materials nor cause interruptions sufficient to permit loss of plasticity between successive increments. Loss of slump in pumping equipment shall not exceed two (2) inches. Concrete shall not be conveyed through pipe made of aluminum or aluminum alloy. Rapid changes in pipe sizes shall be avoided. Maximum size of course aggregate shall be limited to 33 percent of the diameter of the pipe. Maximum size of well-rounded aggregate shall be limited to 40 percent of the pipe diameter. Samples for testing shall be taken at both the point of delivery to the pump and at the discharge end.

  301.3.4.4 Cold Weather Requirements: No concrete placement shall be made when the ambient temperature is below 35 degrees Fahrenheit or if the ambient temperature is below 40 degrees Fahrenheit and falling. Placement may begin when the air temperature reaches 35 degrees Fahrenheit and is rising or is already above 40 degrees Fahrenheit. Provisions shall be made to protect concrete from freezing during the specified curing period. If it is necessary to place concrete when the temperature of the air, aggregates, or water is below 35 degrees Fahrenheit, placement and protection shall be approved in writing by the Engineer. Suitable covering and other means, as approved, shall be provided for maintaining the concrete at a temperature of at least 50 degrees Fahrenheit minimum adjacent to both the formwork and the structure for not less than 72 hours after placing and at a temperature above freezing for the remainder of the curing period. Limit the rate of cooling to five (5) degrees Fahrenheit in any one (1) hour, and 50 degrees Fahrenheit per 24 hours after heat application. Cold weather concrete shall be placed in accordance with ACI 306R as appropriate. Any concrete damaged by freezing shall be removed and replaced at the expense of the Contractor.

  301.3.4.5 Hot Weather Placement: Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. Shade the fresh concrete as soon as possible. Start curing when the surface of the fresh concrete is sufficiently hard to permit curing without damage. Provide water hoses, pipes, spraying equipment, and water hauling equipment, where job site is remote to water source, to maintain a moist concrete surface throughout the curing period. Provide burlap cover or other suitable, permeable, material with fog spray or continuous wetting of the concrete when weather conditions prevent the use of either liquid membrane curing compound or impervious sheets. When the rate of evaporation of surface moisture, as determined by use of Figure 1 of ACI 308R, is expected to exceed 0.2 pounds per square foot per hour, provisions for windbreak, shading, fog spraying, or covering with a light-colored material shall be made in advance of placement and such protective measures shall be taken as quickly as finishing operations will allow. For vertical surfaces, protect forms from direct sunlight and add water to top of structure once concrete is set. Contractor to pour and finish slabs in the cool morning hours to the extent possible in hot weather. Hot weather concrete to be placed in accordance with ACI 305R as appropriate.

  301.3.5 FINISHES

  No finishing or repair will be done when either the concrete or the ambient temperature is below 40 degrees Fahrenheit.

  301.3.5.1 Finishing Formed Surfaces: All fine and loose materials shall be removed and surface defects including tie holes shall be filled. All “honeycomb” areas and other defects shall be repaired. All unsound concrete shall be removed from areas to be repaired. Surface defects greater than 1/2 inch in diameter holes left by removal of tie rods, and other surfaces not to receive additional concrete shall be reamed or chipped and filled with dry-pack mortar. The prepared area shall be brush-coated with an approved epoxy, resin, or latex bonding compound or with a neat cement grout after dampening and filling with mortar or concrete. The cement used in mortar or concrete for repairs to all surfaces permanently exposed to view shall be a blend of Portland Cement and white cement so that the final color when cured will be the same as the adjacent concrete.

  301.3.5.1.1 Rubbed Surface: Provide a “rubbed” surface finish when called for in the project documents. Surface shall be rubbed with an abrasive stone and a watery grout mixture to produce a sand like finish. The finished surface is to be etched into the concrete face rather than a plastered layer. 

  301.3.5.2 Finishing Slab Surfaces: All slab surfaces not to be covered by additional concrete or backfill shall be float finished to elevations shown. Surfaces shall be sloped for drainage unless otherwise shown. Joints shall be carefully made using a jointing tool of minimum 3/4-inch depth. Edges to be rounded with a small radius tool. Slab surfaces shall be finished to a tolerance of 1/8-inch for a float finish as determined by a 10 foot straight edge placed on surfaces shown on the plans to be level or having a constant slope. No water or cement shall be added to the surface during finishing.

  301.3.5.2.1 Float Finish: Surfaces to be float finished shall be screeded or hand floated and bull floated to eliminate the ridges and to fill in the voids left by the screed. In addition, the bull float shall fill all surface voids and only slightly embed the coarse aggregate below the surface of the fresh concrete. Floating should remove slight imperfections, humps, and voids to produce a plane surface. 

  301.3.5.2.2 Broom Finish: A broom finish shall be applied to all exterior flat work. Flat work is to be finished as mentioned above, and trowled with a steel tool. After surface moisture disappears, the surface shall be brushed or broomed with a broom or fiber bristle brush in a direction transverse to that of foot or vehicular traffic.

  301.3.5.2.3 Smooth Troweled Finish: Interior building slabs shall have a smooth troweled finish unless otherwise noted.

  301.3.6 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

  301.3.6.1 Defects: Repair formed surfaces by removing minor “honeycombs”, pits greater than 1 square inch surface area or 1/4 inch maximum depth, or otherwise defective areas. Provide edges perpendicular to the surface and patch with non-shrink grout. Patch tie holes and defects when the forms are removed. Concrete with extensive “honeycomb”, including exposed steel reinforcement, cold joints, entrapped debris, separated aggregate, or other defects which affect the serviceability or structural strength, will be rejected unless correction of defects is approved. Obtain approval of corrective action prior to repair from the Engineer. The surface of the concrete shall not vary more than the allowable tolerances as specified. Exposed surfaces shall be uniform in appearance and finished to a smooth form finish unless otherwise specified.
  301.3.6.2 Not Against Forms (Top of Walls): Surfaces not otherwise specified shall be finished with wood floats to even surfaces. Finish shall match adjacent finishes.

  301.3.6.3 Formed Surfaces: 

  301.3.6.3.1 Tolerances: Finished surfaces shall not vary more than 5/16 inch from the testing edge of a 10 foot straight edge. 

  301.3.6.3.2 As-Cast Rough Form: Provide for surfaces not exposed to public view. Patch holes and defects and level abrupt irregularities. Remove or rub off fins and other projections exceeding 1/4 inch in height.

  301.3.7 CURING AND PROTECTION

  Beginning immediately after placement and continuing for seven (7) days, all concrete shall be cured and protected from the elements such as; sun, rain, flowing water, frost, mechanical injury, tire marks, and oil stains. Avoid damage to concrete from vibration created by blasting, pile driving, movement of equipment in the vicinity, disturbance of formwork or protruding reinforcement, and any other activity resulting in ground vibrations. All materials required for adequate curing and protection shall be present on site at the location of concrete placement prior to the start of the placement. Do not allow concrete to dry out from time of placement until the expiration of the specified curing period. Preservation of moisture within concrete not in contact with the forms shall be accomplished by the application of membrane forming compound conforming to these specifications or by covering with plastic. Do not use membrane-forming compound on surfaces where appearance would be objectionable, on any surface to be painted, where coverings are to be bonded to the concrete, or on concrete to which other concrete is to be bonded. If forms are removed prior to the expiration of the curing period, provide another curing procedure specified herein for the remaining portion of the curing period.

  301.3.7.1 Moist Curing: 

  301.3.7.1.1 Ponding or Immersion: Continually immerse the concrete throughout the curing period. Water shall not be more than 20 degrees Fahrenheit less than the temperature of the concrete. For temperatures between 40 and 50 degrees Fahrenheit, increase the curing period by 50 percent.

  301.3.7.1.2 Fog Spraying or Sprinkling: Apply water uniformly and continuously throughout the curing period. For temperatures between 40 and 50 degrees Fahrenheit, increase the curing period by 50 percent.

  301.3.7.1.3 Pervious Sheeting: Completely cover surface and edges of the concrete with two (2) thicknesses of wet sheeting. Overlap sheeting six (6) inches over adjacent sheeting. Sheeting shall be at least as long as the width of the surface to be cured. During application, do not drag the sheeting over the finished concrete nor over sheeting already placed. Wet sheeting thoroughly and keep continuously wet throughout the curing period.

  301.3.7.1.4 Impervious Sheeting: Wet the entire exposed surface of the concrete thoroughly with a fine spray of water and cover with impervious sheeting throughout the curing period. Lay sheeting directly on the concrete surface and overlap edges 12 inches minimum. Provide sheeting no less than 18 inches wider than the concrete surface to be cured. Secure edges and transverse laps to form closed joints. Repair torn or damaged sheeting or provide new sheeting. Cover or wrap columns, walls, and other vertical structural elements from the top down with impervious sheeting, overlap and continuously tape sheeting joints, and introduce sufficient water to soak the entire surface prior to completely enclosing.

  301.3.7.2 Liquid Membrane-Forming Curing Compound: Seal or cover joint openings prior to application of curing compound. Prevent curing compound from entering the joint. Apply in accordance with the recommendations of the manufacturer immediately after any water sheen which may develop after finishing has disappeared from the concrete surface. Provide and maintain compound on the concrete surface throughout the curing period.

  301.3.7.2.1 Application: Otherwise recommended by the manufacturer, apply compound immediately after the surface loses its water sheen and has a dull appearance and before joints are sawed. Mechanically agitate curing compound thoroughly during use. Use approved power-spraying equipment to uniformly apply two coats of compound in a continuous operation. The total coverage for the two coats shall be 200 square feet maximum per gallon of undiluted compound unless otherwise recommended by the manufacturer's written instructions. The compound shall form a uniform, continuous, coherent film that will not check, crack, or peel. Immediately apply an additional coat of compound to areas where the film is defective. Re-spray concrete surfaces subjected to rainfall within three (3) hours after the curing compound application.

  301.3.7.2.2 Protection of Treated Surfaces: Prohibit pedestrian, vehicular traffic, and other sources of abrasion at least 72 hours after compound application. Maintain continuity of the coating for the entire curing period and immediately repair any damage.

  301.3.7.3 Curing Periods: Protect concrete from premature drying, excessively hot temperatures, and mechanical injury. Maintain minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of the concrete. The materials and methods of curing shall be subject to approval by the Engineer.

  301.3.7.4 Requirements for Type III, High-Early-Strength Portland Cement: The curing periods shall be not less than one-fourth of those specified for Portland Cement, but in no case less than 72 hours.

  301.3.8 CONCRETE REINFORCING STEEL 

  301.3.8.1 Reinforcing Steel Placement: Steel placement to conform to NM SSHBC (07) 540.3.1.4.1 and 540.3.1.4.2.

  301.3.8.2 Reinforcing Steel Cover: Steel cover to conform to ACI 318-08 7.7.

  301.3.8.3 Reinforcing Bar Bending: Bar bending to conform to NM SSHBC (07) Table 540.3.1.2:1.

  301.3.8.4 Reinforcing Bar Cleaning: Cleaning of reinforcing bars to conform to NM SSHBC (07) Section 540.3.1.5.
      
  301.3.8.5 Reinforcing Bar Storage: Bars shall not be stored on the ground – NM SSHBC (07) 540.3.1.

  301.3.8.6 Bundling and Tagging: Tag and mark reinforcing bars in accordance with CSRI’s Code of Standard Practice.

  301.3.9 FIELD QUALITY CONTROL

  301.3.9.1 General Requirements: The Contractor shall perform the inspection and tests described and meet the specified requirements for inspection details and frequency of testing. 

  Based upon the results of these inspections and tests, the Contractor shall take the action and submit reports as required below and any additional tests to ensure the requirements of these specifications are met.

  301.3.9.2 Sampling: Collect samples of fresh concrete to perform tests specified. ASTM C 31/C 31M for making test specimens.

  301.3.9.3 Concrete Testing: 

  301.3.9.3.1 Strength Testing: The Contractor shall provide molded concrete specimens for strength tests. Samples of concrete placed each day shall be taken at a frequency no less than once a day nor less than once for every 50 cubic yards of concrete. The samples for strength tests shall be taken in accordance with ASTM C172. Cylinders for acceptance shall be molded in conformance with ASTM C31/C31M by an approved testing laboratory. Each strength test result shall be the average of two (2) test cylinders from the same concrete sample tested at 28 days, unless otherwise specified or approved by the Engineer. Concrete specified on the basis of compressive strength will be considered satisfactory if the averages of all sets of three (3) consecutive strength test results equal or exceed the specified strength and no individual strength test result falls below the specified strength by more than 500 psi. Concrete represented by core test shall be considered structurally adequate if the average of three (3) cores is equal to at least 85 percent of f'c and if no single core is less than 75 percent of f'c.

  301.3.9.3.2 Air Content: Air content shall be determined in accordance with ASTM C173 or ASTM C231. ASTM C231 shall be used with concretes and mortars made with relatively dense natural aggregates. Two (2) tests for air content shall be made on randomly selected batches of each class of concrete placed during each shift. Additional tests shall be made when excessive variation in concrete workability is reported by the placing foreman. If results are out of tolerance the placing foreman shall be notified and he shall take appropriate action to have the air content corrected at the plant. Additional tests for air content will be performed on each truckload of material until the air content is within the tolerance specified. Test air-entrained concrete for air content at the same frequency as specified for slump tests.

  301.3.9.3.3 Slump Test: Two (2) slump tests shall be made on randomly selected batches of each class of concrete for every 50 cubic yards, or fraction thereof, of concrete placed during each shift. Additional tests shall be performed when excessive variation in the workability of the concrete is noted or when excessive crumbling or slumping is noted along the edges of slip-formed concrete.

  301.3.9.3.4 Temperature Tests: Test the concrete delivered and the concrete in the forms. Perform tests in cold weather conditions below 50 degrees Fahrenheit and in hot weather conditions above 80 degrees Fahrenheit for each batch (minimum) or every 20 cubic yards (maximum) of concrete, until the specified temperature is obtained, and whenever test cylinders and slump tests are made.

  301.4 MEASUREMENT AND PAYMENT 

  Measurement and payment for items of work covered by this section of the specifications shall be as set forth in the Special Conditions.

• LINES, GRADES AND CONSTRUCTION STAKING —

  All alignments and grades for preliminary layout of the work will be established by the Owner’s representative (Engineer), but the Contractor shall provide such material and give such assistance as may be required.  After the preliminary layout of the work has been accomplished, the Contractor shall, at his/her own expense, furnish all labor, materials and supplies for detail, layout and location of work and shall be responsible for constructing the work to the established lines and grades.  The Contractor shall give notice to the owner for lines and grades at least two (2) working days prior to the time he/she plans to commence work.  The Contractor shall be responsible for protecting and preserving established line and grade controls.  

  The Engineer will provide the following construction staking:

  1.    Offsets for major structures with cuts and fills

  2.    Offsets for curb and gutter at flow lines with cuts and fills based on basic site control and bench marks.

  Occasional stake replacement required when stakes are unavoidably lost due to construction will be replaced by the Engineer, provided however, that the cost of stake replacement due to carelessness or inattentive construction around survey control will be deducted from Payment to the Contractor.

  Random bench marks will be established for use by the Contractor.  The Contractor will be responsible for bluetop staking for subgrade and base course.  Detailed measurements and elevations for structures and pipelines shall be the responsibility of the Contractor with occasional checks by the Engineer.
      
  Blue Top construction staking requirements by the Contractor shall be considered incidental to the project.

• Concrete Formwork Section 302 —

  302     CONCRETE FORMWORK - INDEX

  302.1 GENERAL 
  302.1.1 CERTIFICATION

  302.2 MATERIALS 
  302.2.1 FORMS

  302.3 EXECUTION 
  302.3.1 FORMWORK INSTALLATION
  302.3.2 FORMED SURFACES 
  302.3.3 INSPECTION

  302.4 MEASUREMENT AND PAYMENT

  302     CONCRETE FORMWORK

  302.1 GENERAL 

  302.1.1 CERTIFICATION

  I.    Manufacturer’s data including literature describing form materials, accessories, and form releasing agent.
  II.    Manufacturer’s recommendation on method and rate of application of form release agents.
  III.    Certification for the design of the formwork
  IV.    Design analysis and calculations for form design and methodology used in design.
  V.    Sequence of concrete placement. Indicate locations of form joints, panel sizes and patterns.

  Review of the sequence of concrete placement, form system and panel layout shall be for appearance and strength of the completed structure only. Approval of forming plans or procedures shall not relieve the Contractor of responsibility for the strength, safety or correctness of methods used, the adequacy of equipment, or from carrying out the work in full compliance with the requirements of the drawings and as specified herein.

  302.2 MATERIALS 

  302.2.1 FORMS

  Forms for cast-in-place concrete shall be made of wood, plywood, steel, or other approved materials. Use plywood or steel forms where a smooth form finish is required. Wood forms for the project shall be nearly new. Wood forms shall be constructed utilizing sound lumber and plywood of suitable dimensions and free of raised grain, knotholes, and loose knots. Where used for exposed surfaces, dress and match boards and fit adjacent panels with tight joints. Plywood: PS1, B-B concrete form panels or better or AHA A135.4 hardboard shall be used for smooth form lining. Steel form surfaces shall not contain irregularities, dents, or sags. Metal forms may be used if approved by the Engineer and shall be appropriate type and class. All forms shall be designed and constructed to provide a flat, uniform concrete surface with minimal finishing and/or repair.

  302.2.1.1 Wall Forms: Forms for all concrete walls shall be in good condition. Exterior grade plywood panels shall be manufactured in compliance with the APA and the trademark of that group, or equal as approved by the Engineer. The class of material and grades of interior plies shall be of sufficient strength and stiffness to provide a flat, uniform, concrete surface requiring minimal finishing and grinding. All joints or gaps in forms shall be taped, gasketed, plugged, and/or caulked with an approved material so that under pressure the joint will remain watertight, will not bulge outward or create surface patterns.

  302.2.1.2 Form Release Agent: Coat all forming surfaces in contact with concrete using an effective, non-shrinking, non-residual, water based, and bond breaking form coating unless otherwise noted in the project documents.

  302.2.1.3 Form Ties and Accessories: Form ties encased in concrete shall have no metal within 1 1/2 inch of the face of the concrete after eyelet has been removed. The part of the tie to be removed shall be at least 1/2 inch in diameter and be provided with a plastic cone at least 1/2 inch in diameter and 1 1/2  inches long. The use of wire alone is prohibited. Form ties and accessories shall not reduce the effective cover of the reinforcement.

  302.3 EXECUTION 

  302.3.1 FORMWORK INSTALLATION

  Provide forms, shoring, and scaffolding for concrete placement. Forms shall be properly aligned, adequately supported, and mortar tight. Forms shall be used for all cast-in-place concrete including sides of footings. Forms shall be constructed and placed so that the resulting concrete will be the shape, lines, dimensions and appearance as shown on the drawings. Forms for walls shall have removable panels at the bottom for cleaning. Tremies and hoppers for placing concrete shall be used to prevent segregation and accumulation of hardened concrete on forms and reinforcing steel above fresh concrete. The form surface shall be smooth and free from irregularities, dents, sags, or holes when used for permanently exposed faces. Chamfer all above grade exposed joints, edges, and external corners 3/4 inch unless otherwise indicated. Forms are to be sufficiently rigid to withstand construction loads and vibration and to prevent displacement or sagging between supports. During form removal, the Contractor shall ensure concrete is not damaged. The Contractor shall be responsible for the adequacy of the forming system. Forming material is to be thoroughly cleaned prior to reuse.

  302.3.1.1 Coating: Before concrete placement coat the contact surfaces of forms with a non-staining mineral oil, non-staining form coating compound, or two (2) coats of nitrocellulose lacquer. Do not use mineral oil on forms for surfaces to which adhesive, paint, or other finish material is to be applied.

  302.3.1.2 Removal of Forms and Supports: After placing concrete, forms shall remain in place until the concrete has reached its design strength usually 28 days from the date of placement. Prevent concrete damage during form removal.

  302.3.1.2.1 Special Requirements for Reduced Time-Period: Forms may be removed earlier than specified if the results of field-cured samples from a representative portion of the structure indicate that the concrete has reached a minimum of 85 percent of the design strength.

  302.3.2 FORMED SURFACES 
  Provide form facing material producing a smooth, hard, uniform texture on the concrete. Arrange facing material in an orderly and symmetrical manner and keep seams to a practical minimum. Support forms as necessary to meet required tolerances. Material with raised grain, torn surfaces, worn edges, patches, dents, or other defects which will impair the texture of the concrete surface shall not be used.
  Edges of all form panels in contact with concrete shall be flush within 1/8 inch in 5 feet. The maximum deviation of the finish wall surface at any point shall not exceed 1/4 inch from the intended surface as shown on the drawings.
   
  All wood forms in contact with the concrete shall be coated with an effective, approved, releasing agent prior to form setting. Steel forms shall be thoroughly cleaned, and all mill scale and other ferrous deposits shall be sandblasted and removed from the contact surface.

  302.3.3 INSPECTION

  The Engineer shall be notified 24 hours prior to proposed concrete placement. Failure of the forms to comply with the requirements specified herein or to produce concrete complying with the requirements of this section shall be grounds for rejection of that portion of the concrete work. Rejected work shall be replaced or repaired as directed by the Engineer at no additional cost to the Owner. Such repairs or replacement shall be subject to the requirements of this section and approved by the Engineer.

  302.4 MEASUREMENT AND PAYMENT  

  Measurement and payment for the work covered by this section of the specifications shall be considered incidental to the items of work described in the Special Conditions. 

• PAYMENT WITHHELD FROM CONTRACTOR —

  The Owner may withhold or nullify the whole or a part of any certificate, on account of subsequently discovered evidence, to such extent any may be necessary to protect the Owner from loss on account of:

  1. Defective work not remedied.
  2. Claims filed or reasonable evidence indicating probable filing of claims.
  3. Failure of the Contractor to make payments properly to subcontractors or for material or labor.
  4. A reasonable doubt that the contract can be completed for the unpaid portion of the contract amount.
  5. Damage to another Contractor.
  6. Failure to maintain traffic control, Storm Water Pollution Prevention and dust control.
  7. Any other violation of, or failure to comply with the provisions of this contract.

  When the above grounds are removed, payment shall be made for amounts withheld because of them.

• STORM WATER POLLUTION PREVENTION —

  It shall be the responsibility of the Contractor to formulate plans, implement plans, obtain permits, and file Notices of Intent and Notices of Termination in regard to Storm Water Pollution Prevention (SWPP). Work on this item shall be considered incidental to the project. Technical Specifications contained herein provides specific SWPP information for the Contractor in regard to the requirements that may apply to this item.  

• BUSINESS LICENSE —

  Bidders are advised that they must have or obtain a current City of Gallup Business License for the type of material or services required under this contract before work commences or a purchase order issued. Application available at the following: https://www.gallupnm.gov/151/Licenses-and-Permits

• TESTING COSTS —

  Testing for soil densities, concrete strength, and asphalt quality shall be performed by an approved independent testing lab and paid for by the Contractor.  Payment for travel time to and from the site shall be the responsibility of the contractor. The Contractor will be reimbursed his/her invoice cost excluding tax.

  The Contractor and their testing agency will need to exchange a State Taxation and Revenue Non-Taxable Transaction Certificate (NTTC). 

• ACCEPTANCE AND FINAL PAYMENT —

  The Contractor shall not be entitled to demand or receive payment for any portion of the work except in the manner and amount and in accordance with terms and provisions of this agreement. Payment of the final amount due under the contract shall release the Owner from all liability to the Contractor and their subcontractors and suppliers on the project; provided that such payment and acceptance shall not relieve the Owner or the Contractor from the duty of complying with all applicable State Statutes, Laws, Rules and Regulations.

