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Engineering

Engineering staff directory 

Engineering Fee Schedule

Application fees are determined by the Municipal Fee Schedule approved by the City Council. The FY2024 Fee Schedule for Right-of-Way Occupancy Permits and Road Cut Permits is listed below. 

Right-of-Way Occupancy Permits
In-Strand Antenna (Each) $100
Small Wireless Facility (Each) $100
Utility Pole (Each) $250
Equipment (Per Piece) $100
Macrocell or Utility Pole over 50 feet in height (Each) $1,000
Road Cuts
Base Fee $250
Excavation in new or newly rebuilt/overlaid road
(<5 years old)		 $0.50/sf
Excavation in all other roads, concrete surfaces, or unpaved areas $0.25/sf
Boring $0.50/lf
Bond $5,000

Permit Applications

 All applications must be emailed to the City Engineer at least two business days before the start work date being requested. 

Resources

Construction Specifications

Definitions
(Section 01000)
The following words and phrases used in this Specification shall have the respective meanings hereinafter set forth, unless a different meaning clearly appears from the context.

  1. Applicant: The developer or their assigned representative(s). For the purposes of this document, developer and applicant may be used interchangeably.
  2. The City: Midvale City Corporation.
  3. City Engineer: A Registered Professional Engineer or Consulting Engineering Firm employing a Registered Professional Engineer, either of whom is duly registered in the State of Utah, appointed to accomplish the objectives of this Specification, provided that no such person or firm may serve the City and Subdivider in the City simultaneously where he would have to check his own work or the