  As soon as the work has been substantially and satisfactorily completed, the Engineer will make a final estimate stating that the work provided for under this contract, has been completed and is accepted by Engineer under the terms and conditions thereof, with qualifications, if any, as stated and the balance found to be due. Required submittals to receive final payment include approved affidavit of wages paid from Department of Work Force Solution must be received by the Owner prior to final payment to be released, Certification of Labor Standards Compliance, Release of Liens, Written Consent of Surety, Manufacturers O&M Manuals, Final Pay Request and Change Order. Prior to filing of the final estimate, the Contractor shall file with the Engineer, a receipt in full from each manufacturer, subcontractor and dealer for all equipment and materials used on the work and a complete release on all liens which may have arisen from this contract. In lieu, thereof, the Contractor shall file statements showing balance due on all accounts.

  The making and acceptance of the final payment shall not constitute a waiver of claims by the Owner for faulty work or materials appearing or discovered after final payment, or to relieve the Contractor of his obligations under provisions of the Contract Surety Bond.

  The as-built drawings, final adjusting change order, and release of lien from surety, subcontractors, suppliers and property owners shall be provided to the Owner before final payment will be made.

• Masonry Section 303 —

  Enter Content Here

• DESCRIPTION OF BID ITEMS AND BASIS OF PAYMENT —

  A description of the work included in each bid item together with method of measurement and payment for each item is contained in the Special Conditions.

• CLEANUP AND RESTORATION OF PROPERTY —

  Prior to preparation of the final pay estimate, the Contractor shall remove from the site of the work, all rubbish, unused material, temporary buildings, excess earth or pavement rubble, and shall leave the premises in good order and condition, subject to approval of the Owner.  

• CONSTRUCTION SCHEDULE —

  Upon award of the contract and prior to the Pre-Construction Meeting, the Contractor shall submit to the Owner a progress schedule satisfactory to the Owner, showing the Notice to Proceed date and completion of major subdivisions of the work.  The Contractor must agree to start work on the date indicated in the Notice to Proceed and complete the work within the prescribed contract time, including monthly anticipated adverse weather days.

  Monthly Anticipated Adverse Weather Delay Days Per Month Are Listed As Follows:

  January	February	March	April	May	June
  6 Days	4 Days	3 Days	2 Days	3 Days	3 Days

   

  July	August	September	October	November	December
  8 Days	9 Days	4 Days	3 Days	2 Days	7 Days

   

  Time Extensions for Unusually Severe Weather - Time extensions for unusually severe weather shall be considered provided the following conditions are present:

  The weather experienced at the project site during the contract period must be found to be unusually severe, that is, more severe than the adverse weather anticipated for the project location during any given month.

  The unusually severe weather must actually cause a delay to the completion of the project. The delay must be beyond the control and without fault or negligence of the Contractor. The following schedule of monthly anticipated adverse weather delays due to precipitation and temperature is based on National Oceanic and Atmospheric Administration (NOAA) data for the project location and will constitute the base line for monthly weather time evaluations. The Contractor’s progress schedule must reflect these anticipated adverse weather delays in all-weather dependent activities. Wind is not considered in the Monthly Anticipated Adverse Weather Calendar Day Schedule.

  Actual adverse weather delay days must prevent work on critical activities for 50 percent or more  of the Contractor’s scheduled work day. If the number of days anticipated above is exceeded, the  Contractor will be given full consideration for equivalent fair-weather work days and issue a change order at the conclusion of the contract.

• Curb Gutter Section 304 —

  304     CURB & GUTTER, SIDEWALKS, DRIVE PAD, AND CONCRETE PAVEMENT CONSTRUCTION – INDEX

  304.1 GENERAL
  304.1.1 DESCRIPTION  
  304.1.2 RELATED SECTIONS
  304.1.3 SUBMITTALS 
  304.1.4 PLANT, EQUIPMENT, MACHINES, AND TOOLS

  304.2 MATERIALS
  304.2.1 CONCRETE
  304.2.2 REINFORCEMENT STEEL 
  304.2.3 MATERIALS FOR CURING CONCRETE
  304.2.4 CONCRETE PROTECTION MATERIALS
  304.2.5 JOINT FILLER STRIPS
  304.2.6 JOINT SEALANTS 
  304.2.7 FORM WORK 
  304.2.8 CONCRETE PAVEMENT
  304.2.9 CONCRETE CUTS 

  304.3 EXECUTION
  304.3.1 SUBGRADE PREPARATION
  304.3.2 FORM SETTING
  304.3.3 WEATHER LIMITATIONS
  304.3.4 SIDEWALK CONCRETE PLACEMENT AND FINISHING
  304.3.5 CURB AND GUTTER CONCRETE PLACEMENT AND FINISHING
  304.3.6 CONCRETE FILLET, VALLEY GUTTER AND DRIVE PAD PLACEMENT AND 
          FINISHING
  304.3.7 SIDEWALK JOINTS
  304.3.8 FILLET, VALLEY GUTTER AND DRIVE PAD JOINTS
  304.3.9 CURB AND GUTTER JOINTS
  304.3.10 CURING AND PROTECTION
  304.3.11 FIELD CONTROL
  304.3.12 SURFACE DEFICIENCIES AND CORRECTIONS

  304.4 MEASUREMENT AND PAYMENT

  304    CURB & GUTTER, SIDEWALKS, DRIVE PAD, AND CONCRETE PAVEMENT 
  CONSTRUCTION

  304.1 GENERAL

  304.1.1 DESCRIPTION  

  This section of the specifications covers concrete materials and construction methods for curb & gutter, sidewalks, drive pads and other concrete construction.

  304.1.2 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related sections are:
  I.      Section 101, Submittal Procedures
  II.     Section 201, General Earthwork
  III.    Section 301, Cast-In-Place Concrete
  IV.    Section 302, Concrete Framework

  304.1.3 SUBMITTALS 

  The following shall be submitted in accordance with Section 101:

  I.    Product Data
  II.   Concrete
  III.   Copies of certified delivery tickets for all concrete used in the construction.
  IV.   Test Reports
  V.    Field Quality Control
  VI.   Copies of all test reports within 24 hours of completion of the test.

  304.1.4 PLANT, EQUIPMENT, MACHINES, AND TOOLS

  304.1.4.1 General Requirements: Plant, equipment, machines, and tools used in the work shall be subject to approval and shall be maintained in a satisfactory working condition at all times. The equipment shall have the capability of producing the required product, meeting grade controls, thickness control, and smoothness requirements as specified. Use of the equipment shall be discontinued if it produces unsatisfactory results. The Engineer shall have access at all times to the plant and equipment to ensure proper operation and compliance with specifications.

  304.1.4.2 Slip Form Equipment: Slip form paver or curb forming machine, will be approved based on trial use on the job and shall be self-propelled, automatically controlled, crawler mounted, and capable of spreading, consolidating, and shaping the plastic concrete to the desired cross section in one (1) pass.

  304.2 MATERIALS

  304.2.1 CONCRETE

  Concrete shall comply with Section 301 with these specifications. A Class “F” concrete matching specified strength requirement may only be used with slip form equipment and approval of mix design by the Engineer. 

  304.2.2 REINFORCEMENT STEEL 

  304.2.2.1 Reinforcement Bars: Shall conform with Section 301 and the following: ASTMA 615/A 615M, ASTM A 616/A 616M, or ASTM A 617/A 617M. 

  304.2.2.2 Wire Mesh Reinforcement: Shall conform to ASTM A 185.

  304.2.3 MATERIALS FOR CURING CONCRETE

  Materials for curing concrete shall adhere to the requirements of Section 301.
   
  304.2.4 CONCRETE PROTECTION MATERIALS

  Concrete protection materials shall be a linseed oil mixture of equal parts, by volume, of linseed oil and either mineral spirits, naphtha, or turpentine. At the option of the Contractor, commercially prepared linseed oil mixtures, formulated specifically for application to concrete to provide protection against the action of de-icing chemicals may be used, except that emulsified mixtures are not acceptable.

  304.2.5 JOINT FILLER STRIPS

  304.2.5.1 Contraction Joint Filler for Curb and Gutter: Contraction joint filler for curb and gutter shall consist of hard-pressed fiberboard.

  304.2.5.2 Expansion Joint Filler, Premolded: Expansion joint filler, premolded, shall conform to ASTMD 1751 or ASTM D 1752, ½ inch thick, unless otherwise indicated. 

  304.2.6 JOINT SEALANTS 

  304.2.6.1 Joint Sealant, Cold-Applied: Joint sealant, cold-applied shall conform to ASTM C 920.

  304.2.6.2 Joint Sealant, Hot-Poured: Joint sealant, hot-poured shall conform to ASTM D 3405.

  304.2.7 FORM WORK 

  Form work shall be designed and constructed to ensure that the finished concrete will conform accurately to the indicated dimensions, lines, and elevations, and within the tolerances specified. Forms shall be of wood or steel, straight, of sufficient strength to resist springing during depositing and consolidating concrete. Wood forms shall be surfaced plank, two (2) inches nominal thickness, straight and free from warp, twist, loose knots, splits or other defects. Wood forms shall have a nominal length of 10 feet. Radius bends may be formed with 1/4 inch boards, bent to the required radius. Steel forms shall be channel-formed sections with a flat top surface and with welded braces at each end and at not less than two intermediate points. Ends of steel forms shall be interlocking and self-aligning. Steel forms shall include flexible forms for radius forming, corner forms, form spreaders, and fillers. Steel forms shall have a nominal length of 10 feet with a minimum of three (3) welded stake pockets per form. Stake pins shall be solid steel rods with chamfered heads and pointed tips designed for use with steel forms.

  304.2.7.1 Sidewalk Forms: Sidewalk forms shall be of a height equal to the full depth of the finished sidewalk. Handicapped sidewalks shall be constructed to include a 15:1 transition. Cross slopes, within the transition, shall not exceed 50:1. 

  304.2.7.2 Curb and Gutter Forms: Curb and gutter outside forms shall have a height equal to the full depth of the curb or gutter. The inside form of curb shall have batter as indicated and shall be securely fastened to and supported by the outside form. Rigid forms shall be provided for curb returns, except that benders or thin plank forms may be used for curb or curb returns with a radius of 10 feet or more, where grade changes occur in the return, or where the central angle is such that a rigid form with a central angle of 90 degrees cannot be used. Back forms for curb returns may be made of 1 ½ inch benders, for the full height of the curb, cleated together. In lieu of inside forms for curbs, a curb "mule" may be used for forming and finishing this surface, provided the results are approved.

  304.2.7.3 Fillet and Valley Gutter Forms: Fillet and valley gutter forms shall have a height equal to the full depth of the fillet or valley gutter. Forms shall be broken at the flow line of the adjacent curbs and gutters. 

  304.2.7.4 Drive Pads: Drive pad forms shall have a height equal to the full depth of the drive pad. Forms shall be set to include a handicapped accessible route either at the high end or low end of the drive pad. Accessible routes constructed on the lower end shall include a 12:1 transition.

  304.2.8 CONCRETE PAVEMENT

  Concrete pavement for trench patch shall be in accordance with Section 301. Concrete shall be placed at the thickness called for. Joint pattern shall match existing pavement. Pavement is to be finished by transverse brooming with a coarse broom.

  304.2.9 CONCRETE CUTS 

  Saw cuts shall be provided where partial concrete removal is required in existing slabs with no nearby joints. Cuts shall be of adequate depth to produce a clean vertical break with no undercut.

  304.3 EXECUTION

  304.3.1 SUBGRADE PREPARATION

  The subgrade shall be constructed to the specified grade and cross-section prior to concrete placement. Subgrade shall be placed and compacted as indicated on the contract drawings.

  Areas over trench construction shall not be formed for concrete construction until density tests indicate compaction is adequate. Subgrade shall be accurately graded and tamped prior to setting forms. No backfilling shall be performed after forms are set.  All loose dirt shall be removed prior to pouring. Subgrade preparation shall also conform to Section 203 of these specifications.

  Subgrade composed of rock chunks or clay that cannot be adequately tamped or graded shall be replaced with granular fill. 

  304.3.1.1 Sidewalk Subgrade: The subgrade shall be tested for grade and cross section with a template extending the full width of the sidewalk and supported between side forms.

  304.3.1.2 Curb and Gutter Subgrade: The subgrade shall be tested for grade and cross section by means of a template extending the full width of the curb and gutter. The subgrade shall be of materials equal in bearing quality to the subgrade under the adjacent pavement.

  304.3.1.3 Fillet and Valley Gutter Subgrade: The subgrade shall be tested for grade and cross section by means of a template extending the full width of the fillet and/or curb and gutter. The subgrade shall be of materials equal in bearing quality to the subgrade under the adjacent pavement.

  304.3.1.4 Drive Pad Subgrade: The subgrade shall be tested for grade and cross section by means of a template extending the full width of the drive pad. The subgrade shall be of materials equal in bearing quality to the subgrade under the adjacent curbs and gutters.

  304.3.1.5 Maintenance of Subgrade: The subgrade shall be maintained in a smooth, compacted condition in conformity with the required section and established grade until the concrete is placed. The subgrade shall be in a moist condition when concrete is placed. The subgrade shall be prepared and protected to produce a subgrade free from frost when the concrete is deposited.

  304.3.2 FORM SETTING

  Forms shall be set to the indicated alignment, grade and dimensions. Forms shall be held rigidly in place by a minimum of three (3) stakes per form placed at intervals not to exceed four (4) feet. Corners, deep sections, and radius bends shall have additional stakes and braces, as required. Clamps, spreaders, and braces shall be used where required to ensure rigidity in the forms. Forms shall be removed without injuring the concrete. Bars or heavy tools shall not be used against the concrete in removing the forms. Any concrete found defective after form removal shall be promptly and satisfactorily repaired. Forms shall be cleaned and coated with form oil each time before concrete is placed. Wood forms may, instead, be thoroughly wetted with water before concrete is placed, except that with probable freezing temperatures, oiling is mandatory.

  304.3.2.1 Sidewalks: Forms for sidewalks shall be set with the upper edge true to line and grade with an allowable tolerance of 1/8 inch in any 10 foot long section. After forms are set, grade and alignment shall be checked with a 10 foot straightedge. Forms shall have a transverse slope 1/4 inch per foot with the low side adjacent to the roadway. Side forms shall not be removed for 12 hours after finishing has been completed.

  304.3.2.2 Curbs and Gutters: The forms of the front of the curb shall be removed not less than two (2) hours nor more than six (6) hours after the concrete has been placed. Forms back of curb shall remain in place until the face and top of the curb have been finished, as specified for concrete finishing. Gutter forms shall not be removed while the concrete is sufficiently plastic to slump in any direction.

  304.3.2.3 Fillet and Valley Gutter: Forms for fillets and valley gutters shall be set with edges true to line and grade with an allowable tolerance of 1/8 inch in any 10 foot long section.  After forms are set, they shall be checked for proper slope. Forms that are transverse to the street traffic shall be broken to accommodate for the flow line between adjacent curbs and gutters. Traffic shall not be allowed on concrete for seven (7) days after placement or until concrete has reached 85 percent of the design strength.

  304.3.2.4 Drive Pads: Forms for drive pads shall be set with edges true to line and grade with an allowable tolerance of 1/8 inch in any 10 foot long section. After forms are set, they shall be checked for proper slope. Forms that are transverse to the street traffic shall be set to provide for the depth shown on the contract drawings. Traffic shall not be allowed on concrete for seven (7) days after placement or until concrete has reached 85 percent of the design strength.

  304.3.3 WEATHER LIMITATIONS

  304.3.3.1 Placing During Cold Weather: Concrete placement shall not take place when the air temperature reaches 40 degrees Fahrenheit and is falling, or is already below that point. Placement may begin when the air temperature reaches 35 degrees Fahrenheit and is rising, or is already above 40 degrees Fahrenheit. Provisions shall be made to protect the concrete from freezing during the specified curing period. If necessary to place concrete when the temperature of the air, aggregates, or water is below 35 degrees Fahrenheit, placement and protection shall be approved in writing. Approval will be contingent upon full conformance with the following provisions. The underlying material shall be prepared and protected so that it is entirely free of frost when the concrete is deposited. Mixing water shall be heated as necessary to result in the temperature of the in-place concrete being between 50 and 85 degrees Fahrenheit. Methods and equipment for heating shall be approved. The aggregates shall be free of ice, snow, and frozen lumps before entering the mixer. Covering and other means shall be provided for maintaining the concrete at a temperature of at least 50 degrees Fahrenheit for not less than 72 hours after placing, and at a temperature above freezing for the remainder of the curing period.

  304.3.3.2 Placing During Warm Weather: The temperature of the concrete as placed shall not exceed 85 degrees Fahrenheit except where an approved retarder is used. The mixing water and/or aggregates shall be cooled, if necessary, to maintain a satisfactory placing temperature. The placing temperature shall not exceed 95 degrees Fahrenheit at any time.

  304.3.4 SIDEWALK CONCRETE PLACEMENT AND FINISHING

  304.3.4.1 Formed Sidewalks: Concrete shall be placed in the forms in one layer. When consolidated and finished, the sidewalks shall be of the thickness indicated. After concrete has been placed in the forms, a strike-off guided by side forms shall be used to bring the surface to proper section to be compacted. The concrete shall be consolidated with an approved vibrator, and the surface shall be finished to grade with a strike off.

  304.3.4.2 Concrete Finishing: After straight-edging, when most of the water sheen has disappeared, and just before the concrete hardens, the surface shall be finished with a wood float or darby to a smooth and uniformly fine granular or sandy texture free of waves, irregularities, or tool marks. A scored surface shall be produced by brooming with a fiber-bristle brush in a direction transverse to that of the traffic, followed by edging.

  304.3.4.3 Edge and Joint Finishing: All slab edges, including those at formed joints, shall be finished with an edger having a radius of 1/8 inch. Transverse joint shall be edged before brooming, and the brooming shall eliminate the flat surface left by the surface face of the edger. Corners and edges which have crumbled and areas which lack sufficient mortar for proper finishing shall be cleaned and filled solidly with a properly proportioned mortar mixture and then finished.

  304.3.4.4 Surface and Thickness Tolerances: Finished surfaces shall not vary more than 5/16 inch from the testing edge of a 10 foot straightedge. Permissible deficiency in section thickness will be up to 1/4 inch. 

  304.3.5 CURB AND GUTTER CONCRETE PLACEMENT AND FINISHING

  304.3.5.1 Formed Curb and Gutter: Concrete shall be placed to the section required in a single lift. Consolidation shall be achieved by using approved mechanical vibrators. 
  Curve shaped gutters shall be finished with a standard curb "mule".

  304.3.5.2 Curb and Gutter Finishing: Approved slipformed curb and gutter machines may be used in lieu of hand placement.

  304.3.5.3 Concrete Finishing: Exposed surfaces shall be floated and finished with a smooth wood float until true to grade and section and uniform in texture. Floated surfaces shall then be brushed with a fine-hair brush with longitudinal strokes. The edges of the gutter and top of the curb shall be rounded with an edging tool to a radius of 1/2 inch. Immediately after removing the front curb form, the face of the curb shall be rubbed with a wood or concrete rubbing block and water until blemishes, form marks, and tool marks have been removed. The front curb surface, while still wet, shall be brushed in the same manner as the gutter and curb top. The top surface of gutter and entrance shall be finished to grade with a wood float.

  304.3.5.4 Joint Finishing: Curb edges at formed joints shall be finished as indicated.

  304.3.5.5 Surface and Thickness Tolerances: Finished surfaces shall not vary more than 1/4 inch from the testing edge of a 10 foot straightedge. Permissible deficiency in section thickness will be up to 1/4 inch.

  304.3.6 CONCRETE FILLET, VALLEY GUTTER AND DRIVE PAD PLACEMENT AND FINISHING

  304.3.6.1 Formed Fillets, Valley Gutters and Drive Pads: Concrete shall be placed in the forms in one layer. When consolidated and finished, the fillets and valley gutters shall be of the thickness indicated. After concrete has been placed in the forms, a strike-off guided by side forms shall be used to bring the surface to proper section to be compacted. The concrete shall be consolidated with an approved vibrator, and the surface shall be finished to grade with a strike off.

  304.3.6.2 Concrete Finishing: After straight-edging, when most of the water sheen has disappeared, and just before the concrete hardens, the surface shall be finished with a wood float or darby to a smooth and uniformly fine granular or sandy texture free of waves, irregularities, or tool marks. A scored surface shall be produced by brooming with a fiber-bristle brush in a direction transverse to that of the traffic, followed by edging.

  304.3.6.3 Edge and Joint Finishing: All slab edges, including those at formed joints, shall be finished with an edger having a radius of 1/8 inch. Transverse joint shall be edged before brooming, and the brooming shall eliminate the flat surface left by the surface face of the edger. Corners and edges which have crumbled and areas which lack sufficient mortar for proper finishing shall be cleaned and filled solidly with a properly proportioned mortar mixture and then finished.

  304.3.6.4 Surface and Thickness Tolerances: Finished surfaces shall not vary more than 5/16 inch from the testing edge of a 10 foot straightedge. Permissible deficiency in section thickness will be up to 1/4 inch.

  304.3.7 SIDEWALK JOINTS

  Sidewalk joints shall be constructed to divide the surface into rectangular areas. Transverse contraction joints shall be spaced at a distance equal to the sidewalk width or five (5) feet on centers, whichever is less, and shall be continuous across the slab. Longitudinal contraction joints shall be constructed along the centerline of all sidewalks 10 feet or more in width. Transverse expansion joints shall be installed at sidewalk returns and opposite expansion joints in adjoining curbs. Where the sidewalk is not in contact with the curb, transverse expansion joints shall be installed as indicated. Expansion joints shall be formed about structures and features which project through or into the sidewalk pavement, using joint filler of the type, thickness, and width indicated.

  304.3.7.1 Sidewalk Contraction Joints: The contraction joints shall be formed in the fresh concrete by cutting a groove in the top portion of the slab to a depth of at least 1/4 of the sidewalk slab thickness, using a jointer to cut the groove, or by sawing a groove in the hardened concrete with a power-driven saw, unless otherwise approved. Sawed joints shall be constructed by sawing a groove in the concrete with a 1/8 inch blade to the depth indicated. An ample supply of saw blades shall be available on the job before concrete placement is started, and at least one (1) standby sawing unit in good working order shall be available at the jobsite at all times during the sawing operations.

  304.3.7.2 Sidewalk Expansion Joints: Expansion joints shall be formed with 1/2 inch joint filler strips. Joint filler shall be placed with top edge one (1) inch below the surface and shall be held in place with steel pins or other devices to prevent warping of the filler during floating and finishing. Immediately after finishing operations are completed, joint edges shall be rounded with an edging tool having a radius of 1/8 inch, and concrete over the joint filler shall be removed. At the end of the curing period, expansion joints shall be cleaned and filled with a 1/2 inch backer rod and 1/2 inch of joint sealant. The joint opening shall be thoroughly cleaned before the sealing material is placed. Sealing material shall not be spilled on exposed surfaces of the concrete. Concrete at the joint shall be surface dry and atmospheric and concrete temperatures shall be above 50 degrees Fahrenheit at the time of application of joint sealing material. Excess material on exposed surfaces of the concrete shall be removed immediately and concrete surfaces cleaned.

  304.3.8 FILLET, VALLEY GUTTER AND DRIVE PAD JOINTS

  Fillet, valley gutter and drive pad joints shall be constructed to divide the surface into rectangular areas. Transverse contraction joints shall be spaced at a distance equal to the sidewalk width or five (5) feet on centers, whichever is less, and shall be continuous across the slab.

  304.3.8.1 Valley Gutter and Drive Pad Contraction Joints: The contraction joints shall be formed in the fresh concrete by cutting a groove in the top portion of the slab to a depth of at least 1/4 of the sidewalk slab thickness, using a jointer to cut the groove, or by sawing a groove in the hardened concrete with a power-driven saw, unless otherwise approved. Sawed joints shall be constructed by sawing a groove in the concrete with a 1/8 inch blade to the depth indicated. An ample supply of saw blades shall be available on the job before concrete placement is started, and at least one (1) standby sawing unit in good working order shall be available at the jobsite at all times during the sawing operations.

  304.3.8.2 Reinforcement Steel Placement: Reinforcement steel shall be accurately and securely fastened in place with suitable supports and ties before the concrete is placed.

  304.3.9 CURB AND GUTTER JOINTS

  Curb and gutter joints shall be constructed at right angles to the line of curb and gutter.

  304.3.9.1 Contraction Joints: Contraction joints shall be constructed directly opposite of contraction joints in abutting Portland cement pavements and spaced so that monolithic sections between curb returns will not be less than five (5) feet nor greater than 15 feet in length. Contraction joints shall be constructed by means of 1/8 inch thick separators and of a section conforming to the cross section of the curb and gutter. Separators shall be removed as soon as practicable after concrete has set sufficiently to preserve the width and shape of the joint and prior to finishing.

  304.3.9.2 Expansion Joints: Expansion joints shall be formed by means of preformed expansion joint filler material cut and shaped to the cross section of curb and gutter. Expansion joints shall be provided in curb and gutter directly opposite expansion joints of abutting Portland cement concrete pavement, and shall be of the same type and thickness as joints in the pavement. Where curb and gutter do not abut Portland cement concrete pavement, expansion joints at least 1/2 inch in width shall be provided at intervals not exceeding 30 feet. Expansion joints shall be provided in nonreinforced concrete gutter at locations indicated. Expansion joints shall be sealed immediately following curing of the concrete or as soon thereafter as weather conditions permit. Expansion joints and the top one (1) inch depth of curb and gutter contraction-joints shall be sealed with joint sealant. The joint opening shall be thoroughly cleaned before the sealing material is placed. Sealing material shall not be spilled on exposed surfaces of the concrete. Concrete at the joint shall be surface dry and atmospheric and concrete temperatures shall be above 50 degrees Fahrenheit at the time of application of joint sealing material. Excess material on exposed surfaces of the concrete shall be removed immediately and concrete surfaces cleaned.

  304.3.10 CURING AND PROTECTION

  304.3.10.1 General Requirements: Concrete shall be protected against loss of moisture and rapid temperature changes for at least seven (7) days from the beginning of the curing operation. Unhardened concrete shall be protected from rain and flowing water. All equipment needed for adequate curing and protection of the concrete shall be on hand and ready for use before actual concrete placement begins. Protection shall be provided as necessary to prevent cracking of the pavement due to temperature changes during the curing period.

  304.3.10.1.1 Mat Method: The entire exposed surface shall be covered with two (2) or more layers of burlap. Mats shall overlap each other at least six (6) inches. The mat shall be thoroughly wetted with water prior to placing on concrete surface and shall be kept continuously in a saturated condition and in intimate contact with concrete for not less than seven (7) days.

  304.3.10.1.2 Impervious Sheeting Method: The entire exposed surface shall be wetted with a fine spray of water and then covered with impervious sheeting material. Sheets shall be laid directly on the concrete surface with the light-colored side up and overlapped 12 inches when a continuous sheet is not used. The curing medium shall not be less than 18 inches wider than the concrete surface to be cured, and shall be securely weighted down by heavy wood planks, or a bank of moist earth placed along edges and laps in the sheets. Sheets shall be satisfactorily repaired or replaced if torn or otherwise damaged during curing. The curing medium shall remain on the concrete surface to be cured for not less than seven (7) days.

  304.3.10.1.3 Membrane Curing Method: A uniform coating of white-pigmented membrane-curing compound shall be applied to the entire exposed surface of the concrete as soon after finishing as the free water has disappeared from the finished surface. Formed surfaces shall be coated immediately after the forms are removed and in no case longer than one (1) hour after the removal of forms. Concrete shall not be allowed to dry before the application of the membrane. If any drying has occurred, the surface of the concrete shall be moistened with a fine spray of water and the curing compound applied as soon as the free water disappears. Curing compound shall be applied in two (2) coats by hand-operated pressure sprayers at a coverage of approximately 200 square feet per gallon for the total of both coats. The second coat shall be applied in a direction approximately at right angles to the direction of application of the first coat. The compound shall form a uniform, continuous, coherent film that will not check, crack, or peel and shall be free from pinholes or other imperfections. If pinholes, abrasions, or other discontinuities exist, an additional coat shall be applied to the affected areas within 30 minutes. Concrete surfaces that are subjected to heavy rainfall within three (3) hours after the curing compound has been applied shall be resprayed by the method and at the coverage specified above. Areas where the curing compound is damaged by subsequent construction operations within the curing period shall be resprayed. Necessary precautions shall be taken to ensure that the concrete is properly cured at sawed joints, and that no curing compound enters the joints. The top of the joint opening and the joint groove at exposed edges shall be tightly sealed before the concrete in the region of the joint is resprayed with curing compound. The method used for sealing the joint groove shall prevent loss of moisture from the joint during the entire specified curing period. Approved standby facilities for curing concrete pavement shall be provided at a location accessible to the jobsite for use in the event of mechanical failure of the spraying equipment or other conditions that might prevent correct application of the membrane-curing compound at the proper time. Concrete surfaces to which membrane-curing compounds have been applied shall be adequately protected during the entire curing period from pedestrian and vehicular traffic, except as required for joint-sawing operations and surface tests, and from any other possible damage to the continuity of the membrane.

  304.3.10.2 Backfilling: After curing, debris shall be removed and the area adjoining the concrete shall be backfilled, graded, and compacted to conform to the surrounding area in accordance with lines and grades indicated.

  304.3.10.3 Protection: Completed concrete shall be protected from damage until accepted. The Contractor shall repair damaged concrete and clean concrete discolored during construction. Concrete that is damaged shall be removed and reconstructed for the entire length between regularly scheduled joints. Refinishing the damaged portion will not be acceptable. Removed damaged portions shall be disposed of as directed.

  304.3.11 FIELD CONTROL

  304.3.11.1 General Requirements: The Contractor shall perform the inspection and tests described and meet the specified requirements for inspection details and frequency of testing. 

  Based upon the results of these inspections and tests, the Contractor shall take the action and submit reports as required below and any additional tests to ensure that the requirements of these specifications are met.

  304.3.11.2 Concrete Testing:  

  304.3.11.2.1 Strength Testing: The Contractor shall provide molded concrete specimens for strength tests. Samples of concrete placed each day shall be taken no less than once a day nor less than once for every 50 cubic yards of concrete. The samples for strength tests shall be taken in accordance with ASTM C 172. Cylinders for acceptance shall be molded in conformance with ASTM C 31/C 31M by an approved testing laboratory. Each strength test result shall be the average of two (2) test cylinders from the same concrete sample tested at 28 days, unless otherwise specified or approved. Concrete specified on the basis of compressive strength will be considered satisfactory if the averages of all sets of three (3) consecutive strength test results equal or exceed the specified strength, and no individual strength test result falls below the specified strength by more than 500 pounds per square inch (psi).

  304.3.11.2.2 Air Content: Air content shall be determined in accordance with ASTM C 173 or ASTM C 231. ASTM C 231 shall be used with concretes and mortars made with relatively dense natural aggregates. Two (2) tests for air content shall be made on randomly selected batches of each class of concrete placed during each shift. Additional tests shall be made when excessive variation in concrete workability is reported by the placing foreman. If results are out of tolerance, the placing foreman shall be notified, and he shall take appropriate action to have the air content corrected at the plant. Additional tests for air content will be performed on each truckload of material until the air content is within the tolerance specified.

  304.3.11.2.3 Slump Test: Two (2) slump tests shall be made on randomly selected batches of each class of concrete for every 50 cubic yards, or fraction thereof, of concrete placed during each shift. Additional tests shall be performed when excessive variation in the workability of the concrete is noted or when excessive crumbling or slumping is noted     along the edges of slip-formed concrete.

  304.3.11.2.4 Temperature Tests: Test the concrete delivered and the concrete in the forms. Perform tests in hot or cold weather conditions below 50 degrees Fahrenheit and above 80 degrees Fahrenheit for each batch (minimum) or every 20 cubic yards (maximum) of concrete, until the specified temperature is obtained, and whenever test cylinders and slump tests are made.

  304.3.11.3 Thickness Evaluation: The anticipated thickness of the concrete shall be determined prior to placement by passing a template through the formed section or by measuring the depth of opening of the extrusion template of the curb forming machine. If a slip form paver is used for sidewalk placement, the subgrade shall be true to grade prior to concrete placement and the thickness will be determined by measuring each edge of the completed slab.

  304.3.11.4 Surface Evaluation: The finished surface of each category of the completed work shall be uniform in color and free of blemishes and form or tool marks.

  304.3.12 SURFACE DEFICIENCIES AND CORRECTIONS

  304.3.12.1 Thickness Deficiency: When measurements indicate that the completed concrete section is deficient in thickness by more than 1/4 inch the deficient section will be removed, between regularly scheduled joints, and replaced.

  304.3.12.2 High Areas: In areas not meeting surface smoothness and plan grade requirements, high areas shall be reduced either by rubbing the freshly finished concrete with carborundum brick and water when the concrete is less than 36 hours old or by grinding the hardened concrete with an approved surface grinding machine after the concrete is 36 hours old or more. The area corrected by grinding the surface of the hardened concrete shall not exceed five (5) percent of the area of any integral slab, and the depth of grinding shall not exceed 1/4 inch. Pavement areas requiring grade or surface smoothness corrections in excess of the limits specified above shall be removed and replaced.

  304.3.12.3 Appearance: Exposed surfaces of the finished work will be inspected and any deficiencies in appearance will be identified. Areas which exhibit excessive cracking, discoloration, form marks, or tool marks or which are otherwise inconsistent with the overall appearances of the work shall be removed and replaced.

  304.4 MEASUREMENT AND PAYMENT  

  Measurement and payment for items of work covered by this section of the specifications shall be in accordance with provisions of the Special Conditions.

• FORM COMPLETION —

  All forms provided by the City via download must be typewritten. Fill-in forms provided shall be rather used and filled in electronically. Any bid prices which are illegible or unreadable may be removed from consideration and found non-responsive. 

• Pervious Concrete Section 305 —

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• SELECT GRANULAR MATERIAL —

  This material may be furnished from any suitable source chosen by the Contractor.  The material shall be sandy in nature, friable with no clods or clay balls and exhibit minimal “pumping” characteristics when compacted at moisture content slightly below optimum.  In addition, material shall meet the following general gradation requirements:

   

  Sieve Size	Precent Passing
  1"	100
  No. 4	40-100
  No. 200	Less than 35
  PI<12

      
      Acceptable sources on past projects include the following locations:

  1. Crusher fines from local aggregate companies
  2. Puerco River from locations approved by the City Public Works Director. Locations will be in the vicinity of the area between Highway 491 overpass and the Allison Puerco crossing.  
  3. On site material meeting the requirements above.
• LABOR ENFORCEMENT FUND —

  13-4-13.1 NMSA 1978: Public works contracts; registration of contractors and subcontractors

  A. Except as otherwise provided in this subsection, in order to submit a bid valued at more than sixty thousand dollars ($60,000) in order to respond to a request for proposals or to be considered for award of any portion of a public works project greater than sixty thousand dollars ($60,000) for a public works project that is subject to the Public Works Minimum Wage Act [13-4-10 NMSA 1978], the contractor, serving as a prime contractor or not, shall be registered with the labor and industrial division of the labor department. Bidding documents issued or released by a state agency or political subdivision of the state shall include a clear notification that each contractor, prime contractor or subcontractor is required to be registered pursuant to this subsection. The provisions of this section do not apply to vocational classes in public schools or public postsecondary educational institutions.

   

  B.  The State or any political subdivision of the State shall not accept a bid on a Public Works project subject to the Public Works Minimum Wage Act from a prime contractor that does not provide proof or required registration for itself.

   

  C.  Contractors and subcontractors may register with the division on a form provided by the division and in accordance with Labor Department rules. The division shall charge an annual registration fee of two hundred dollars ($200). The division shall issue to the applicant a Certificate of Registration within fifteen days after receiving from the applicant the completed registration form and the registration fee. 

   

  D. Registration fees collected by the division shall be deposited in the Labor Enforcement Fund.

   

  13-4-14.1 NMSA 1978: Labor Enforcement fund; creation; use

  The "Labor Enforcement Fund" is created in the State Treasury. The fund shall consist of contractor and subcontractor registration fees collected by the Labor and Industrial Division of the Labor Department and all investment and interest income from the fund. The fund shall be administered by the division and money in the fund is appropriated to the Division for Administration and Enforcement of the Public Works Minimum Wage Act [13-4-10 NMSA 1978]. Money in the fund shall not revert to the general fund at the end of a fiscal year.

   

  13-4-14.2 NMSA 1978: Registration cancellation, revocation, suspension; injunctive relief.

  The Director of the Labor and Industrial Division of the Labor Department may:

  A.  Cancel, revoke or suspend with conditions, including probation, the registration of any party required to be registered pursuant to the Public Works Minimum Wage Act [13-4-10 NMSA 1978] for failure to comply with the registration provisions or for good cause, subject to appeal pursuant to Section 13-4-15 NMSA 1978; and

   

  B. Seek injunctive relief in District Court for failure to comply with the registration provisions of the Public Works Minimum Wage Act.

• WATER, GAS AND ELECTRICITY —

  All water, gas, electricity or other facilities required to complete the project shall be provided by the Contractor at his expense, unless specifically modified in other portions of the Contract Document.

• COMPACTION —

  Material shall be compacted to the designated percentage of Standard Proctor, or Modified Proctor as called for.  

• Geosynthetic Concrete Composite Mat Section 306 —

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• MINIMUM WAGE RATES —

  There shall be no discrimination because of race, creed, color, sex, national origin or political affiliation in the employment of persons qualified by training and experience for work carried out under this contract. A minimum wage schedule is bound in the documents and shall apply to all labor used in constructing the project. Each employee engaged in constructing the project shall be paid a wage not less than the minimum specified in the Minimum Wage Rate Schedule published by the New Mexico Department of Work Force Solutions or Davis-Bacon (whichever one is greater) and made a part of these contract documents. Compliance with minimum wage rates shall apply equally to all Contractors and subcontractors engaged on the project. The Contractor shall post at appropriate places on the job site, copies of the Minimum Wage Schedule made a part of the Contract Documents. It shall be the responsibility of the Contractor to furnish certified copies of payrolls to the Engineer AND to Frances Rodriguez, City of Gallup Purchasing Director (biweekly) and the New Mexico Department of Work Force Solutions when requested, or an interested party such as Contractors, contracting agencies, labor organizations and Contractor associations to ensure compliance with the New Mexico Public Work Minimum Wage Act and Davis-Bacon. Bidders are advised that all tiers of Contractors (including subcontractors) bidding more than $60,000 on a public works contract must be registered with the Labor and Industrial Division of the State of New Mexico Department of Work Force Solutions prior to submitting a bid per NMSA 13-4-13.1. For registration please use following link: https://www.dws.state.nm.us/public-works

• Hot Mix Bituminous Pavement Section 401 —

  401     HOT MIX BITUMINOUS PAVEMENT – INDEX

  401.1 GENERAL
  401.1.1 DESCRIPTION 
  401.1.2 RELATED SECTIONS
  401.1.3 SUBMITTALS 
  401.1.4 REQUIRED DATA
  401.1.5 ENVIRONMENTAL CONDITIONS

  401.2 MATERIALS
  401.2.1 CONSTRUCTION EQUIPMENT
  401.2.2 PLANT MIX BITUMINOUS PAVEMENT 
  401.2.3 BASE COURSE  
  401.2.4 ASPHALT TREATED BASE COURSE
  401.2.5 ASPHALTIC SURFACE COURSE

  401.3 EXECUTION
  401.3.1 PREPARATION
  401.3.2 PLACEMENT OF NEW ASPHALT
  401.3.3 PATCH SCHEDULING 

  401.4 MEASUREMENT AND PAYMENT  
        401.4.1 ASPHALT PATCH/PAVING
        401.4.2 BASIS FOR PAYMENT

  401  HOT BITUMINOUS PAVEMENT

  401.1 GENERAL

  401.1.1 DESCRIPTION 

  This item of work shall consist of furnishing all materials, supplies, plant and labor required for removal of existing asphalt and construction of new asphalt patch over utility trenches, new roads and other excavated areas in accordance with applicable provisions of these specifications and the project drawings.

  401.1.2 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this section. Related sections are:

  I.    Section 101, Submittal Procedures
  II.   Section 201, General Earthwork
  III.  Section 202, Clearing and Grubbing
  IV.  Section 205, Erosion Control 
  V.   Section 402, Base Course Material

  401.1.3 SUBMITTALS 

  The following shall be submitted in accordance with Section 101:
      
  401.1.3.1 Design Data:
  I.    Job-mix formula: Submit a job-mix formula for review prior to preparing and placing the bituminous mixture. Formulas shall indicate physical properties of the mixes as shown by tests made by a commercial laboratory within the year. 
  II.   Asphalt Cement Binder
  III.  Mix Design 

  401.1.3.2 Test Reports:
  I.    Specific gravity test of asphalt
  II.    Coarse aggregate tests
  III.   Weight of slag test
  IV.   Percent of crushed pieces in gravel
  V.    Fine aggregate tests   
  VI.   Specific gravity of mineral filler
  VII.  Bituminous mixture tests
  VIII.  Aggregates tests
  IX.   Bituminous mix tests
  X.    Pavement courses

  401.1.4 REQUIRED DATA

  Job-mix formula shall show the following:
  I.    Source and proportions, percent by weight, of each ingredient of the mixture
  II.    Correct gradation, the percentages passing each size sieve listed in the specifications for the mixture to be used, for the aggregate and mineral filler from each separate source and from each different size to be used in the mixture and for the composite mixture.
  III.    Amount of material passing the No. 200 sieve determined by dry sieving
  IV.    Number of blows of hammer compaction per side of molded specimen
  V.    Temperature viscosity relationship of the asphalt cement
  VI.   Stability, flow, percent voids in mineral aggregate, percent air voids, unit weight
  VII.   Asphalt absorption by the aggregate
  VIII.  Effective asphalt content as percent by weight of total mix
  IX.    Temperature of the mixture immediately upon completion of mixing
  X.     Asphalt performance grade viscosity grade 
  XI.   Curves for the leveling and wearing courses.

  401.1.5 ENVIRONMENTAL CONDITIONS
  Place bituminous mixture only during dry weather and on dry surfaces. Place courses only when the surface temperature of the underlying course is greater than 45 degrees Fahrenheit for course thicknesses greater than two (2) inches and 55 degrees Fahrenheit for course thicknesses two (2) inches or less.

  401.2 MATERIALS

  401.2.1 BASE COURSE  

  Base course shall be as specified in Section 402 of these specifications. Thickness shall be as shown on the project drawings. 

  401.2.2 ASPHALT TREATED BASE COURSE

  The treated base aggregate shall be crushed and shall conform to the gradation requirements as specified in Section 402. Thicknesses shall be constantly checked to insure conformance to project drawings.

  401.2.3 PLANT MIX BITUMINOUS PAVEMENT 
   Aggregate for asphaltic surface course shall conform to NMSHTD Specifications and one of the following gradation requirements as called for.

  
  Table 1: Gradation Requirements

  Sieve Size	Percent Passing Type B	Percent Passing Type C
  3/4 inch	100
  1/2 inch	80-98	100
  3/8 inch	70-90	70-100
  No. 4	50-65	45-85
  No. 10	32-45	30-67
  No. 40	10-22	7-25
  No. 200	3-8	2-10.2

   
  L.A. Abrasion to be 40 or less. 
      
  The Asphaltic mix shall in general meet the gradation requirements of the gradation listed above, except that the Contractor and the Engineer may, by mutual agreement, increase sand content and asphalt content of the wearing surface course to produce a mix that is "dense" and "closed" after final rolling. The Contractor may use a previous job mix formula or may establish a new formula for this project.

  The asphaltic mix shall be the result of proportioning by a job-mix formula to produce characteristics as follows:

  I	Stability	2500 pounds plus
  II	Flow	16 or less
  III	Sand Equivalent	40 or more
  IV	Voids filled with asphalt (VFA)	70-78 percent
  V	Final densities	92-96 percent of maximum theoritical

   

  Note: When HMA Superpave is designated, mix design to conform to NMDOT 432.2.8 Specifications.

  The surface course may be laid immediately on the asphalt treated base unless the base has become contaminated with dust or mud, in which case cleaning and an emulsion prime coat will be required. The surface course shall be laid uniformly and subsequently rolled by experienced workmen with vibratory steel roller and pneumatic rollers to produce densities of 94 to 96 percent of Maximum Theoretical Density. Normally, thicknesses shall be checked constantly so that the finished surface is 3/8 inch ± above adjacent edges and crowned in the center of the patch. The finished surface shall be "closed" with no sags which will pond: Surfaces that are "open" upon completion will require a suitable seal coat.

  Prior to patch construction, the Contractor shall submit a job-mix formula used on other work or permit sampling and testing of his product currently being used in the area which would indicate compliance with these specifications. Patch material will be subject to testing during the project.

  Patches shall be installed only during dry, warm weather (50 degrees Fahrenheit).

  401.3 EXECUTION

  401.3.1 PREPARATION

  401.3.1.1 Subgrade Preparation: Subgrade shall be compacted to densities as specified on the project drawings. The subgrade surface shall be to the proper grade in all areas and shall be true and uniform. The surface shall be tamped or rolled at or near optimum moisture content so that it is tight with no loose or uneven material present. Subgrade preparation shall be done immediately prior to base course installation. Subgrade that has become saturated or that has shown evidence of "pumping" shall be removed and replaced with suitable material.

  401.3.1.2 Edge Preparation: All efforts shall be made to bond and seal existing asphalt and concrete edges with new patch. Asphalt edges shall be broomed and scraped to remove all mud, dust, and other contaminants. Cleaned edges shall be thoroughly coated with emulsified asphalt immediately prior to installation of surface course. Emulsion that has been repeatedly cut and thinned will not be permitted.
   
  401.3.1.3 Pavement Cut: All paving within the limits of the pipe line trench and appurtenances shall be removed and replaced, unless otherwise noted on the project drawings. Asphalt pavement cuts may be made utilizing hand operated pavement cutters, saws, wheel cutters mounted on motor graders or other approved equipment.

  Cuts shall be made along straight chalk line marks which run parallel to the utility alignment. Patches for areas excavated and backfilled for tie-ins shall be "squared up" for neat appearance. Cut edges that are damaged during excavation shall be re-cut in the damaged area. The width of pavement cuts shall be the minimum required to facilitate trenching and excavation operations and such widths shall be arrived at by the Contractor and Project Engineer. Single cuts along curb and gutter edges shall be of sufficient width that excavation operations will not disturb or dis-lodge curb & gutter stones.

  Old asphalt paving shall be removed and disposed of by the Contractor. The Contractor should be aware that many areas of the city streets have been overlaid one (1) or more times and that substantial pavement thicknesses could be encountered. All paving within the limits shown shall be removed by means of sawing. Cuts in pavement of substantial thickness shall be deep enough to insure a vertical edge upon pavement removal without lifting adjacent paving. 

  401.3.2 PLACEMENT OF NEW ASPHALT

  401.3.2.1 Leveling Course: Asphalt leveling course shall be placed in layers not to exceed three (3) inches and thoroughly rolled with steel wheel and pneumatic rollers to produce densities in excess of 92 percent of maximum theoretical. Layers shall be placed as required to ensure that final overlay course conforms to the desired grade and drains properly.

  401.3.2.2 Final Overlay: The surface course shall be laid on a surface that has been cleaned and is free from mud and dirt. An emulsion prime coat shall be applied prior to the final surface course. The surface course shall be laid uniformly and subsequently rolled with a vibratory steel roller and pneumatic rollers to produce densities of 93 to 96 percent of maximum theoretical. Thicknesses shall be checked so that the finished surface is 1/4 inches (±) above adjacent concrete edges. The finish shall be “closed” with no depressions that will pond water. Surfaces found to be “opened” will require a suitable seal coat. Asphalt surface course shall only be placed during dry, warm weather (+50 degrees Fahrenheit).

  401.3.3 PATCH SCHEDULING 

  Patch construction shall be scheduled for shortly after completion of all mains, service lines and appurtenances for a particular area. Backfill levels shall be brought to street grade and maintained during the time between utility installation and patch construction. Trench subgrade material or base course may be used during this temporary period however, areas of heavy traffic may require base course.

  401.4 MEASUREMENT AND PAYMENT  

  Measurement and payment for items of work covered by this section of the specifications shall be in accordance with provision of the Special Conditions.

  401.4.1 ASPHALT PATCH/PAVING
  The quantities of asphalt patch to be paid for will be the number of square yards of each depth of patch constructed as indicated.

  401.4.2 BASIS FOR PAYMENT

  401.4.2.1 Asphalt Patch/Paving: Payment of the quantities of patch measured as specified will be at the contract unit price per square yard of the thickness specified.

• SUBCONTRACTORS —

  Contractor shall not employ any subcontractor or other person or organization (including those who are to furnish the principal items of material or equipment), whether initially or as a substitute, against whom the City may have reasonable objection. A subcontractor or other person or organization identified in writing to the City by Contractor prior to the Notice of Award and not objected to in writing by the City prior to the Notice of Award will be deemed acceptable to the City. Acceptance of any subcontractor, other person, or organization by the City shall not constitute a waiver of any right of owner to reject defective work or work not in conformance with the contact documents. If the City, after due investigation, has reasonable objection to any subcontractor, other person or organization proposed by Contractor after the Notice of Award, the Contractor shall submit an acceptable substitute and the contract price shall be increased or decreased by the difference in cost occasioned by such substitution and an appropriate change order shall be issued. Contractor shall not be required to employ any subcontractor, other person or organization against whom he has reasonable objection. Contractor shall not, without the consent of the City, make any substitution for any subcontractor, other person or organization who has been accepted by the City. 

• CHARGES FOR ENGINEERING AND INSPECTION —

  Should completion of the work extend beyond the time allowed by the Contract Documents or supplements thereto, it is expressly understood that in addition to any other penalty or damage suffered by the Owner, the Engineering inspection cost, caused by virtue of the delay, may be charged to the Contractor and be deducted from monies due the Contractor. This cost is included in the liquid damages as specified in the special conditions.

• SEQUENCE OF CONSTRUCTION —

  Work shall progress while maintaining access to residential and school properties at all times. Mail and trash services shall also be accessible during demolition and construction.

• LIST OF SUBCONTRACTORS —

  The bidder shall list the subcontractors he/she proposes to use for all trades or items. If awarded the contract, the bidder shall use the firm listed. Changes or substitutions to this list must be approved by the Engineer. A list of subcontractors for this project must accompany the bid proposal submittal.

  The listing threshold for subcontractors for this project is Six Thousand eighty one dollars and eighty -five cents ($6081.85) and must be attached to the bid in compliance with 13-4-32 thru 13-4-43 NMSA 1978. The name and the city or county where each subcontractor is located shall also be listed. There shall be only one subcontractor listed for each classification. The general contractor shall not list themselves as the subcontractor unless he represents that he is licensed and can perform such work satisfactorily. If subcontractors change according to bid options/additive alternatives accepted, then list the subcontractors and the bid lots where they are to be used. The City reserves the right to disqualify subcontractors and suppliers in accordance with the conditions of the contract. Subcontracted work exceeding $125,000.00 must be bonded separately by the subcontractor. The Contractor shall, as soon as practicable after the signing of the contract, notify both the City and the Engineer in writing of the names of subcontractors proposed for the work and shall not employ anyone the City or the Engineer may, within a reasonable time, object to as incompetent or unfit. The Contractor agrees that they are fully responsible to the City for the acts and omissions of his/her subcontractors and/or persons either directly or indirectly employed by them, as he/she is for the acts and omissions of persons directly employed by him/her. The Contractor may be required to establish the reliability and responsibility of the proposed subcontractors or of any manufacturer to furnish and perform the work in accordance with the contract documents and completion schedule and may also be required to require performance and payment bonds of some or all subcontractors in conformance with Sec. 13-4-37 NMSA 1978. Nothing contained in the Contract Documents shall create any contractual relation between any subcontractor and the City. No officer, agent or employee of the City, including the Engineer, shall have any power or authority to bind the City or incur any obligation in its behalf to any subcontractor, material supplier, or other person in any manner whatsoever.

• Base Course Material Section 402 —

  402    BASE COURSE MATERIAL - INDEX 

  402.1 GENERAL 
  402.1.1 DESCRIPTION 
  402.1.2 RELATED SECTIONS
  402.1.3 DEFINITIONS 
  402.1.4 SUBMITTALS 
  402.1.5 SAMPLING AND TESTING 
  402.1.6 WEATHER LIMITATIONS 
  402.1.7 PLANT, EQUIPMENT, AND TOOLS 
  402.1.8 DELIVERY TICKETS 

  402.2 MATERIALS
  402.2.1 AGGREGATES 
  402.2.2 LIQUID LIMIT AND PLASTICITY INDEX 
  402.2.3 BASE COURSE FOR PAVED ROAD, DRIVEWAYS AND PARKING LOTS
  402.2.4 MATERIAL REQUIREMENTS FOR GRAVEL ROADS AND DRIVEWAYS

  402.3 EXECUTION 
      402.3.1 GENERAL REQUIREMENTS
  402.3.2 OPERATION OF AGGREGATE SOURCES 
  402.3.3 STOCKPILING MATERIAL 
  402.3.4 PREPARATION OF UNDERLYING COURSE 
  402.3.5 INSTALLATION 
  402.3.6 TRAFFIC 
  402.3.7 MAINTENANCE 
  402.3.8 DISPOSAL OF UNSATISFACTORY MATERIALS 

  402.4 MEASUREMENT & PAYMENT

  402    BASE COURSE MATERIAL

  402.1 GENERAL 

  Base course for roads (paved and graveled), asphalt patch under concrete, curb & gutter, sidewalk, walls, valley gutters, fillets, driveways and parking areas shall conform to the dimensions and sections as shown on the project drawings. Gravel shall be placed on firm, compacted, accurately graded subgrade after all utility lines and appurtenances have been installed. Gravel is to be placed at near optimum moisture and rolled to achieve densities of 90 percent Modified Proctor. The final gravel surface shall be smooth and uniform with accurate lateral and vertical dimensions called for.

  402.1.1 DESCRIPTION 

  This item of work shall consist of furnishing all material, supplies, plant and labor required for construction of gravel roads and driveways complete in accordance with applicable provisions of these specifications and project drawings. 

  402.1.2 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this section. Related sections are:

  I.    Section 101, Submittal Procedures
  II.   Section 201, General Earthwork
  III.  Section 203, Trenching, Excavation, and Backfilling
  IV.  Section 401, Hot Mix Bituminous Pavement

  402.1.3 DEFINITIONS 

  For the purposes of this specification, the following definitions apply. 

  402.1.3.1 Aggregate Base Course: Aggregate Base Course (ABC) is well graded, durable aggregate uniformly moistened and mechanically stabilized by compaction. 

  402.1.3.2 Degree of Compaction: Degree of compaction required is expressed as a percentage of the maximum laboratory dry density obtained by the test procedure presented in ASTM D 1557 or AASHTO T 180 Method D and corrected with AASHTO T 224 abbreviated as a percent of laboratory maximum dry density.

   

   

  402.1.4 SUBMITTALS 

  402.1.4.1 Product Data: 

  I.    Plant, Equipment, and Tools
  II.    List of proposed equipment to be used in performance of construction work, including descriptive data. 

  402.1.4.2 Delivery Tickets: Copies of delivery tickets during the progress of the work. 

  402.1.4.3 Test Reports:

  I.    Sampling and Testing
  II.    Field Density Tests
  III.   Certified copies of test results for approval no less than 10 days before material is required for the work.
  IV.   Calibration curves and related test results prior to using the device or equipment being calibrated.
  V.    Copies of field test results within seven (7) days after the tests are performed. 

  402.1.5 SAMPLING AND TESTING 

  Sampling and testing shall be the responsibility of the Contractor. Sampling and testing shall be performed by a testing laboratory approved by the Engineer. Work requiring testing will not be permitted until the testing laboratory has been approved. The materials shall be tested to establish compliance with the specified requirements; testing shall be performed at the specified frequency. The Engineer may specify the time and location of the tests. Copies of test results shall be furnished to the Engineer within seven (7) days of completion of the tests. 

  402.1.5.1 Sampling: Samples for laboratory testing shall be taken in conformance with ASTM D 75. When deemed necessary, the sampling will be observed by the Engineer. 

  402.1.5.2 Tests: The following tests shall be performed in conformance with the applicable standards listed. 

  402.1.5.2.1 Sieve Analysis: Sieve analysis shall be made in conformance with ASTM C 117 and ASTM C 136. Sieves shall conform to ASTM E 11. 

  402.1.5.2.2 Liquid Limit and Plasticity Index: Liquid limit and plasticity index shall be determined in accordance with ASTM D 4318. 

  402.1.5.2.3 Moisture-Density Determinations: The laboratory maximum dry density and optimum moisture content shall be determined in accordance with AASHTO T 180, Method D and corrected with AASHTO T 224. 

  402.1.5.2.4 Field Density Tests: Density shall be field measured in accordance with ASTM D 1556, ASTM D 2167 or ASTM D 2922.

  402.1.5.3 Testing Frequency:

  402.1.5.3.1 Initial Tests: Tests shall be performed on the proposed material prior to commencing construction to demonstrate that the proposed material meets all specified requirements when furnished. If materials from more than one (1) source is going to be utilized, this testing shall be completed for each source. 

  402.1.5.3.2 In Place Tests: Each of the following tests shall be performed on samples taken from the placed and compacted ABC. Samples shall be taken and tested at the rates indicated. Sampling and testing of recycled concrete aggregate shall be performed at twice the specified frequency until the material uniformity is established. 

  I.    Density tests shall be performed on every lift of material placed and at a frequency of one set of tests for every 250 square yards, or portion thereof, of completed area. 
  II.    Sieve Analysis shall be performed on every lift of material placed and at a frequency of one sieve analysis for every 1500 square yards, or portion thereof, of material placed. 
  III.    Liquid limit and plasticity index tests shall be performed at the same frequency as the sieve analysis. 
  IV.    The total thickness of the base course shall be measured at intervals in such a manner as to ensure one measurement for each 500 square yards of base course. Measurements shall be made in three (3) inch diameter test holes penetrating the base course. 

  402.1.5.4 Approval of Material: The source of the material shall be selected 15 days prior to the time the material will be required in the work. Tentative approval of material will be based on initial test results. Final approval of the materials will be based on sieve analysis, liquid limit, and plasticity index tests performed on samples taken from the completed and fully compacted course(s). 

  402.1.6 WEATHER LIMITATIONS 

  Construction shall be done when the atmospheric temperature is above 35 degrees Fahrenheit. When the temperature falls below 35 degrees Fahrenheit, the Contractor shall protect all completed areas by approved methods against detrimental effects of freezing. Completed areas damaged by freezing, rainfall, or other weather conditions shall be corrected to meet specified requirements. Additional testing may be required at Contractor’s expense. 

  402.1.7 PLANT, EQUIPMENT, AND TOOLS 

  All plant, equipment, and tools used in the performance of the work shall be subject to approval before the work is started and shall be maintained in satisfactory working condition at all times. The equipment shall be adequate and shall have the capability of producing the required compaction, meeting grade controls, thickness control, and smoothness requirements as set forth herein. 

  402.1.8 DELIVERY TICKETS 

  Before the final statement is allowed, the Contractor shall file certified delivery tickets for all aggregates used, as specified in the submittals paragraph. 

  402.2 MATERIALS

  402.2.1 AGGREGATES 

  The ABC shall consist of clean, sound, durable particles of crushed stone, crushed slag, crushed gravel, crushed recycled concrete, angular sand, or other approved material. ABC shall be free of lumps of clay, organic matter, and other objectionable materials or coatings. The portion retained on the No. 4 sieve shall be known as coarse aggregate; that portion passing the No. 4 sieve shall be known as fine aggregate. 

  402.2.1.1 Coarse Aggregate: Coarse aggregates shall be angular particles of uniform density. When the coarse aggregate is supplied from more than one source, aggregate from each source shall meet the specified requirements and shall be stockpiled separately. 

  I.    Crushed Gravel: Crushed gravel shall be manufactured by crushing gravels, and shall meet all the requirements specified below. 
  II.   Crushed Stone: Crushed stone shall consist of freshly mined quarry rock, and shall meet all the requirements specified below. 
  III.  Crushed Recycled Concrete: Crushed recycled concrete shall consist of previously hardened Portland Cement concrete or other concrete containing pozzolanic binder material. The recycled material shall be free of all reinforcing steel, bituminous concrete surfacing, and any other foreign material and shall be crushed and processed to meet the required gradations for coarse aggregate. The recycled concrete aggregate shall have a percent of expansion not to exceed 0.08 percent, when tested in accordance with ASTM C 1260. Recycled concrete aggregate exceeding this value shall be rejected. Crushed recycled concrete shall meet all other applicable requirements specified below. 

  402.2.1.1.1 Aggregate Base Course: ABC coarse aggregate shall not show more than 50 percent loss when subjected to the Los Angeles abrasion test in accordance with ASTM C 131. The amount of flat and elongated particles shall not exceed 30 percent. A flat particle is one (1) having a ratio of width to thickness greater than three (3); an elongated particle is one having a ratio of length to width greater than three (3). In the portion retained on each sieve specified, the crushed aggregates shall contain at least 50 percent by weight of crushed pieces having two (2) or more freshly fractured faces with the area of each face being at least equal to 75 percent of the smallest mid sectional area of the piece. When two (2) fractures are contiguous, the angle between planes of the fractures must be at least 30 degrees in order to count as two (2) fractured faces. Crushed gravel shall be manufactured from gravel particles 50 percent of which, by weight, are retained on the maximum size sieve listed in Table 1. 

  402.2.1.2 Fine Aggregate: Fine aggregates shall be angular particles of uniform density. When the fine aggregate is supplied from more than one source, aggregate from each source shall meet the specified requirements. 

  402.2.1.2.1 Aggregate Base Course: ABC fine aggregate shall consist of screenings, angular sand, crushed recycled concrete fines, or other finely divided mineral matter processed or naturally combined with the coarse aggregate. 

  402.2.1.3 Gradation Requirements: The specified gradation requirements shall apply to the completed base course. The aggregates shall be continuously well graded within the limits specified in Table 1. Sieves shall conform to ASTM E 11.

  The values are based on aggregates of uniform specific gravity. If materials from different sources are used for the coarse and fine aggregates, they shall be tested in accordance with ASTM C 127 and ASTM C 128 to determine their specific gravities. If the specific gravities vary by more than 10 percent, the percentages passing the various sieves shall be corrected. 

  402.2.2 LIQUID LIMIT AND PLASTICITY INDEX 

  Liquid limit and plasticity index requirements shall apply to the completed course and shall also apply to any component that is blended to meet the required gradation. The portion of any component or of the completed course passing the No. 40 sieve shall be either non-plastic or have a liquid limit not greater than 25 and a plasticity index not greater than five (5). 

  402.2.3 BASE COURSE FOR PAVED ROAD, DRIVEWAYS AND PARKING LOTS

  Base course thickness shall be as shown on the project drawings. The base course furnished shall be crushed aggregate conforming to NMSHTD specifications with one of the following gradation requirements as called for:

  
  TABLE 1: BASE COURSE GRADATION

  Sieve Size	Percent Passing Type I	Percent Passing Type !!
  1 inch	100	100
  3/4 inch	80-100	85-100
  No. 4	30-60	40-70
  No. 10	20-45	30-55
  No. 200	3-10	4-12

  L.A. Abrasion to be 50 or less.

  Base course shall be placed at or near optimum moisture content to achieve densities of 95 percent or better (as called for) of Modified Proctor (AASHTO T-180-95, Method D). Base course shall be accurately graded so that subsequent asphalt layers will be of proper thickness.

  402.3 EXECUTION 

  402.3.1 GENERAL REQUIREMENTS
   
  Adequate drainage shall be provided during the entire period of construction to prevent water from collecting or standing on the working area. Line and grade stakes shall be provided as necessary for control. Grade stakes shall be in lines parallel to the centerline of the area under construction and suitably spaced for string lining. 

  402.3.2 OPERATION OF AGGREGATE SOURCES 

  Clearing, stripping, and excavating shall be the responsibility of the Contractor. The aggregate sources shall be operated to produce the quantity and quality of materials meeting these specifications requirements in the specified time limit. 

  402.3.3 STOCKPILING MATERIAL 

  Prior to stockpiling of material, storage sites shall be cleared and leveled by the Contractor. All materials, including approved material available from excavation and grading, shall be stockpiled in the manner and at the locations designated. Aggregates shall be stockpiled on the cleared and leveled areas to prevent segregation. Materials obtained from different sources shall be stockpiled separately. 

  402.3.4 PREPARATION OF UNDERLYING COURSE 

  Prior to constructing the base course(s), the underlying course or subgrade shall be cleaned of all foreign substances. At the time of construction of the base course(s), the underlying course shall contain no frozen material. The surface of the underlying course or subgrade shall meet specified compaction and surface tolerances. Ruts or soft yielding spots in the underlying courses, areas having inadequate compaction, and deviations of the surface from the requirements set forth herein shall be corrected by loosening and removing soft or unsatisfactory material and by adding approved material, reshaping to line and grade, and recompacting to specified density requirements. For cohesionless underlying courses containing sands or gravels, as defined in ASTM D 2487, the surface shall be stabilized prior to placement of the base course(s). Stabilization shall be accomplished by mixing ABC into the underlying course and compacting by approved methods. The stabilized material shall be considered as part of the underlying course and shall meet all requirements of the underlying course. The finished underlying course shall not be disturbed by traffic or other operations and shall be maintained by the Contractor in a satisfactory condition until the base course is placed. 

  402.3.5 INSTALLATION 

  402.3.5.1 Mixing the Materials: The coarse and fine aggregates shall be mixed in a stationary plant, or in a traveling plant or bucket loader on an approved paved working area. The Contractor shall make adjustments to mixing procedures or equipment as directed to obtain true grades, to minimize segregation or degradation, to obtain the required water content, and to insure a satisfactory base course meeting all requirements of this specification. Adjustments to the JMF shall be limited to ± five (5) percent on the No. 4 sieves; ± five (5) percent on the No. 30 sieve, and ± three (3) percent on the No. 200 sieve. 

  402.3.5.2 Placing: The mixed material shall be placed on the prepared subgrade or subbase in layers of uniform thickness with an approved spreader. A compacted layer of material shall be placed in a single layer when a thickness of six (6) inches is required. The layers shall be so placed that when compacted they will be true to the grades or levels required with the least possible surface disturbance. Where the base course is placed in more than one layer, the previously constructed layers shall be cleaned of loose and foreign matter by sweeping with power sweepers, power brooms, or hand brooms, as directed. Such adjustments in placing procedures or equipment shall be made as may be directed to obtain true grades, to minimize segregation and degradation, to adjust the water content, and to insure an acceptable base course. 

  402.3.5.3 Grade Control: The finished and completed base course shall conform to the lines, grades, and cross sections shown. Underlying material(s) shall be excavated and prepared at sufficient depth for the required base course thickness so that the finished base course and the subsequent surface course will meet the designated grades. 

  402.3.5.4 Edges of Base Course: The base course(s) shall be placed so that the completed section will be a maximum of 12 inches wider than the typical road section, back of curb to back of curb, on all sides. 

  402.3.5.5 Compaction: Base course shall be compacted as specified with approved compaction equipment. Water content shall be maintained during the compaction procedure to within ± two (2) percent of the optimum water content determined from laboratory tests as specified in Paragraph 402.1.5 of this Section. Rolling shall begin at the outside edge of the surface and proceed to the center, overlapping on successive trips at least one-half the width of the roller. Alternate trips of the roller shall be slightly different lengths. Speed of the roller shall be such that displacement of the aggregate does not occur. In all places not accessible to the rollers, the mixture shall be compacted with hand-operated power tampers. Compaction shall continue until each layer has a degree of compaction that is at least 96 percent of laboratory maximum density through the full depth of the layer. The Contractor shall make such adjustments in compacting or finishing procedures as may be directed to obtain true grades, to minimize segregation and degradation, to reduce or increase water content, and to ensure a satisfactory base course. Any materials that are found to be unsatisfactory shall be removed and replaced with satisfactory material or reworked, as directed, to meet the requirements of this specification. 

  402.3.5.6 Thickness: Compacted thickness of the base course shall be as indicated. The total compacted thickness of the base course(s) shall be within 1/2 inch of the thickness indicated. Where the measured thickness is more than 1/2 inch deficient, such areas shall be corrected by scarifying, adding new material of proper gradation, re-blading, and recompacting as directed. Where the measured thickness is more than 1/2 inch thicker than indicated, the course shall be considered as conforming to the specified thickness requirements. Average job thickness shall be the average of all thickness measurements taken for the job, but shall be within 1/4 inch of the thickness indicated. The total thickness of the base course shall be measured at intervals in such a manner as to ensure one measurement for each 500 square yards of base course. 

  402.3.5.7 Finishing: The surface of the top layer of base course shall be finished after final compaction by cutting any overbuild to grade and rolling with a steel-wheeled roller. Thin layers of material shall not be added to the top layer of base course to meet grade. If the elevation of the top layer of base course is 1/2 inch or more below grade, then the top layer should be scarified to a depth of at least three (3) inches and new material shall be blended in and compacted to bring to grade. Adjustments to rolling and finishing procedures shall be made as directed to minimize segregation and degradation, obtain grades, maintain moisture content, and insure an acceptable base course. Should the surface become rough, corrugated, uneven in texture, or traffic marked prior to completion, the unsatisfactory portion shall be scarified, reworked and recompacted or it shall be replaced as directed. 

  402.3.5.8 Smoothness: The surface of the top layer shall show no deviations in excess of 3/8 inch when tested with a 12-foot straightedge. Measurements shall be taken in successive positions parallel to the centerline of the area to be paved. Measurements shall also be taken perpendicular to the centerline at 50-foot intervals. Deviations exceeding this amount shall be corrected by removing material and replacing with new material, or by reworking existing material and compacting it to meet these specifications. 

  402.3.6 TRAFFIC 

  Completed portions of the base course may be opened to limited traffic, provided there is no marring or distorting of the surface by the traffic. Heavy equipment shall not be permitted except when necessary to construction, and then the area shall be protected against marring or damage to the completed work.

  402.3.7 MAINTENANCE 

  The base course shall be maintained in a satisfactory condition until the full pavement section is completed and accepted. Maintenance shall include immediate repairs to any defects and shall be repeated as often as necessary to keep the area intact. Any base course that is not paved over prior to the onset of winter, shall be retested to verify that it still complies with the requirements of this specification. Any area of base course that is damaged shall be reworked or replaced as necessary to comply with this specification. 

  402.3.8 DISPOSAL OF UNSATISFACTORY MATERIALS 

  Any unsuitable materials that must be removed shall be disposed of in accordance with all state and local requirements at no additional cost to the Owner. No additional compensation shall be made for materials that must be replaced.

  402.4 MEASUREMENT & PAYMENT

  Measurement and payment for the work covered by this section of the specifications shall be considered incidental to the items of work described in the Special Conditions. 

• OWNER'S RIGHT TO TERMINATE CONTRACT —

  In the event that any of the provisions of this contract are violated by the Contractor, or by any of his/her subcontractors, the Owner may serve written notice upon the Contractor and the surety of his/her intention to terminate the contract. Such notices are to contain the reasons for intention to terminate the contract and unless within ten (10) days after the serving of such notice upon the Contractor, such violation or delay shall cease and satisfactory arrangement of correction be made, the contract shall, upon the expiration of said ten (10) days, cease and terminate. In the event of any such termination, the Owner shall immediately serve notice thereof upon the Surety and the Contractor, and the Surety shall have the right to take over and perform the contract; provided, however, that if the Surety does not commence performance thereof within ten (10) days from the date of the mailing to such surety of notice of termination, the Owner may take over the work and prosecute the same to completion by contract or by force account for the  account and at the expense of the Contractor. The Contractor and his/her Surety shall be liable to the Owner for any excess cost incurred by the Owner thereby, and in such event the Owner may take possession of and utilize in completing the work such materials, appliances and plant as may be on the site of the work and necessary therefore.

• WEATHER EFFECTS —

  Typical intense rains and/or rapid snow melt will cause substantial runoff. Contractor shall take precaution as required to keep water (runoff) away from new concrete construction including subgrade and base course and utility trenches. Private and public property shall be protected from ponding and accompanying diversions that would cause damage.  

• TERMINATION FOR CONVENIENCE —

  Upon written notice to Contractor, Owner, may without cause and without prejudice to any other right or remedy, elect to terminate the agreement. In such case, the Contractor shall be paid for all work executed and any reasonable expense sustained.

• Bituminous Seal Tack and Fog Prime Coats Section 403 —

  403    BITUMINOUS SEAL, TACK AND FOG, PRIME COATS - INDEX

  403.1 GENERAL
  403.1.1 RELATED SECTIONS
  403.1.2 SUBMITTALS
  403.1.3 QUALITY ASSURANCE
  403.1.4 DELIVERY, STORAGE, AND HANDLING
      403.1.5 ENVIRONMENTAL REQUIREMENTS FOR BITUMINOUS SEAL AND 
                 FOG COATS
  403.1.6 ENVIRONMENTAL REQUIREMENTS FOR BITUMINOUR TACK 
         AND PRIME COATS

  403.2 MATERIALS
  403.2.1 EMULSIFIED MATERIAL FOR SEAL COAT
  403.2.2 AGGREGATE FOR SEAL COAT
  403.2.3 ANTISTRIPPING AGENT
  403.2.4 EMULSIFIED ASPHALT FOR FOG SEAL
  403.2.5 PRIME COAT
  403.2.6 TACK COAT
  402.2.7 WATER

  403.3 EXECUTION
  403.3.1 PREPARATION OF SURFACE
  403.3.2 SEAL COAT APPLICATION
  403.3.3 FIELD QUALITY CONTROL - SEAL COAT
  403.3.4 TRIAL APPLICATION - SEAL COAT
      403.3.5 FOG SEAL APPLICATION
  403.3.6 APPLICATION RATE – TACK AND PRIME COAT
  403.3.7 APPLICATION TEMPERATURE – TACK AND PRIME COATS
  403.3.8 APPLICATION – TACK AND PRIME COATS
  403.3.9 CURING PERIOD
  404.3.10 SAMPLING AND TESTING
  403.3.11 SITE PROTECTION

  403.4 MEASUREMENT & PAYMENT 

  403    BITUMINOUS SEAL, TACK AND FOG, PRIME COATS

  403.1 GENERAL

  403.1.1 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.    Section 101, Submittal Procedures
  II.    Section 201, General Earthwork
  III.   Section 203, Trenching, Excavation, and Backfilling
  IV.   Section 401, Hot Mix Bituminous Pavement

  403.1.2 SUBMITTALS
      
  The following shall be submitted in accordance with Section 101:

  403.1.2.1 Product Data:

  403.1.2.1.1 Delivery Tickets: Delivery tickets, during the progress of the work. Before the final statement is allowed, file certified delivery tickets for all materials used in the work covered by this section.

  403.1.2.1.2 Inspection Reports: Reports of climatic temperature during application of fog seal, emulsion temperature and rate.

  403.1.2.2 Fog Seal: Submit a sample in accordance with Section 101. 

  403.1.2.3 Test Reports: Copies of the test results, within 24 hours of the completion of the test. Certified copies of the aggregate test results, no less than 10 days before the material is required in the work. Certified copies of the bituminous materials test reports indicating compliance with applicable specified requirements, no less than 30 days before the material is required in the work. A copy of the calibration test results, before the bituminous distributor and aggregate spreader are used on the job.

  403.1.3 QUALITY ASSURANCE

  Perform sampling and testing using an approved commercial testing laboratory or facilities furnished by the Contractor. No work requiring testing will be permitted until the facilities have been inspected and approved. The first inspection will be at the expense of the Owner. Costs incurred for any subsequent inspection will be charged to the Contractor. Perform tests in sufficient numbers, and at the location and times directed, to ensure that the materials meet specified requirements.

  403.1.3.1 Samples: Take aggregate samples for laboratory tests in accordance with ASTM D 75. Take samples of bituminous material in accordance with AASHTO T 40 or ASTM D 140.

  403.1.3.2 Aggregates Source: Select sources from which aggregates are to be obtained and notify the Engineer within 15 days after the award of the contract. Perform tests for the evaluation of aggregates by using an approved commercial laboratory at no expense to the Owner. Tests for determining the suitability of aggregate shall include, but are not limited to: gradation in accordance with ASTM C 136, abrasion resistance in accordance with ASTM C 131, clay lumps and friable particles in accordance with ASTM C 142, unit weight and voids in accordance with ASTM C 29/C 29M, and flat and elongated particles in accordance with ASTM D 4791. The use of an antistripping agent is subject to approval by the Engineer.

  403.1.3.3 Bituminous Material Source: Select sources from which bituminous materials are to be obtained and notify the Engineer within 15 days after the award of the contract.

  403.1.3.4 Equipment Calibration: Furnish all equipment, materials and labor necessary to calibrate the bituminous distributor and the aggregate spreader. Perform all calibrations with the approved job materials and prior to applying the specified coatings to the prepared surface. Perform calibration of the bituminous distributor in accordance with ASTM D 2995.

  403.1.4 DELIVERY, STORAGE, AND HANDLING

  Deliver emulsified asphalt (fog seal) to the site in a homogenous and undamaged condition. Inspect the materials for contamination and damage. Unload and store the materials with a minimum of handling. Protect stored aggregate from contamination and segregation. Replace defective or damaged materials.

  403.1.5 ENVIRONMENTAL REQUIREMENTS FOR BITUMINOUS SEAL AND FOG COATS

  Apply the coating when the existing surface is dry, and when the weather is not foggy, rainy, or when the wind velocity will prevent the uniform application of the bitumen or aggregates. Apply the bituminous seal coat only when the atmospheric temperature is above 60 degrees Fahrenheit in the shade and when the pavement surface temperature is above 60 degrees Fahrenheit, unless otherwise directed. Apply fog seal when atmospheric temperature is above 50 degrees Fahrenheit and rising or when pavement temperature is above 60 degrees Fahrenheit, unless otherwise directed.

  
  403.1.6 ENVIRONMENTAL REQUIREMENTS FOR BITUMINOUS TACK AND PRIME COATS

  Apply bituminous coat only when the surface to receive the bituminous coat is dry. Apply bituminous coat only when the atmospheric temperature in the shade is 50 degrees Fahrenheit or above and when the temperature has not been below 35 degrees Fahrenheit for the 12 hours prior to application, unless otherwise directed.

  403.2 MATERIALS    

  403.2.1 EMULSIFIED MATERIAL FOR SEAL COAT

  Emulsified Asphalt HFE90, HFE-100P and CSS-1P shall meet the following tests:

  Test	HFE-90	HFE-100P	CSS-1P
  Viscosity, Saybolt Furol @ 133 F, seconds	50+	50+	20-100
  Sieve Test, Retained on 0.35 inch, Sieve %	0.1	0.1	0.10 max
  Settlement, 5 days %	5-	n/a	----
  Storage Stability Test, 1 day	1	1	1.0 max
  Demulsibility, 35ml 0.02 N, Cacl, %	30+	30+	n/a
  Residue from Distillation Test to 500 F	65+	65+	62+
  Oil Distillate by Volume of Emulsion, %	3	3.0-	0.05 max
  Penetration @ 77 F, 100g, 5 sec., 0.1mm	90-150	90-150	40-90
  Coating Test, 3 minutes	Coated Thoroughly	Coated Thoroughly	----
  Float Test at 140 F seconds	1200+	1200+	----
  Ductility (77F), 5 cm/min., 2 in./min, cm(in)	----	100 + (40)	----
  Softening Point	----	----	135

  403.2.2 AGGREGATE FOR SEAL COAT

  Provide aggregate consisting of crushed stone, crushed gravel, crushed slag, sand and screenings. The moisture content of the aggregate shall be such that the aggregate will readily bond with the bituminous material. Drying may be required, as directed. The aggregate shall conform to the gradation shown in Table I. The aggregate gradation shall be allowed the tolerances given in Table II.

   

  TABLE 1: AGGREGATE GRADATIONS

  (Percent by Weight Passing Square-Mesh Sieves)

  Sieve Size	Gradation No. 1	Gradation No. 2	Gradation No. 3
  3/4 Inch	100	---	---
  1/2 Inch	50-80	100	---
  3/8 Inch	20-55	---	---
  No. 4	0-12	0-12	0-10
  No. 10	0-2	0-2	0-2

   

  TABLE 2: AGGREGATE GRADATION TOLERANCES

  Material	Tolerances
  Aggregate passing the 3/8 inch sieve and larger sieves	± five (5) percent
  Aggregate passing the No. 4 and  smaller sieves	± three (3) percent

  403.2.2.1 Coarse Aggregate: Coarse aggregate shall consist of clean, sound, durable particles meeting the following requirements.

  403.2.2.1.1 Film Retention: The aggregate shall exhibit not less than 95 percent retention of bituminous film.

  403.2.2.1.2 Particle Shapes: The quantity of flat and elongated particles on any sieve shall not exceed 20 percent by weight when determined in accordance with ASTM D 4791. A flat particle is one having a ratio of width to thickness greater than three (3); an elongated particle is one having a ratio of length to width greater than three (3).

  403.2.2.1.3 Weight Loss: The percent weight loss shall not exceed 40 percent after 500 revolutions, as determined in accordance with ASTM C 131.

  403.2.2.1.4 Friable Particles: The amount of friable particles shall not exceed 0.1 percent of the total weight of    aggregate sample when tested in accordance with ASTM C 142.

  403.2.2.1.5 Crushed Slag: The dry weight of crushed slag shall not be less than 75 pcf, as determined in accordance with ASTM C 29/C 29M.

  403.2.2.1.6 Crushed Aggregate: Crushed aggregate retained on the No. 4 sieve and each coarser sieve shall contain at least 75 percent by weight of crushed pieces having one (1) or more fractured faces with the area of each face equal to at least 75 percent of the smaller mid sectional area of the aggregate particle. When two (2) fractures are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two (2) fractured faces.

  403.2.2.2 Fine Aggregate: Fine aggregate shall consist of clean, sound, durable particles of crushed stone, durable particles of crushed stone, slag, or gravel. The aggregate shall meet its requirements for stripping, abrasion resistance and percent friable particles as specified for coarse aggregate.

  403.2.3 ANTISTRIPPING AGENT

  The use of antistripping agent is subject to prior approval by the Engineer.

  403.2.4 EMULSIFIED ASPHALT FOR FOG SEAL

  Emulsified asphalt for Fog Seal shall conform to ASTM D 977, SS-1h for anionic and ASTM D 2397, CSS-1 for cationic materials.

  403.2.5 PRIME COAT

  Provide asphalt conforming to AASHTO M 82 and as specified in the following two subparagraphs.

  403.2.5.1 Cutback Asphalt: Provide cutback asphalt conforming to ASTM D 2027, Grade MC-70.

  403.2.5.2 Emulsified Asphalt: Provide emulsified asphalt conforming to ASTM D 977, Type SS1h.

  403.2.6 TACK COAT

  Provide asphalt conforming to AASHTO M 81 and as specified in the following two subparagraphs. 

  403.2.6.1 Cutback Asphalt: Provide cutback asphalt conforming to ASTM D 2027, Grade MC-70.

  403.2.6.2 Emulsified Asphalt: Provide emulsified asphalt conforming to ASTM D 977, SS1h or ASTM D 2397, Type CSS-1p. Dilute the emulsified asphalt with equal parts of water. The base asphalt used to manufacture the emulsion shall show a negative spot when tested in accordance with AASHTO T 102 using standard naphtha.

  402.2.7 WATER

  Provide fresh, clean, and potable water.

  403.3 EXECUTION

  403.3.1 PREPARATION OF SURFACE

  Repair damaged surface and fill cracks before starting work. Immediately before applying the bituminous coat, remove all loose material, dirt, clay, or other objectionable material from the surface to be treated with hand brooms, power brooms, or power blowers, if needed. Paint firmly bonded to the surface that has the chalk removed may remain. Material removed from the surface shall not be mixed with the cover aggregate. When necessary to achieve a clean surface for fog application, flushing with water will be permitted. The surface shall be dry and clean at the time of treatment. 

  403.3.2 SEAL COAT APPLICATION

  403.3.2.1 Rate: Spread the bituminous material in the quantities shown in TABLE III. The exact quantities within the range specified, which may be varied to suit field conditions, will be determined by the Contractor and approved by the Engineer prior to use.

  TABLE 3: APPLICATION OF MATERIAL

  Gradation No.	Bitumen, Gallons	Aggregate, Pounds
  1	0.5-0.6	30-35
  2	0.4-0.5	30-35
  3	0.3-0.4	30-35

  (Quantities Per Square Yard)
  
  

  403.3.2.2 Application of Bituminous Material: Following the preparation and inspection of the pavement surface, apply the seal coat material at the specified rates. Uniformly apply the bituminous material in a single pass of the distributor and with either a double or triple lap spray over the surface to be sealed. Spread building paper on the surface for a sufficient distance back from the ends of each application so that flow through the spray bar may be started and stopped on the paper and so that all sprays will be operating at the proper pressure on the surface to be sealed. Immediately after the application, remove the building paper. Properly treat with bituminous material spots missed by the distributor. No smoking, fires, or flames, other than the heaters that are a part of the equipment, will be permitted within 25 feet of heating, distributing, and transferring operations of bituminous material other than bituminous emulsions.

  403.3.2.3 Aggregate Application Rate: Spread the aggregate in the quantities shown in TABLE III. The exact quantities within the range specified, which may be varied to suit field conditions, will be determined by the Contractor, and approved by the Engineer prior to use. The aggregate weights shown in this table are those of aggregate having a specific gravity of 2.65. If the specific gravity of the aggregate to be used is less than 2.55 or greater than 2.75, make adjustments in the number of pounds of aggregate required per square yard to insure a constant volume of aggregate per square yard of treatment.

  403.3.2.4 Application of Aggregate: Spread the specified quantity of cover aggregate uniformly over the bituminous material. Before the bituminous material is applied, sufficient aggregate to cover the distributor load of bituminous material shall be on trucks at the site of the work. No bituminous material shall be down more than three (3) minutes before it is covered with aggregate. Spreading shall be done uniformly with aggregate-spreading equipment. Trucks spreading aggregate shall be operated backwards, covering the bituminous material ahead of the truck wheels. Areas having insufficient cover shall be lightly recovered with additional aggregate by hand during the operations whenever necessary.

  403.3.2.5 Rolling and Brooming: Begin rolling operations immediately following the application of over aggregate. Perform rolling using pneumatic-tired rollers. Operate the rollers at a speed that will not displace the aggregate. Continue rolling until the aggregate is uniformly distributed and keyed into the bituminous material. All surplus aggregate shall be swept off the surface and removed no less than 24 hours nor more than four (4) days after rolling is completed.

  403.3.3 TRIAL APPLICATION - SEAL COAT

  Prior to applying the seal coat, place a test section at least 100 feet long by 20 feet wide using the approved job materials and roll them in accordance with the specified requirements. Perform tests to determine the application rates of the bitumen and aggregate. If the tests indicate that the seal coat test section does not conform to the specification requirements, make necessary adjustments to the application equipment and to the spreading and rolling procedures, and construct additional test sections for conformance to the specifications. Where test sections do not conform to specification requirements, remove seal coat at no expense to the Owner; no separate payment will be made for seal coat materials and labor, either in placement or removal of any test section. Perform quality control sampling and testing during construction as required in Paragraph 403.3.3 Field Quality Control – Seal Coat above.

  403.3.4 FOG SEAL APPLICATION

  403.3.4.1 Sample Application: Determine the required application rate from a sample installation. Select an area of the prepared pavement at least 300 feet long and as wide as the distributor spray bar. Dilute emulsified asphalt with an equal part of water or as recommended by the manufacturer. Apply the water diluted asphalt emulsion in at least three (3) test sections; each a minimum of 100 feet long. The trial applications shall be made at the rates of 0.36 gallons/square yard (gal/sq.yd). The trial application rates may be modified if approved by the Engineer. Additional trial applications may be made if warranted by pavement surface conditions. Use the rate which has been satisfactorily applied without leaving an excess of asphalt residue on the surface and has been approved, for the fog seal.

  403.3.4.2 Application Inspection: Inspect application of fog seal for uniformity.

  403.3.4.3 Application: Following preparation of the surface, apply the water diluted asphalt emulsion at the rate determined from the trial application. Maintain application temperature of emulsified asphalt between 75 and 160 degrees Fahrenheit. To obtain uniform application of the fog seal at the junction of previous and subsequent applications, spread building paper on the surface of the applied material for a sufficient distance back from the ends of each application so that flow from the spray bar may be started and stopped on the paper, and so that all sprayers will operate at full force. Immediately after application, remove and properly dispose of the building paper. Treat spots unavoidably missed with the hand spray equipment. Base bids on application of diluted emulsion at 0.14 gallon per square yard. 

  403.3.5 APPLICATION RATE – TACK AND PRIME COAT

  The exact quantities within the range specified, which may be varied to suit field conditions, will be determined by the Engineer.

  403.3.5.1 Tack Coat: Apply bituminous material for the tack coat in quantities of no less than 0.05 gallon per square yard nor more than 0.15 gallon per square yard of pavement surface.

  403.3.5.2 Prime Coat: Apply bituminous material for the prime coat in quantities of no less than 0.15 gallon per square yard nor more than 0.40 gallon per square yard of pavement surface.

  403.3.6 APPLICATION TEMPERATURE – TACK AND PRIME COATS

  403.3.6.1 Viscosity Relationship: Asphalt application temperature shall provide an application viscosity between 15 to 150 seconds, Saybolt Furol. Furnish the temperature viscosity relation to the Engineer.

  403.3.7 APPLICATION – TACK AND PRIME COATS

  403.3.7.1 General: Following preparation and subsequent inspection of the surface, apply the bituminous prime or tack coat with the Bituminous Distributor at the specified rate with uniform distribution over the surface to be treated. Properly treat all areas and spots missed by the distributor with the hand spray. Until the succeeding layer of pavement is placed, maintain the surface by protecting the surface against damage and by repairing deficient areas. If required, spread clean dry sand to effectively blot up any excess bituminous material. No smoking, fires, or flames other than those from the heaters that are a part of the equipment are permitted within 25 feet of heating, distributing, and transferring operations of bituminous material other than bituminous emulsions. Prevent all traffic, except for paving equipment used in constructing the surfacing, from using the underlying material, whether primed or not, until the surfacing is completed. The bituminous coat shall conform to all requirements as described herein.

  403.3.7.2 Prime Coat: Apply a prime coat at locations as required in project documents or as directed. Apply the bituminous material uniformly over the surface to be treated at a pressure range of 25 to 75 psi and at the rate of not less than 0.25 gallon per square yard not more than 0.35 gallon per square yard. To obtain uniform application of the prime coat on the surface treated at the junction of previous and subsequent applications, spread building paper on the surface for a sufficient distance back from the ends of each application to start and stop the prime coat on the paper and to ensure that all sprayers will operate at full force on the surface to be treated. Immediately after application remove and destroy the building paper.

  403.3.7.3 Tack Coat: Apply tack coat at the locations shown on the drawings. Apply the tack coat when the surface to be treated is dry. Immediately following the preparation of the surface for treatment, apply the bituminous material by means of the bituminous distributor, within the limits of temperature specified by the manufacturer or herein and at a rate of not less than 0.05 gallon nor more than 0.15 gallon of diluted emulsion per square yard. Apply the bituminous material so that uniform distribution is obtained over the entire surface to be treated. Treat lightly coated areas and spots missed by the distributor with the bituminous material. Following the application of bituminous material, allow the surface to cure without being disturbed for a period of time necessary to permit setting of the tack coat. Apply the bituminous tack coat only as far in advance of the placing of the overlying layer as required for that day's operation. Maintain and protect the treated surface from damage until the succeeding course of pavement is placed.

  403.3.8 CURING PERIOD

  Following application of the bituminous material and prior to application of the succeeding layer of pavement, allow the bituminous coat to cure and to obtain evaporation of any volatiles or moisture. Maintain the coated surface until the succeeding layer of pavement is placed, by protecting the surface against damage and by repairing and recoating deficient areas. Allow the prime coat to cure without being disturbed for a period of at least 48 hours or longer, as may be necessary to attain penetration into the treated course. Furnish and spread enough sand to effectively blot up and cure excess bituminous material.

  404.3.9 SAMPLING AND TESTING

  Perform sampling and testing by an approved commercial testing laboratory or by facilities furnished by the Contractor.

  403.3.9.1 Sampling: The samples of bituminous material, unless otherwise specified, shall be in accordance with ASTM D 140 or AASHTO T 40. Sources from which bituminous materials are to be obtained shall be selected and a notification furnished to the Engineer within 15 days after the award of the contract.

  403.3.9.2 Calibration Test: Furnish all equipment, materials, and labor necessary to calibrate the bituminous distributor. Calibration shall be made with the approved job material and prior to applying the bituminous coat material to the prepared surface. Calibrate the bituminous distributor in accordance with ASTM D 2995.

  403.3.9.3 Trial Applications: Before providing the complete bituminous coat, apply three lengths of at least 100 feet for the full width of the distributor bar to evaluate the amount of bituminous material that can be satisfactorily applied.

  403.3.9.3.1 Tack Coat Trial Application Rate: Unless otherwise authorized, apply the trial application rate of bituminous tack coat materials in the amount of 0.05 gallons per square yard. Other trial applications shall be made using various amounts of material as may be deemed necessary.

  403.3.9.3.2 Prime Coat Trial Application Rate: Unless otherwise authorized, apply the trial application rate of bituminous materials in the amount of 0.25 gallon per square yard. Other trial applications shall be made using various amounts of material as may be deemed necessary.

  403.3.10 SITE PROTECTION

  During applications, protect adjacent buildings, structures, vehicles, manhole covers, inlet grates, and trees to prevent being spattered or marred.

  403.4 MEASUREMENT & PAYMENT 

  Measurement and payment for items of work covered by this section of the specifications shall be in accordance with provision of the Special Conditions.

• WEEKEND PERSONNEL —

  The Contractor shall provide personnel for handling emergencies and maintaining traffic control during weekends and holidays when the normal crews are not available. Personnel shall be readily accessible by phone on a 24-hour basis and shall be living in the City while on duty.  

• SEQUENCE OF WORK —

  Contractor shall prepare the project schedule, provide all submittals, New Mexico Department of Transportation (NMDOT) approved traffic control plans, work permit, contact all other utility companies such as (811) and coordinate with both the City of Gallup, Residents and businesses. Potholing of existing utilities at tie-ins and crossings to verify locations and depths shall be completed at the beginning of project to facilitate product parts lead times. Water and sewer service for all residents and businesses shall be maintained at all times. 

• STREET CLOSURES —

  Access to business and residents shall be maintained at all times. Public Service Announcements (PSA's) shall be provided and coordinated the City and Engineer.

• TRENCH SAFETY —

  The Contractor shall be solely responsible for safety on the project however; the Owner will expect that all project operations proceed in a planned, safety conscious manner. The Contractor will be expected to use shoring, sloped ditch banks, moveable boxes of various combinations of these and other techniques per State and local requirements to achieve a safe project. Bidders should be thoroughly familiar with requirements of CFR 29 prior to bidding.  

• Gravel Roads and Driveways Section 404 —

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• TESTING —

  All materials, supplies, equipment and soil to be incorporated into the work under this contract, shall be tested as specified in the technical specifications. Test results shall be furnished to the Engineer as soon as possible after completion of tests.

• ROYALTIES AND PATENTS —

  It is agreed that all royalties for patents or patent infringement claims, whether such patents are for processes or devices, that might be involved in the construction or use of the work, shall be included in the contract amount and the Contractor shall satisfy all demands that may be made at any time for such, be liable for any damages or claims for patent infringements; and, at their own expense, defend any and all suits or proceedings that may be instituted any time against the Purchaser for infringement or alleged infringement of any patent or patents involved in the work and in case of an award of damages, the said Contractor

• PERMITS —

  The Bidder should inform himself as to permits required, such as New Mexico Department of Transportation (NMDOT) Utility Work Permit, McKinley County Road Permit and/or City of Gallup Municipal Right-of-Way/Public Easement Work Permit. Contractor is responsible for obtaining all permits. 

  https://www.dot.nm.gov/business-support/permits/

  https://www.co.mckinley.nm.us/164/Roads

  https://www.gallupnm.gov/DocumentCenter/View/4503/R-O-W--Permit-Application--rev-June-2021

• SUBMITTALS, SHOP AND ERECTION DRAWINGS —

  The Contractor shall submit to the Engineer for his/her approval, five (5) copies of all Manufacturer’s data and literature and shop and erection drawings for all material required for the work. Submittal data shall include the storm water pollution plan, construction schedule and traffic control plans. A submittal registry shall be provided to identify date of material submittal. Submittals shall be provided in a timely manner. Two (2) copies of submittal literature will be returned to the Contractor with the Engineer’s approval or disapproval noted thereon.

• Pavement Markings Section 405 —

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• PLANS AND SPECIFICATIONS —

  The plans and specifications for the work to be carried out under this contract are intended to include all components of the total job and to show all information and detail for completion of a workable facility, notwithstanding that each and every item of work may or may not be shown or detailed. It shall be the responsibility of the Contractor to complete the improvement and turn over to the Owner a good and workable facility.

• ADENDA/AMENDMENTS —

  If any questions, responses to questions, and for any revisions to the solicitation as originally published, a formal written amendment will be issued and will be available via OpenGov portal. If the solicitation includes a contact person for technical information, offerors are cautioned that any oral or written representations made by this or any person that appear to change materially any portion of the solicitation shall not be relied upon unless subsequently ratified by a written amendment to this solicitation issued by the City of Gallup Purchasing Department.  For a determination as to whether any representation made requires that an amendment be issued, contact the Purchasing Department.

• Waterlines and Appurtenances Section 501 —

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• PAYMENT FOR MATERIALS STORED —

  The Owner shall allow the Contractor to purchase certain items of materials and/or equipment in advance of the time required for the supply and/or installation of the said materials by the Contractor under his contract on the project indicated, and to submit requisitions to the Owner in payment therefor. In consideration of the provisions of the Contract and/or this agreement, it is mutually agreed and certified by the Contractor as follows: Cost of the material is in excess of $25,000.00 and that the amount requesting to be paid does not exceed 60% of the bid price for which that item is to be used. The Contractor and/or his supplier have agreed to and certify to the bill of sale for the listed materials and equipment and has provided the Engineer with the paid bill of sale or invoice for the materials and a fully executed Release of Liens for the material. The property so transferred has been designated by a tag or other appropriate written notice affixed thereto, stating: “Property of the City of Gallup.” Materials shall be stored in a fenced area with limited access to the City and the Contractor. In addition, the Contractor shall post a sign at the location clearly identifying, in large print, that the materials are “Property of the City of Gallup”. The said property must be properly stored in a warehouse or other appropriate place as approved by the Engineer. Material shall be stored off the ground on wooden pallets and covered to protect the material from weather. All property listed shall become the sole property of the City, but nothing in these provisions shall be construed as relieving the Contractor from sole responsibility for the care, custody and protection of the said property, or as a waiver of the right of the City to require fulfillment of all terms and conditions of the aforesaid contract between the parties. No payment, however, final or otherwise shall operate to relieve the Contractor or his sureties from any obligations under the aforesaid contract or the performance and payment bond issued to the City. The Contractor certifies that the material and/or equipment is fully insured for the total value thereof, against the perils of fire, theft, extended coverage, vandalism and malicious mischief. The City reserves the right to inspect the materials wherever stored, at its convenience, during normal working hours. The cost and expense, if any, involved in the storage and/or delivery to the construction site will be borne by the Contractor. The Contractor certifies that he has submitted and received approved shop drawings on the stored materials and/or equipment where and if required by the Contract Documents. The Contractor shall provide a materials breakdown describing the item to be stored, the Lot/item the materials is to be used, the quantity of the item(s) and the total value of the item(s). Payment for materials does not constitute approval or acceptance of the materials or work. If materials paid for are damaged, stolen, or proven to be unacceptable, the City has the right to recover the costs from the Contractor. The Department will not make payment for plant materials until they are planted or installed. 

• Concrete Vaults and Manways Section 502 —

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• SECURITY —

  The City does not assume any responsibility, at any time, for the protection of or loss of materials from the time that contract operations have commenced until the final acceptance of the work by the project manager.

• TAXES —

  The Contractor alone, shall be liable for the cost of taxes and shall protect the City against liability by reason of Municipal, State or Federal Laws or Regulations.  Contracts solicited by competitive sealed bids shall require that the bid amount exclude the applicable state gross receipts taxes or applicable local option tax, but that the City shall be required to pay the applicable tax including any increase in the applicable tax becoming effective after the date the contract is entered into. The applicable gross receipt tax or applicable local option tax shall be shown as a separate amount on each billing or request for payment made under the contract.

  
  
  

• PAYMENT FOR MATERIALS STORED —

  Payment for materials stored will not be made on this project.

• DESCRIPTION OF BID ITEMS AND BASIS OF PAYMENT —

  LOT 1 – Ciniza Drive (Toltec Drive to drainage bridge) 

  Item 1:  This item of work is for demolition of existing wear surface, concrete curb and gutter, concrete drive pads, concrete sidewalk and obstructions as indicated within the contract drawings. Landscape gravel, railroad ties, and concrete edgers removed and replaced behind new sidewalk shall be considered incidental to this project. Existing valves and meter cans within the new concrete installation shall be adjusted to the new elevations and be considered incidental to the installation. The contractor shall make immediate repairs to any service utilities damaged due to carelessness during removal. Partial payments shall be made in proportion to the amount of work completed. Payment shall be made per the Contract Lump Sum Price Bid.

  Item 2:  This item of work is for general earthwork. Item shall include soil and rock excavation, as required, subgrade preparation, including scarification and re-compaction, to a depth of 8” minimum as required beneath base course layers. It also includes cut and fill earthwork as required to achieve grades as shown on the contract drawings. Removal of unstable or overly saturated material is not included in this item. Earthwork schedule shall be provided in the notes of the contract drawings. Partial payments shall be made in proportion to the amount of work completed. Payment shall be made per the Contract Lump Sum Price Bid.

  Item 3: This item of work is for installation of base course under all surface treatment including concrete curb and gutter, sidewalk, drivepads, and new asphalt wear surface. Base course shall also be imported and used in areas to transition grades for drivepad entrances behind new concrete. Base course shall be placed at the grades and thicknesses as indicated on the contract drawings.  This item shall include all required compaction efforts that achieve proper compaction as indicated on the contract drawings. All weight tickets from truck loads shall also be provided to the engineer. Payment shall be for the actual base course installed as neatline measured complete and in place at the Contract Unit Price Bid per Ton.

  Item 4: This item of work is for placement of new asphalt patch wear surface.  Placement shall be made in two equal lifts.  Work shall include all prime coating of the base course and tack coating of all vertical surfaces.  All concrete, collars, and curb and gutters shall be placed prior to asphalting.  Asphalt mix shall be Marshall Mix Type B. Contractor may request alternative mix based on availability. Contractor shall anticipate using fog seal coats for larger aggregate mixes. All weight tickets from truck loads shall be provided to the engineer. Quantity measurements to be based on field dimensions of material at 92%-96% of maximum theoretical. Payment shall be for the actual asphalt installed as neatline measured complete and in place at the Contract Unit Price Bid per Ton.

  Item 5:  This item of work is for placement of 4000 psi concrete related items. Items shall include curb and gutter, header curbs, sidewalk, ramps, and drive pads.  Work shall include all form work, expansion joint material and caulking at all expansion joints.  Cutting of expansion joint to accommodate caulking is prohibited. Reinforcing steel shall not be included in this pay item. Work shall also include ADA detectable warning surfaces. All batch tickets from truck loads shall be provided to the engineer. Payment shall be for the actual concrete installed as neatline measured complete and in place at the Contract Unit Price Bid per Cubic Yard.

  Item 6:  This item of work is for placement of reinforcing steel in commercial grade drive pads as indicated.  Work shall include chairs to hold reinforcing steel at proper depths and tying of reinforcing steel. Mill certificates for rebar shall be provided to the engineer upon delivery. Payment shall be for the actual reinforcing steel installed complete and in place at the Contract Unit Price Bid per Pound.

  Item 7: This item of work is for the removal and relocate installation of existing four (4)-foot tall chain link residential fence. Contractor shall anticipate using new line and corner posts. Top rails, fabric, and all accessories shall be salvaged for relocation installation. All posts shall be SS 40 pipe that meets standards shown in the contract drawings. Work shall include auger holes for posts, installing line posts, pull posts, corner posts, end posts, pull posts, caps on all posts, bottom rails, top rails, and all associated hardware. It shall include 3000 psi concrete as shown in the contract drawings. Payment shall be for the actual fence relocated complete and in place at the Contract Unit Price Bid per Linear Foot.

  Item 8: This item of work is for the removal and relocation of existing wrought iron fence along the project. Work shall include cutting existing wrought iron fence, removal of existing posts, reinstallation of existing posts, rewelding posts and fence together. Contractor shall paint repairs after installation to match existing. Painting shall be included in this pay item. It shall include 3000 psi concrete as shown in the contract drawings. Payment shall be for the actual fence relocated complete and in place at the Contract Unit Pric Bid per Linear Foot.

  Item 9: This item of work shall consist of furnishing all materials, plant, equipment, and labor for over excavation of unstable or overly saturated soils. This shall include removal of these materials up to depths of 2 feet and replaced with base course compacted to 95% modified proctor. This item is for unforeseen conditions encountered during construction with measurement to be taken at the time of sub-excavation is accomplished. Payment shall be made per Cubic Yard.

  Item 10: This item of work is for the replacement and relocation of mailboxes. Work shall include installing new mailboxes per Federal regulations, being behind the curb head and installed at a height of 43 inches plus or minus 2 inches. Installation shall include a new 2-inch steel post, mailbox, letters and mounting as detailed in the project drawings. Payment shall be made at the Unit Price per Each.

  Item 11: This item of work is for the installation of new steel bases and posts for aluminum panels signs. Work shall adhere to section 701: TRAFFIC CONTROL DEVICES of the NMDOT SSHBC. Breakaway posts shall be included in this item. It also includes work and materials as described in the payment section. Payment will be made for the actual number of pots installed complete and in place at the Contract Unit Price Bid per Linear Foot.

  Item 12: This item of work is for the installation of new panel signs. Work shall adhere to section 701: TRAFFIC CONTROL DEVICES of the NMDOT SSHBC. It also includes work and materials as described in the payment section. Payment will be made for the actual signs installed complete and in place at the Contract Unit Price Bid per Square Foot.

  Item 13: This item of work is for the installation of a new concrete box culvert in the drainage channel. Work shall include all concrete, formwork, rebar, tie into existing concrete and handrail for this item as shown in the project drawings. Demolition and removal of existing concrete, subgrade preparations, and excavation shall not be part of this item. Partial payments to the concrete box culvert shall be made in proportion to the amount of work completed and shall be made per the Contract Lump Sum Price Bid.

  Item 14: This item of work is for implementing and maintaining temporary traffic control (plans, signs, barrels, etc.). It includes the development of a temporary traffic control plan. Traffic control plans must be submitted and approved by the engineer prior to the start of construction. Required moving or rearranging of devices for various construction phases shall be considered incidental to this item, including residential traffic from houses to out of the work site. All devices shall conform to NMDOT/MUTCD standards as well as Section 104 of the contract technical specification. Partial payment for this item will be made in proportion to the amount of work completed. Payment shall be made per the Contract Lump Sum Price Bid.

  Item 15: This item of work consists of conducting, managing and reporting of material testing for PMBP, soils, basecourse, gravel, and concrete by an independent testing lab employed by the Contractor. The cost for excessive testing indicating non-compliance shall be borne by the Contractor. Lab distances from the project and required travel times will be a major consideration. Travel time, per diem and mileage will not be reimbursable. Payment for this item shall be made on an approved invoice provided from the independent lab.

  LOT 2 –Water Improvements

  Item 1: This item of work is for the installation of gate valve cluster at the drainage channel. The contractor shall excavate and locate the existing waterline, confirm material, saw cut existing and remove existing material. Work shall include installation of all pipe, fittings and appurtenances as shown in the contract drawings. Trenching, bedding and backfill around installation shall be included in this line item. Asbestos Cement pipe removal and abatement shall be incidental to this line item. Demolition of existing surfaces and replacement of concrete and asphalt pavement are not included in this line item and shall be treated as part of Lot 1 if Additive Alternate 1 is not awarded. Partial payments to the gate valve cluster installation shall be made in proportion to the amount of work completed. Payment shall be made at the Contract Lump Sum Price Bid.

  Item 2: This item of work is for the removal and replacement of existing fire hydrant assemblies. Work shall include the excavation, relocation, installation of new fire hydrant, 6” DIP extensions (up to 10’ in length), mechanical joint restraints fittings and solid sleeves, replacement of drainage gravel and backfill. Work shall also include the installation of a new 6” epoxy coated gate valve. Coordination with the city of Gallup water department and shut off water in this location shall be incidental to this pay item. Payment shall be for the actual existing fire hydrant replaced and relocated complete and in place at the Contract Unit Price Bid per Each.

  ADDITIVE ALTERNATE 1 – Drain Pan Improvements

  Item 1: This item of work is for the demolition and removal of the existing drainage pan between the two drainage channels of Ciniza. This work shall include saw cutting, removal of material within the demolition plan view shown in the contract drawings. Partial Payments to demolition shall be made in proportion to the amount of work completed. Payment shall be made per the Contract Lump Sum Price Bid.

  Item 2:  This item of work is for general earthwork. Item shall include soil and rock excavation, and removal of unstable material as required, subgrade preparation, including scarification and re-compaction, to a depth of 8” minimum as required beneath base course layers. Partial payments to earthwork shall be made in proportion to the amount of work completed. Payment shall be made per the Contract Lump Sum Price Bid.

  Item 3: This item of work is for installation of base course under the drainage pan. Base course shall be placed at the grades as indicated on the contract drawings.  This item shall include all required compaction efforts that achieve proper compaction as indicated on the contract drawings. All weight tickets from truck loads shall also be provided to the engineer. Payment shall be for the actual base course installed as neatline measured complete and in place at the Contract Unit Price Bid per Ton.

  Item 4: This item of work is for placement of 4000 psi concrete drainage pan. Work shall include all form work, joints, expansion joint material and caulking at all expansion joints.  Cutting of expansion joint to accommodate caulking is prohibited. Reinforcing steel shall be included in this pay item. All batch tickets from truck loads shall be provided to the engineer. Payment shall be for the actual concrete installed as neatline measured complete and in place at the Contract Unit Price Bid per Cubic Yard.

• CLEANING —

  The contractor shall keep the premises clean of all rubbish and debris generated by the work involved. All surplus material, rubbish, debris shall be disposed of by the contractor at the contractor’s expense. The City will not be responsible for theft or damage to the contractor’s property. It shall be the contractor’s responsibility to at all times maintain a safe working environment. All possible safety hazards to workers or the public shall be corrected immediately, and the premises left in a safe condition at the end of each work day. 

• Station Valves Piping Appurtenances and Associated Painting Section 503 —

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• COLLUSION —

  Collusion among bidders or an interest in more than one bid under a different name or firm shall be cause for rejection of bid(s).

   

• Tanks: Welded Steel Section 504 —

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• COMMENCEMENT AND COMPLETION —

  The Contractor shall commence work on the date specified in the City's written Notice to Proceed and shall complete the work in its entirety within the time specified in the Contract Documents. 

• TIME REQUIRED FOR CONSIDERATION OF BID —

  Contractor agrees that the prices bid proposal prices shall remain in effect for forty-five (45) days from the date of the bid opening and subject to acceptance by the Owner within that period.  Time for acceptance may be extended with the mutual concurrence of the Contractor.

• Tanks: Welded Steel Rehab Section 504R —

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• UNIT PRICE DISCREPANCIES —

  Typographical errors, errors in extending unit prices, arithmetic errors or errors clearly evident on the face of the bid document may be corrected in accordance with the procurement ordinance and procurement regulations. Discrepancies involving the incorrect extension of unit prices shall be resolved in favor of unit prices. 

• Tanks: Glass Tank Section 504G —

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• REQUIRED PROVISIONS DEEMED INCLUDED —

  Each and every provision of law and clause required by law to be included in this contract shall be deemed to be included herein and the contract shall be read and enforced as though it were included herein. If through mistake or otherwise any such provision is not included or is not correctly included then upon the application of either party, the contract shall forthwith be physically amended to make such inclusion or correction. The City of Gallup does not discriminate on the basis of race, color, national origin, sex, religion, age or disability in the employment or the provision of services. Contractors shall be in compliance with all Federal, State and Local Laws and Ordinances regarding employment practices and the A.D.A. requirements. 

• Pumps: Vertical Turbine Section 505VT —

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• AWARD —

  The award, if made shall be made to the lowest responsible bidder based on base bid (excluding taxes), submitting a responsive bid that is most advantageous to the public. Except that if sufficient funds are available to fund alternative bids, the Owner may award the contract to the responsible bidder submitting the low combined bid within the funds available (base bid plus or minus alternates). Bidder must submit bids for all items – Base bid plus all alternates or their bid will be found non responsive. 

  The City reserves the right to reject any or all bids.  Bids may be rejected for the following, among other reasons:

  Bids containing any irregularities.
  Unbalanced value of any items.
  Reason for believing collusion exists among the bidders.
  The bidder being interested in any litigation against the Owner.
  The bidder being in arrears on or having defaulted on a previous contract; or within the past three years been formally debarred in the State of New Mexico or any other jurisdiction; or whose license has been suspended or revoked by the appropriate licensing authority.
  Lack of responsibility as may be revealed by a financial statement, experience and equipment, questionnaires, etc.
  Uncompleted work which in the judgment of the city will prevent or hinder the prompt completion of additional work if awarded.

  The City reserves the right to reject any or all bids in whole or in part, to cancel the bid, to waive technicalities and to accept the proposal it deems to be in the best interest of the City.

• Pumps: Horizontal Split Case Section 505HS —

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• PROCUREMENT CODE AND RESIDENT CONTRACTOR PREFERENCE —

  State of New Mexico statutes shall apply. New Mexico grants a preference to those contractors who have been certified by the State of New Mexico Department of Taxation and Revenue as a Resident Contractor or a Resident Veteran Contractor at the time bids are opened, pursuant to 13-1-22 & 13-4-2 (NMSA 1978). The New Mexico Resident contractor’s preference or Resident Veteran contractor shall be the only preference that applies. Contractor must submit a copy of their New Mexico Resident Contractor’s Certificate or New Mexico Resident Veteran Contractors Certificate with their bid in order to be considered for the preference as per 13-1-22 (a) NMSA 1978.

  The applicable State of New Mexico Resident contractor’s or Resident Veteran contractor’s preference will be factored into bid prices where applicable. However, the preferences are not cumulative, and bidders will only be entitled to receive one preference. 

• Pumps: Deep Well Section 505DW —

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• Hydropneumatic Surge Control Systems Section 506 —

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• NOTICE TO BIDDERS —

  This is a notice to all New Mexico resident businesses, New Mexico resident veteran businesses and New Mexico contractors.

  All resident businesses, resident veteran businesses and contractors must apply for a current certification issued by the Tax and Revenue Department.
  Certificates issued prior to July 1, 2016 are deemed EXPIRED for purposes of claiming a preference, and therefore all businesses must reapply for certification.
  Applications for in-state preference will NOT be processed through the State Purchasing Division. All resident businesses, resident veteran businesses and contractors must obtain a preference number & certificate with the New Mexico Department of Taxation & Revenue.
  Your preference will only apply if a copy of a Certificate issued on or after July 1, 2016 accompanies your bid or proposal.
  Certificates must be provided with each and every bid and proposal submission individually, even if the Certificate was previously provided to State Purchasing Division with a prior procurement. Certificates missing from procurement submissions will not benefit from the preference.
  For additional information and application forms: Call Tax & Revenue Department at: 505-827-0926, 505-827-0949, 505- 827-0948 or Web link to: https://www.tax.newmexico.gov/businesses/in-state-veteranpreference-certification/

• Hydropneumatic Surge Bladder Systems Section 506B —

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• PROTESTS —

  Any bidder or offeror who is aggrieved in connection with a solicitation or award of contract may protest to the City Purchasing Department. The protest must be submitted in writing within seven (7) days after knowledge of the facts or occurrences giving rise there to. Any protest based on this solicitation will be conclusively deemed waived if the offeror does NOT specifically raise and address the protest its bid proposal submitted to the City.  All offerors will be conclusively deemed to have knowledge of the facts or occurrences giving rise to a protest respecting an award at the time a contract is awarded by the City to an offeror or offerors.

• Jacking and Boring Section 507 —

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• PROCUREMENT CODE VIOLATIONS —

  The procurement code imposes civil and criminal penalties for its violation. In addition, the New Mexico Criminal Statutes impose felony penalties for illegal bribes, gratuities, and kick-backs.

• GOVERNING LAW —

  The bid, terms and conditions, and the Contract Documents shall be governed by the laws of the State of New Mexico, and in accordance with 57-28A-1 NMSA 1978. 

• Pipe Bonding & Corrosion Monitoring System Section 508 —

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• Sanitary Sewer & Drain Lines Section 601 —

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• CODE COMPLIANCE —

  Complete installation must meet Federal, State, and Local Laws, Codes and Regulations.

• Precast Manholes and Wetwells for Sanitary Sewer Section 602 —

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• Force Mains and Pressurized Drains Section 603 —

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• Sewage Pumps Section 604 —

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• Corrugated Metal Pipe Section 605 —

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• Slab Trench Drains Section 606 —

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• Station Building Section 701 —

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• Fencing Section 702 —

  702     FENCING - INDEX

  702.1 GENERAL
  702.1.1 DESCRIPTION 
  702.1.2 RELATED SECTIONS
  702.1.3 APPLICABLE REFERENCES
  702.1.4 SUBMITTALS

  702.2 MATERIALS
  702.2.1 FENCE FABRIC
  702.2.2 GATES
  702.2.3 POSTS
  702.2.4 BRACES AND RAILS
  702.2.5 WIRE
  702.2.6 ACCESSORIES
  702.2.7 BARBED TAPE
  702.2.8 CONCRETE

  702.3 EXECUTION
  702.3.1 INSTALLATION
  702.3.2 EXCAVATION
  702.3.3 POST INSTALLATION
  702.3.4 RAILS
  702.3.5 BRACES AND TRUSS RODS
  702.3.6 TENSION WIRES
  702.3.7 CHAIN LINK FABRIC
  702.3.8 BARBED WIRE SUPPORTING ARMS AND BARBED WIRE
  702.3.9 GATE INSTALLATION

  702.4 MEASUREMENT AND PAYMENT

  702     FENCING 

  702.1 GENERAL

  702.1.1 DESCRIPTION 

  The work covered in this section of the specifications consists of furnishing all plant, labor, equipment, appliances, and materials in installing site fencing complete with gates and appurtenances.

  Fencing complete with top rail, tension wire, gates, and appurtenances shall be installed at the locations shown on the drawings.

  702.1.2 RELATED SECTIONS

  The Contractor shall review installation procedures under other sections and coordinate with the work which is related to this Section. Related Sections are:

  I.   Section 101, Submittal Procedures
  II.  Section 301, Cast-In-Place Concrete

  702.1.3 APPLICABLE REFERENCES

  ASTM    A121 Specification for Zinc-Coated (Galvanized) Steel Barbed Wire
  ASTM    A392 Specifications for Zinc-Coated Steel Chain Link Fence Fabric
  ASTM    F626 Specification for Fence Fittings
  ASTM    F1083 Specification for Pipe Steel Hot Dipped Zinc Coated (Galvanized) 
                Welded, for Fence Structures 
  ASTM    F900 Specification for Industrial and Commercial Swing Gates.

  702.1.4 SUBMITTALS

  Engineer’s approval is required for submittals. The following shall be submitted in accordance with Section 101:

  702.1.4.1 Certificates: Chain Link Fence Statement, signed by an official authorized to             certify on behalf of the manufacturer, attesting that the chain link fence and component             materials meet the specified requirements.
  Woven Wire Fence Statement, signed by an official authorized to certify on behalf of the manufacturer, attesting that the woven wire fence and component materials meet the specified requirements.

  702.2 MATERIALS

  702.2.1 FENCE FABRIC

  Fence fabric shall conform to the following:

  702.2.1.1 Chain Link Fence Fabric: Fabric shall be in accordance with ASTM A392, Class 1, zinc coated steel wire with minimum coating weight of 1.2 ounces of zinc per square foot of uncoated wire surface. Fabric shall be fabricated of nine (9) Gauge open hearth, hot dipped galvanized wire, or as indicated on the drawings. Wire shall be woven into a two (2) inch mesh. Fabric height shall be six (6) feet. Fabric shall be twisted and barbed on the top selvage and knuckled on the bottom average. 

  702.2.1.2 Woven Wire: Woven wire shall be “V”-Mesh fence 72 inches high with horizontal wire gauged of 12.5 and a vertical wire gauge of 14. Fence shall be approximately 366 pound rolls and 65 feet long. 

  702.2.2 GATES

  Gate shall be the type and swing shown. Gate frames shall conform to requirements of ASTM F 1083 for Schedule 40 standard weight pipe, and requirements of ASTM F 1043, for Group IA and Group IC, steel pipe with external coating Type A, nominal pipe size (NPS) 1 1/2. Gate fabric shall be as specified for chain link fabric. Gate leaves more than eight (8) feet wide shall have both intermediate members and diagonal truss rods or shall have tubular members as necessary to provide rigid construction, free from sag or twist. Gate leaves less than eight (8) feet wide shall have truss rods or intermediate braces. Gate fabric shall be attached to the gate frame by method standard with the manufacturer except that welding will not be permitted. Heavy duty malleable latches, hinges, stops, keepers, rollers, and other hardware items shall be furnished as required for the operation of the gate. Latches shall be arranged for padlocking so that the padlock will be accessible from both sides of the gate. Stops shall be provided for holding the gates in the open position. For high security applications, each end member of gate frames shall be extended sufficiently above the top member to carry three strands of barbed wire in horizontal alignment with barbed wire strands on the fence.

  702.2.3 POSTS

  702.2.3.1 Metal Posts for Chain Link Fence: Metal posts shall conform to requirements of ASTM F 1083 for Schedule 40 standard weight pipe, and strength and coating requirements of ASTM F 1043, Group IA and Group IC. Sizes shall be as shown on the drawings. Line posts and terminal (corner, gate and pull) posts selected shall be of the same designation throughout the fence. Gate post shall be for the gate type specified subject to the limitation specified in ASTM F 900 and/or ASTM F 1184.

  702.2.3.2 Metal Posts for Farm Style Fence: Metal posts shall conform to ASTM A 702 zinc-coated, T-section, length as indicated. Accessories shall conform to ASTM A 702.

  702.2.4 BRACES AND RAILS
  ASTM F 1083, and ASTM F 1043, Group IA and Group IC, size NPS 1-5/8. Steel pipe, zinc-coated. 

  702.2.5 WIRE

  702.2.5.1 Tension Wire: Tension wire shall be Type I or Type II, Class 4 coating, in accordance with ASTM A 824.

  702.2.5.2 Barbed Wire for Farm Style Fence: Barbed wire shall conform to ASTM A 121 zinc-coated, Type Z, Class 3, or aluminum-coated, Type A, with 12.5 gauge wire with 14 gauge, round, 4-point barbs spaced no more than five (5) inches apart.

  702.2.6 ACCESSORIES

  ASTM F 626. Ferrous accessories shall be zinc or aluminum coated. Truss rods shall be furnished for each terminal post. Truss rods shall be provided with turnbuckles or other equivalent provisions for adjustment. Barbed wire support arms shall be the single arm type and of the design required for the post furnished. Tie wire for attaching fabric to rails, braces and posts shall be nine (9) Gauge steel wire and match the coating of the fence fabric. Tie wires for attaching fabric to tension wire on high security fences shall be 16 Gage stainless steel. The tie wires shall be a double loop and 6 1/2 inches in length. Miscellaneous hardware coatings shall conform to ASTM A 153/A 153M unless modified.

  702.2.7 BARBED TAPE
  Reinforced barbed tape, single coil, for fence toppings shall be fabricated from 430 series stainless steel with a hardness range of Rockwell (30N) 37-45 conforming to the requirements of ASTM A 176. The stainless-steel strip shall be 0.025 inch thick by one (1) inch wide before fabrication. Each barb shall be a minimum of 1.2 inch in length, in groups of four (4), spaced on four (4) inch centers. The stainless-steel core wire shall have a 0.098-inch diameter with a minimum tensile strength of 130 ksi and shall be in accordance with ASTM A 478.

  702.2.8 CONCRETE
  Concrete to conform to applicable provisions of Section 301 of these Specifications.

  
  702.3 EXECUTION

  702.3.1 INSTALLATION
  Fence shall be installed to the lines and grades indicated. The area on either side of the fence line shall be cleared to the extent indicated. Fencing shall be as detailed in project drawings. Line posts shall be spaced equidistant at intervals not exceeding 10 feet. Terminal (corner, gate and pull) posts shall be set at abrupt changes in vertical and horizontal alignment. Fabric shall be continuous between terminal posts; however, runs between terminal posts shall not exceed 500 feet. Fabric shall be pulled tight and attached to post, top rail, padlocking and open-close stops. Any damage to galvanized surfaces, including welding, shall be repaired with paint containing zinc dust in accordance with ASTM A 780.

  702.3.2 EXCAVATION
  Post holes shall be cleared of loose material. Waste material shall be spread where directed. The ground surface irregularities along the fence line shall be eliminated to the extent necessary to maintain a two (2) inch clearance between the bottom of the fabric and finish grade.

  702.3.3 POST INSTALLATION

  702.3.3.1 Posts for Chain Link Fence: Posts shall be set plumb, in alignment and tops graded to present smooth, pleasing lines. Except where solid rock is encountered, posts shall be set in concrete to the depth indicated on the drawings. Where solid rock is encountered with no overburden, posts shall be set to a minimum depth of 18 inches in rock. Where solid rock is covered with an overburden of soil or loose rock, posts shall be set to the minimum depth indicated on the drawing unless a penetration of 18 inches in solid rock is achieved before reaching the indicated depth, in which case depth of penetration shall terminate. All portions of posts set in rock shall be grouted. Portions of posts not set in rock shall be set in concrete from the rock to ground level. Posts set in concrete shall be set in holes not less than the diameter shown on the drawings. Diameters of holes in solid rock shall be at least one (1) inch greater than the largest cross section of the post. Concrete and grout shall be thoroughly consolidated around each post, shall be free of voids, and finished to form a dome. Concrete and grout shall be allowed to cure for 72 hours prior to attachment of any item to the posts. For high security fences, fence post rigidity shall be tested by applying a 50 pound force on the post, perpendicular to the fabric, at five (5) feet above ground; post movement measured at the point where the force is applied shall be less than or equal to 3/4 inch from the relaxed position; every tenth (10th)  post shall be tested for rigidity; when a post fails this test, further tests on the next four (4) posts on either side of the failed post shall be made; all failed posts shall be removed, replaced and retested at the Contractor's expense.

  702.3.3.2 Posts for Farm Style Fence: Metal posts shall be driven or set in concrete as indicated.

  702.3.4 RAILS

  702.3.4.1 Top Rail: Top rail shall be supported at each post to form a continuous brace between terminal posts. Where required, sections of top rail shall be joined using sleeves or couplings that will allow expansion or contraction of the rail. Top rail, if required for high security fence, shall be installed as indicated on the drawings.

  702.3.4.2 Bottom Rail: The bottom rail shall be bolted to double rail ends and double rail ends shall be securely fastened to the posts. Bolts shall be peened to prevent easy removal. Bottom rail shall be installed before chain link fabric.

  702.3.5 BRACES AND TRUSS RODS
  Braces and truss rods shall be installed as indicated and in conformance with the standard practice for the fence furnished. Horizontal (compression) braces and diagonal truss (tension) rods shall be installed on fences over six (6) feet in height. A center brace or two (2) diagonal truss rods shall be installed on 12-foot fences. Braces and truss rods shall extend from terminal posts to line posts. Diagonal braces shall form an angle of approximately 40 to 50 degrees with the horizontal. No bracing is required on fences six (6) feet high or less if a top rail is installed.

  702.3.6 TENSION WIRES
  Tension wires shall be installed along the bottom of the fence line and attached to the terminal posts of each stretch of the fence. Bottom tension wire shall be installed within the bottom six (6) inches of the installed fabric. Tension wire shall be pulled taut and shall be free of sag.

  702.3.7 CHAIN LINK FABRIC
  Chain link fabric shall be installed on the side of the post indicated. Fabric shall be attached to terminal posts with stretcher bars and tension bands. Bands shall be spaced at approximately 15 inch intervals. The fabric shall be installed and pulled taut to provide a smooth and uniform appearance free from sag, without permanently distorting the fabric diamond or reducing the fabric height. Fabric shall be fastened to line posts at approximately 15 inch intervals and fastened to all rails and tension wires at approximately 24 inch intervals. Fabric shall be cut by untwisting and removing pickets. Splicing shall be accomplished by weaving a single picket into the ends of the rolls to be joined. The bottom of the installed fabric shall be two (2) ± 1/2 inch above the ground. For high security fence, after the fabric installation is complete, the fabric shall be exercised by applying a 50 pound push-pull force at the center of the fabric between posts; the use of a 30 pound pull at the center of the panel shall cause fabric deflection of two (2) inches ± 1/2 inch when pulling fabric from the post side of the fence; every second fence panel shall meet this requirement; all failed panels shall be re-secured and retested at the Contractor's expense.
      
  702.3.8 BARBED WIRE SUPPORTING ARMS AND BARBED WIRE

  702.3.8.1 General Requirements: Barbed wire shall be installed as detailed on project drawings. Barbed wire supporting arms and barbed wire shall be installed as indicated and as recommended by the manufacturer. Supporting arms shall be anchored to the posts in a manner to prevent easy removal with hand tools. Barbed wire shall be pulled taut and attached to the arms with clips or other means that will prevent easy removal.

  702.3.8.2 Barbed Wire for Farm Style Fence: Wire shall be installed on the side of the post indicated. Wire shall be pulled taut to provide a smooth uniform appearance, free from sag. Wire shall be fastened to line posts at approximately 15 inch intervals unless indicated otherwise.

  702.3.9 GATE INSTALLATION
  Gates shall be installed at the locations shown. Gates shall have provisions for padlocking. Hinged gates shall be mounted to swing as indicated. Latches, stops and keepers shall be installed as required. Hinge pins and hardware shall be welded or otherwise secured to prevent removal. For farm style fencing, standard metal gate

  assemblies with frame and fittings necessary for complete installation as shown.

  
  702.4 MEASUREMENT AND PAYMENT

  Measurement and payment for items of work covered by this section of specifications shall be in accordance with provisions of the Special Conditions.

• Segmental Concrete Block Retaining Wall Section 703 —

  Enter Content Here

• Bridge Crane Section 704 —

  Enter Content Here

• Lagoon Section 705 —

  Enter Content Here

• Removal and Disposal of Protective Lead Coating with Lead on Steel Tanks Section 801 —

  Enter Content Here

• Miscellaneous Station Furnishings Section 802 —

  Enter Content Here

• Synthetic Turf Section 803 —

  Enter Content Here

• Abandoned Mine Remediation Section 804 —

  Enter Content Here

• Design Codes and References Section 901 —

  901    DESIGN CODES AND REFERENCES - INDEX

  901.1 GENERAL
  901.1.1 DESCRIPTION

  901.2 REFERENCES
  901.2.1 EARTHWORK
  901.2.2 CONCRETE AND MASONRY
  901.2.3 STREETS AND RELATED WORK
  901.2.4 WATER AND SANITARY SEWER LINES
  901.2.5 STRUCTURES
  901.2.6 ELECTRICAL
  901.2.7 SAFETY

  901    DESIGN CODES AND REFERENCES

  901.1    GENERAL

  901.1.1 DESCRIPTION

  The publications listed below form a part of the specifications to the extent referenced. The publications are referred to within the text by the basic designation only.

  901.2 REFERENCES

  All Design Codes and References in this Specification shall use the latest editions available complete with applicable withdrawls.  

  901.2.1 EARTHWORK

  AASHTO – STANDARD SPECIFICATIONS FOR HIGHWAY AND BRIDGES

  -AASHTO M 145 Classification of Soils and Soil-Aggregate Mixtures for Highway
          Construction

  -AASHTO T 180Moisture-Density Relations of Soils Using a 4.54-kg (10 lb.)   
           Rammer and a 457-mm (18-in) Drop

  -AASHTO T 224 Correction for Coarse Particles in the Soil Compaction Test

  ANSI – AMERICAN NATIONAL STANDARDS INSTITUTE

   -ANSI A10.6 Demolition Operations - American National Standard for 
          Construction and Demolition Operations

  ASTM INTERNATIONAL

   -ASTM A 975 Standard Specification for Double–Twisted Hexagonal Mesh 
  Gabions and Revet Mattresses (Metallic-Coated Steel Wire or Metallic-Coated Steel Wire with Poly (Vinyl Chloride) (PVC) Coating 

  -ASTM C 29 / C29M Bulk Density (“Unit Weight”) and Voids in Aggregate 

  -ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium 
  Sulfate 

  -ASTM C 117 Materials Finer than 75 micrometer (No. 200) Sieve in Mineral          
        Aggregates by Washing
  -ASTM C127 Standard Test Method for Relative Density (Specific Gravity) and   
       Absorption of Coarse Aggregate

  -ASTM C128 Standard Test Method for Relative Density (Specific Gravity) and 
        Absorption of Fine Aggregate

  -ASTM C 131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los               Angeles Machine

  -ASTM C136 / C136M Standard Test Method for Sieve Analysis of Fine and Coarse 
  Aggregates

  -ASTM D 75 Sampling Aggregates

  - ASTM D 422 Particle-Size Analysis of Soils

  -ASTM D448 Sizes of Aggregate for Road and Bridge Construction

  - ASTM D 698 Laboratory Compaction Characteristics of Soil Using 
  Standard Effort (12,400 ft-lbf/cu. Ft.)

  -ASTM D792 Standard Test Methods for Density and Specific Gravity (Relative 
  Density) of Plastics by Displacement

  -ASTM D 854 Specific Gravity of Soil Solids by Water Pycnometer

  -ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer 
  than 75-μm (No. 200) Sieve in Soils by Washing

  -ASTM D1241 Materials for Soil-Aggregate Subbase, Base, and Surface Courses 

  -ASTM D1556 / D1556M Standard Test Method for Density and Unit Weight of Soil 
  in Place by Sand-Cone Method

  -ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of   
         Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)

  -ASTM D 2216 Laboratory Determination of Water (Moisture) Content of 
  Soil and Rock by 
                  
  -ASTM D 2434 Mass Permeability of Granular Soils (Constant Head)

  -ASTM D 2487 Soils for Engineering Purposes (Unified Soil Classification System)

  -ASTM D2488 Description and Identification of Soils (Visual-Manual Procedure)

  -ASTM D 2922 Density of Soil and Soil-Aggregate in Place by Nuclear Methods 
            (Shallow Depth)

  -ASTM D 3017 Water content of Soil and Rock in Place by Nuclear Method

  -ASTM D6938 Standard Test Methods for In-Place Density and Water Content of 
       Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

  -ASTM D 4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils

  -ASTM D4355 / D4355M Deterioration of Geotextiles from Exposure to Light, 
  Moisture and Heat in a Xenon-Arc Type Apparatus

  -ASTM D4491 / D4491M Standard Test Methods for Water Permeability of 
  Geotextiles by Permittivity

  -ASTM D4595 Tensile Properties of Geotextiles by the Wide-Width Strip Method

  -ASTM D4632 / D4632M Grab Breaking Load and Elongation of Geotextiles

  -ASTM D4751 Determining Apparent Opening Size of a Geotextile

  -ASTM D4873 / D4873M Identification, Storage, and Handling of Geosynthetic Rolls and Samples

  -ASTM D4867 / D4867M Standard Test Method for Effect of Moisture on Asphalt 
       Concrete Paving Mixtures

  -ASTM D5321 / D5321M  Standard Test Method for Determining the Shear Strength 
  of Soil-Geosynthetic and Geosynthetic-Geosynthetic Interfaces by Direct Shear

  -ASTM D6638 Determining Connection Strength between Geosynthetic 
  Reinforcement and Segmental Concrete Units (Modular Concrete Blocks)

  -ASTM D6706 Standard Test Method for Measuring Geosynthetic Pullout 
          Resistance in Soil

  -ASTM D6938 Standard Test Method for In-Place Density and Water Content of Soil 
         and Soil-Aggregate by Nuclear Methods (Shallow Depth)

  -ASTM M 145 Classification of Soils and Soil-Aggregate Mixtures for Highway 
  Construction 

  -ASTM D3282 Standard Practice for Classification of Soils and Soil-Aggreate 
  Aggregate Mixtures for Highway Construction Purposes

  -AASHTO T 180 Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

  901.2.2 CONCRETE AND MASONRY
  AASHTO – STANDARD SPECIFICATIONS FOR HIGHWAY AND BRIDGES

  - Design Allowable Stress Design 

                          Fc = .40 f’c
          Grade 40 Reinforcement = 20,000 psi
          Grade 60 Reinforcement = 24,000 psi

  ACI – AMERICAN CONCRETE INSTITUTE

  -ACI 305.R-10 Standard Specification for Hot Weather Concreting

   -ACI 306.1-90 Standard Specifications for Cold Weather

  -ACI 318 / 318M Building Code Requirements for Structural Concrete and   
     Commentary 

  -ACI 530 / 530.1 Building Code Requirements and Specifications for Masonry 
  Structures and Related Commentaries

  ASTM INTERNATIONAL

  -ASTM A 185 Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

  -ASTM A1064 / A1064M Standard Specification for Carbon-Steel Wire and Welded 
  Wire Reinforcement, Plain and Deformed, for Concrete

  -ASTM A615 / A615M Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement
  -ASTM A996 / A996M Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement active
  -ASTM C31 / C31M Standard Practice for Making and Curing Concrete Test Specimens in the Field
  -ASTM C33 / C33M Standard Specification for Concrete Aggregates
  -ASTM C39 / C39M Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens
  -ASTM C42 / C42M Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete
  -ASTM C67 Method of Sampling and Testing Brick and Structural Clay Tile
  -ASTM C90 Standard Specification for Loadbearing Concrete Masonry Units
  -ASTM C91 / C91M Standard Specification for Masonry Cement
  -ASTM C 94 / C 94M Ready-Mixed Concrete

  -ASTM C114 Standard Test Methods for Chemical Analysis of Hydraulic Cement

  -ASTM C129 Standard Specification for Nonloadbearing Concrete Masonry Units

  -ASTM C140 / C140M Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units

  -ASTM C143 / C143M Standard Test Method for Slump of Hydraulic-Cement Concrete

  -ASTM C144 Standard Specification for Aggregate for Masonry Mortar

  -ASTM C150 / C150M Standard Specification for Portland Cement

  -ASTM C171 Standard Specification for Sheet Materials for Curing Concrete

  -STM C172 / C172M Standard Practice for Sampling Freshly Mixed Concrete

  -ASTM C188 Standard Test Method for Density of Hydraulic Cement

  -ASTM C207 Standard Specification for Hydrated Lime for Masonry Purposes

  -ASTM C231 / C231M Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

  -ASTM C260 / C260M Standard Specification for Air-Entraining Admixtures for Concrete

  -ASTM C270 Standard Specification for Mortar for Unit Masonry

  -ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

  -ASTM C387 / C387M Standard Specification for Packaged, Dry, Combined Materials for Concrete and High Strength Mortar

  -ASTM C476 Standard Specification for Grout for Masonry

  -ASTM C494 / C494M Standard Specification for Chemical Admixtures for Concrete

  -ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

  -ASTM C902 Standard Specification for Pedestrian and Light Traffic Paving Brick

  -ASTM C920 Standard Specification for Elastomeric Joint Sealants

  -ASTM C1017 / C1017M Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

  -ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

  -ASTM C1262 / C1262M Standard Test Method for Evaluating the Freeze-Thaw Durability of Dry-Cast Segmental Retaining Wall Units and Related Concrete Units

  -ASTM C1272 Standard Specification for Heavy Vehicular Paving Brick

  -ASTM C1293 Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction

  -ASTM C1372 Standard Specification for Dry-Cast Segmental Retaining Wall Units

  -ASTM C1567 Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

  -ASTM C1602 / C1602M Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete

  -ASTM D1751 Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

  NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA)

  NCMA TR127B Design Manual for Segmental Retaining Walls

  901. 2.3 STREETS AND RELATED WORK

  AASHTO – STANDARD SPECIFICATIONS FOR HIGHWAY AND BRIDGES

  -AASHTO MP 1a Performance Graded Asphalt Binder Asphalt Institute 

  -AASHTO M 20 Penetration-Graded Asphalt Cement

  -AASHTO M 81 Cut-Back Asphalt (Rapid-Curing Type)

  -AASHTO M 82 Cut-Back Asphalt (Medium-Curing Type)

  -AASHTO M 199M / M 199 Standard Specification for Precast Reinforced Concrete Manhole Sections 

              -AASHTO M 198 Standard Specification for Joints for     Concrete Pipe, Manholes and Precast Box Sections Using Preformed Flexible Joint Sealants

  -AASHTO M 226 Viscosity Graded Asphalt Cement 

  -AASHTO M 247 Glass Beads Used in Traffic Paints

  -AASHTO R 66 Standard Practice for Sampling Asphalt Materials

  -AASHTO T 40 Sampling Bituminous Materials

  -AASHTO T 102 Spot Test of Asphaltic Materials

  -AASHTO T 301     Standard Method of Test for Elastic Recovery Test of Asphalt 
  Materials by Means of a Ductilometer

  ASTM INTERNATIONAL

   -ASTM D70 Standard Test Method for Density of Semi-Solid Bituminous Materials (Pycnometer Method)
  -ASTM D140 / D140M Standard Practice for Sampling Asphalt Materials
  -ASTM D242 / D242M Standard Specification for Mineral Filler for Bituminous Paving Mixtures
  -ASTM D413 Standard Test Methods for Rubber Property—Adhesion to Flexible Substrate
  -ASTM D546 Standard Test Method for Sieve Analysis of Mineral Filler for Asphalt Paving Mixtures
  -ASTM D692 / D692M Standard Specification for Coarse Aggregate for Bituminous Paving Mixtures
  -ASTM D946 / D946M Standard Specification for Penetration-Graded Asphalt Binder for Use in Pavement Construction
  -ASTM D979 / D979M Standard Practice for Sampling Bituminous Paving Mixture
  -ASTM D 995 Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

  -ASTM D1073 Standard Specification for Fine Aggregate for Asphalt Paving Mixtures
  -ASTM D1188 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Coated Samples
  -ASTM D1250 Standard Guide for Use of the Petroleum Measurement Tables
  -ASTM D 1559 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall 
        Apparatus

   -ASTM D2027 / D2027M Standard Specification for Cutback Asphalt (Medium-Curing Type)
   -ASTM D2041 / D2041M Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures
   -ASTM D2172 / D2172M Standard Test Methods for Quantitative Extraction of Asphalt Binder from Asphalt Mixtures
  -ASTM D2397 / D2397M Standard Specification for Cationic Emulsified Asphalt
  -ASTM D2726 / D2726M Standard Test Method for Bulk Specific Gravity and Density of Non-Absorptive Compacted Asphalt Mixtures
  -ASTM D2995 Standard Practice for Estimating Application Rate and Residual Application Rate of Bituminous Distributors
  -ASTM D3381 / D3381M Standard Specification for Viscosity-Graded Asphalt Cement for Use in Pavement Construction
  -ASTM D4280 Standard Specification for Extended Life Type, Nonplowable, Raised Retroreflective Pavement Markers
  -ASTM D4505 Standard Specification for Preformed Retroreflective Pavement Marking Tape for Extended Service Life
  -ASTM D4439 Standard Terminology for Geosynthetics
  -ASTM D4491 / D4491M Standard Test Methods for Water Permeability of Geotextiles by Permittivity
  -ASTM D4533 / D4533M Standard Test Method for Trapezoid Tearing Strength of Geotextiles
   -ASTM D4632 / D4632M Standard Test Method for Grab Breaking Load and Elongation of Geotextiles
   -ASTM D4751 Standard Test Methods for Determining Apparent Opening Size of a Geotextile
   -ASTM D4873 / D4873M Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples
  -ASTM E28 Standard Test Methods for Softening Point of Resins Derived from Pine       
        Chemicals and Hydrocarbons, by Ring-and-Ball Apparatus

  U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)
   -FHWA NHI-00-043 Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines (ISDDC)

  902.2.4 WATER AND SANITARY SEWER LINES

  AASHTO 

   -AASHTO M 252 Standard Specification for Corrugated Polyethylene Drainage Pipe

  ASTM INTERNATIONAL

  -ASTM A536 Standard Specification for Ductile Iron Castings
  -ASTM A563 Standard Specification for Carbon and Alloy Steel Nuts
  -ASTM B42 Standard Specification for Seamless Copper Pipe, Standard Sizes
  -ASTM B88 Standard Specification for Seamless Copper Water Tube
  -ASTM C478 Standard Specification for Circular Precast Reinforced Concrete Manhole Sections
  -ASTM C920 Standard Specification for Elastomeric Joint Sealants
  -ASTM C923 Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals
  -ASTM C990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants
  -ASTM D1149 Standard Test Methods for Rubber Deterioration—Cracking in an Ozone Controlled Environment
  -ASTM D1785 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120
  -ASTM D2241 Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series)
  -ASTM D2466 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40
  -ASTM D2467 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80
  AWWA – AMERICAN WATER WORKS ASSOCIATION

  -AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, and Fabricated Fittings, 4 In. Through 12 In. (100 mm Through 300 mm), for Water Transmission and Distribution 

  -AWWA C104 / A21.4 Cement–Mortar Lining for Ductile-Iron Pipe and Fittings

  -AWWA C105 Polyethylene Encasement for Ductile Iron Pipe

  -AWWA C110 Ductile Iron and Gray Iron Fittings

  -AWWA C111 Rubber Gasket Joints for Ductile Iron Pressure Pipe and Fittings

  -AWWA C115 / A21.15 Flanged Ductile - Iron Pipe With Ductile-Iron or Gray-Iron Threaded Flanges 

  -AWWA C150 / A21.50 Thickness Design of Ductile-Iron Pipe 

  -AWWA C800 Underground Service Line Valves and Fittings

  -AWWA C151 / A21.51 Ductile - Iron Pipe, Centrifugally Cast

  -AWWA C502 Dry-Barrel Fire Hydrants

  -AWWA C700 Cold-Water Meters – Displacement Type, Bronze Main Case

   -AWWA C701 Cold-Water Meters - Turbine Type, for Customer Service

   -AWWA C702 Cold-Water Meters - Compound Type

   -AWWA C704 Propeller - Type Meters for Waterworks Applications

   -AWWA C706 Direct-Reading, Remote - Registration Systems for Cold - Water 
          Meters

   -AWWA C707 Encoder-Type Remote - Registration Systems for Cold - Water   Meters

   -AWWA C509 Resilient-Seated Gate Valves for Water Supply Service

   -AWWA C515 Reduced - Wall, Resilient-Seated Gate Valves for Water Supply 
            Service 

   -AWWA C550 Protective Interior Coatings for Valves and Hydrants 

    -AWWA C600 Installation of Ductile Iron Water Mains and Their Appurtenances

    -AWWA C605 Water Underground Installation of Polyvinyl Chloride (PVC) and 
            Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe and Fittings

    -AWWA B301 Liquid Chlorine

    -AWWA C651 Standard for Disinfecting Water Mains

    -AWWA C652 Standards for Disinfecting Water Storage Facilities 

    MSS - MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE  
                   AND FITTINGS INDUSTRY

    -MSS SP-80 Bronze Gate, Globe, Angle and Check Valves

      UL - UNDERWRITERS LABORATORIES

   -UL 246 Safety Hydrants for Fire - Protection Service

   -UL 262 Gate Valves for Fire - Protection Service

   -UL 312 Check Valves for Fire - Protection Service

   -UL 789 Indicator Posts for Fire - Protection Service

   UBPPA - UNI-BELL PVC PIPE ASSOCIATION (UBPPA)

   -UBPPA UNI-B-3 Recommended Practice for the Installation of Polyvinyl Chloride (PVC) Pressure Pipe (Nominal Diameters 4-36 Inch)

   -UBPPA UNI-B-8 Recommended Practice for the Direct Tapping of Polyvinyl Chloride (PVC) Pressure Water Pipe (Nominal Diameters 6-12 Inch

   ISO - INTERNATIONAL ORGANIZATION FOR STANDARDIZATION 

   -ISO 1940-1 Mechanical Vibration – Balance Quality Requirements for Rotors in a Constant     

   -ISO 21940 Mechanical vibration - Rotor balancing - Part 11: Procedures and  
       tolerances for rotors with rigid behavior (Rigid) State - Part 1: Specification  
       and Verification of Balance Tolerance - International Restrictions

   -ISO 2858 End Suction Centrifugal Pump (Rating 16 Bar) Designation Nominal Duty Point and Dimensions – International Restrictions

   -ISO 5199 Technical Specifications for Centrifugal Pumps, Class II
          
  901.2.5 STRUCTURES

  ASTM INTERNATIONAL

  -ASTM A53 / A53M Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless
  -ASTM A116 Standard Specification for Metallic-Coated, Steel-Woven Wire Fence Fabric
  -ASTM A121 Standard Specification for Metallic-Coated Carbon Steel Barbed Wire
  -ASTM A307 Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength
  -ASTM A370 Standard Test Methods and Definitions for Mechanical Testing of Steel Product
  -ASTM A392 Standard Specification for Zinc-Coated Steel Chain - Link Fence Fabric
  -ASTM A641 / A641M Standard Specification for Zinc–Coated (Galvanized) Carbon Steel Wire
  -ASTM A764 Standard Specification for Metallic Coated Carbon Steel Wire, Coated at Size and Drawn to Size for Mechanical Springs
  -ASTM A780 / A780M Standard Practice for Repair of Damaged and Uncoated Areas of Hot - Dip Galvanized Coatings
  -ASTM A824 Standard Specification for Metallic-Coated Steel Marcelled Tension Wire for use with Chain Link Fence
  -ASTM A853 Standard Specification for Steel Wire, Carbon, for General Use
  -ASTM D4541 Standard Test Method for Pull - Off Strength of Coatings Using Portable Adhesion Testers
  -ASTM F626 Standard Specification for Fence Fittings
  -ASTM F900 Standard Specification for Industrial and Commercial Steel Swing Gates
  -ASTM F1043 Standard Specification for Strength and Protective Coatings on Steel Industrial Fence Framework
  -ASTM F1083 Standard Specification for Pipe, Steel, Hot - Dipped Zinc - Coated (Galvanized) Welded, for Fence Structures
  AWWA – AMERICAN WATER WORKS ASSOCIATION

  -AWWA D100 Welded Carbon Steel Tanks for Water Storage

  SSPC – SOCIETY FOR PROTECTIVE COATINGS

  -SSPC-SP10 Neat White Blast Cleaning 

  -SSPC-SP6 Commercial Blast Cleaning

  NSF - NATIONAL SCIENCE FOUNDATION 

  -NSF 61 All Welded Materials (Potable Water) 

  901.2.6 ELECTRICAL

  NEC - NATIONAL ELECTRIC CODE

  NFPA – NATIONAL FIRE PROTECTION ASSOCIATION STANDARDS 

  IEEE – INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS

  GJU – CITY OF GALLU JOINT UTILITIES – ELECTRICAL LINE, METER     DISCONNECT AND SERVICE STANDARDS

  901.2.7 SAFETY

  OSHA – CONSTRUCTION STANDARDS FOR EXCAVATION

  MUTCD - MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS 

  NM ONE CALL INC. – UNDERGROUND UTILITY DESIGN AND EXCAVATION LOCATES

  NESC – NATIONAL ELECTRICAL SAFETY CODE

• Electrical - General (DARCOR) Section 16000 —

  Enter Content Here

• Sensing and Control Equipment Section 16702 —

  Enter Content Here

• SCADA System Section 16703 —

  Enter Content Here

Submission Requirements

• Warranty (required) —

  Bidder agrees that: All labor, work and materials done by the Contractor shall be warranted for a period of one (1) year. 

• New Mexico Resident and Resident Veterans Preference Certification —

  Please Attach Applicable Copy of your Certificate with response:

  New Mexico Resident

  New Mexico Veteran Resident

  New Mexico Native American Resident

  New Mexico Native American Veteran Resident

  N/A

• Bidders Qualification Statement (required) —

  Please download the below documents, complete, and upload with response

• Subcontractor Listing (required) —

  Please download the below documents, complete, and upload with response

• Bid Bond (required) —

  Please download the below documents, complete, and upload with response

• Federal Employer Identification Number (FEIN) (required) —

  Enter Company FEIN here.

• NM Contractors License Number & Classification (required) —

  Enter Company NM Contractors License Number and Classification here.  Attach copy of license to Vendor Questionnaire: Question 12 

• NM Department of Workforce Solutions Number (required) —

  Enter Company NM Department of Workforce Solutions Number here. Attach copy of license to Vendor Questionnaire: Question 12 

• Payment & Performance Bonds (required) —

  Contractor acknowledges that this project will require Payment & Performance Bonds at the time of award. 

• Conflict of Interest and Debarment/Suspension Certification (required) —

  Do you have a conflict of interest or have been debarred/suspended as described below?:

  If you answer yes you will be required to answer a follow up question. 

  CONFLICT OF INTEREST

   As utilized herein, the term “Vendor” shall mean that entity submitting a proposal to City of Gallup in response to the above referenced bids/request for proposals. The authorized Person, Firm and/or Corporation states that to the best of his/her belief and knowledge: No employee or City Council member of the City of Gallup (or close relative), with the exception of the person(s) identified below, has a direct or indirect financial interest in the Vendor or in the proposed transaction. Vendor neither employs, nor is negotiating to employ, any City of Gallup employee, City Council member or close relative, with the exception of the person(s) identified below. Vendor did not participate, directly or indirectly, in the preparation of specifications upon which the quote or offer is made. If the Vendor is a New Mexico State Legislator or if a New Mexico State Legislator holds a controlling interest in Vendor, please identify the legislator: List below the name(s) of any City of Gallup employee, City Council member or close relative who now or within the preceding 12 months (1) works for the Vendor; (2) has an ownership interest in the Vendor (other than as an owner of less than 1% of Vendor’s stock, if Vendor is a publicly traded corporation); (3) is a partner, officer, director, trustee or consultant to the Vendor; (4) has received grant, travel, honoraria or other similar support from Vendor; or (5) has a right to receive royalties from the vendor.

  DEBARMENT/SUSPENSION STATUS The Vendor certifies that it is not suspended, debarred or ineligible from entering into contracts with the Federal Government, or any State agency or local public body, or in receipt of a notice or proposed debarment from any Federal or State agency or local public body. The vendor agrees to provide immediate notice to City of Gallup’s Purchasing Department in the event of being suspended, debarred or declared ineligible by any department or agency of the Federal government, or any agency of local public body of the State of New Mexico, or upon receipt of a notice of proposed debarment that is received after the submission of the quote or offer but prior to the award of the purchase order or contract.

  CERTIFICATION The undersigned hereby certifies that he/she has read the above CONFLICT OF INTEREST and DEBARMENT/SUSPENSION Status requirements and that he/she understands and will comply with these requirements. The undersigned further certifies that they have the authority to certify compliance for the vendor named and that the information contained in this document is true and accurate to the best of their knowledge.

• Conflict of Interest and Debarment/Suspension follow up  (required) —

  Please provide details of the conflict of interest and/or Debarment/Suspension here: 

• Campaign Contribution Disclosure Form (required) —

  The prospective contractor must disclose whether they, a family member or a representative of the prospective contractor has made a campaign contribution to an applicable public official of the City of Gallup or the State of New Mexico during the two years prior to the date on which the contractor submits a proposal or, in the case of a sole source or small purchase contract, the two years prior to the date the contractor signs the contract, if the aggregate total of contributions given by the prospective contractor, a family member or a representative of the prospective contractor to the public official exceeds two hundred and fifty dollars ($250) over the two year period.

  THIS FORM MUST BE FILED BY ANY PROSPECTIVE CONTRACTOR WHETHER OR NOT THEY, THEIR FAMILY MEMBER, OR THEIR REPRESENTATIVE HAS MADE ANY CONTRIBUTIONS SUBJECT TO DISCLOSURE.

  The following definitions apply:

  “Applicable public official” means a person elected to an office or a person appointed to complete a term of an elected office, which has the authority to award or influence the award of the contract for which the prospective contractor is submitting a competitive sealed proposal or who has the authority to negotiate a sole source or small purchase contract that may be awarded without submission of a sealed competitive proposal.

  “Campaign Contribution” means a gift, subscription, loan, advance or deposit of money or other thing of value, including the estimated value of an in-kind contribution, that is made to or received by an applicable public official or any person authorized to raise, collect or expend contributions on that official’s behalf for the purpose of electing the official to either statewide or local office. “Campaign Contribution” includes the payment of a debt incurred in an election campaign, but does not include the value of services provided without compensation or unreimbursed travel or other personal expenses of individuals who volunteer a portion or all of their time on behalf of a candidate or political committee, nor does it include the administrative or solicitation expenses of a political committee that are paid by an organization that sponsors the committee.

  “Contract” means any agreement for the procurement of items of tangible personal property, services, professional services, or construction.

  “Family member” means spouse, father, mother, child, father-in-law, mother-in-law, daughter-in-law or son-in-law.

  “Pendency of the procurement process” means the time period commencing with the public notice of the request for proposals and ending with the award of the contract or the cancellation of the request for proposals.

  “Person” means any corporation, partnership, individual, joint venture, association or any other private legal entity.

  “Prospective contractor” means a person who is subject to the competitive sealed proposal process set forth in the Procurement Code or is not required to submit a competitive sealed proposal because that person qualifies for a sole source or a small purchase contract.

  “Representative of a prospective contractor” means an officer or director of a 21 corporation, a member or manager of a limited liability corporation, a partner of a partnership or a trustee of a trust of the prospective contractor. 

• Disclosure of Contributions (required) —

  Please provide details

  Contribution Made By:   

                       

  Relation to Prospective Contractor:     

   

  Name of Applicable Public Official:   

   

  Date Contribution(s) Made:                 

   

  Amount(s) of Contribution(s)              

   

  Nature of Contribution(s)                     

   

  Purpose of Contribution(s)

   

  --OR—

  NO CONTRIBUTIONS IN THE AGGREGATE TOTAL OVER TWO HUNDRED FIFTY DOLLARS ($250) WERE MADE to an applicable public official by me, a family member or representative.

• Contractor Project Attachments —

  Please use this section to upload any and all project related documents i.e. Certificate of Insurance, NM CID Licenses, NM Workforce Solutions Certificate of Registration, City of Gallup Business License, NM Resident Contractor Certificate, etc. 

• Project Summary or Description and Location of Work (required) —

  Enter a brief one or two paragraph description or summary of the project, which shall include Project Location.  (Typically the first paragraph of the SOW could suffice) 

   

  EXAMPLE: This project consists of installing approximately 7,100 linear feet of 16-inch CL350 ductile iron waterline as shown on the contract drawings. Work will include installation of 30” O.D. 0.375” wall steel casing with internal locking 16” CL350 ductile iron pipe by jack and bore under US-491, tie-in connections to existing 16-inch ductile iron waterlines, the installation of a 2-inch water service, and will include installation of 16-inch gate valves, combination air release valves, removal and replacement of existing water lines may be required to meet minimum bury and separation at crossings. Fittings as required to meet horizontal and vertical deflections. Erosion control devices including gabions, wire enclosed rip-rap and soil reinforcement mat installation will be required. Installation of import fill and grading will be required. Traffic control will be required. Work will include trenching, backfilling, compaction, material hauling, and material testing. Rock excavation will be required. Advertisement and notification of water shut-off(s) of all affected customers 48 hours prior to shut-off is included in this project.

   This project is located North of Gallup, New Mexico within and adjacent to US-491 Right-of-Way between the intersections of US- 491 with 9^th Street and North Chino Loop (County Road 7).

• Project Engineer/Architect (required) —

  DePauli Engineering & Surveying LLC

• Address and Phone number (required) —

  Location to pick up hard copy plans and specifications

• Electronic Bids Only? (required) —

  Will bids be accepted only through the eProcurement Portal?  (recommended)

• Deposit Amount for Plans/Specs (required) —

  Enter dollar amount ex: $250.00

• Advertisement Date (required) —

  Format:  25th of July 2025

• Classified Legal Advertisement (required) —

  Please enter date of advertisement as follows:

  Gallup Sun Publishing Date:  Friday-July 25, 2025 

  or

  Albuquerque Journal Publishing Date:  Sunday-July 27,2025

  • At least one legal notice advertisement in local publication is required; additional advertisement notices are at the option of the department.
  • The time required for a solicitation is a MINIMUM of thirty (30) consecutive calendar days, and can be longer depending on the complexity of the procurement.  Please plan your needs accordingly and allow ample time for processing.
  • The Procurement Code requires a MINIMUM of ten (10) days advertising time for solicitations.
• Number of Calendar Days for Project Completion (required) —

  Please enter the number of calendar days allowed for project completion (in written and numerical form) Your answer will populate the bold letters in the example below

   

  EXAMPLE: The Bidder must agree to commence work on a date to be specified in a written “Notice to Proceed” issued by the Engineer and to fully complete the project within one hundred and eighty (180) calendar days thereafter, including weather delays. 

• Liquidated Damages Amount (required) —

  Dollar amount per consecutive day project not completed after project completion date.

• Subcontractor Threshold (required) —

  Shall be five thousand dollars ($5,000) or one-half of one percent of the architect's or engineer's estimate of the total project cost, including alternatives, whichever is greater.

• General Conditions (required) —

  Is this project subject to Gallup's General Conditions 

• Special Conditions (required) —

  Are Special Conditions required for this project?

• Line, Grade, and Construction Staking Specs (required) —

  Example:

  All lines and grades for preliminary layout of the work will be established by the Owner’s representative (Engineer), but the Contractor shall provide such material and give such assistance as may be required. After the preliminary layout of the work has been accomplished, the Contractor shall, at their own expense, furnish all labor, materials and supplies for detail, layout and location of work and shall be responsible for constructing the work to the established lines and grades. The Contractor shall give notice to the Owner for lines and grades at least two (2) working days prior to the time he/she plans to commence work. The Contractor shall be responsible for protecting and preserving established line and grade controls.

  The Engineer will provide the following construction staking:

  1. Offsets for sewer lines, manholes, and forcemain
  2. Offsets for curb, gutter & sidewalk Occasional stake replacement required when stakes are unavoidably lost due to construction will be replaced by the Engineer, provided however, that the cost of stake replacement due to carelessness or inattentive construction around survey control will be deducted from payment to the Contractor. Random bench marks will be established for use by the Contractor. The Contractor will be responsible for Blue Top staking for subgrade and base course. Detailed measurements and elevations for structures and pipelines shall be the responsibility of the Contractor with occasional checks by the Engineer. Blue Top construction staking requirements by the Contractor shall be considered incidental to the project.  
• Payment of Stored Materials (required)
• Payment of Stored Materials Allowed (required) —

  (Value entered by default)

• Payment of Stored Materials NOT ALLOWED (required) —

  (Value entered by default)

• Mayor (required) —

  Marc DePauli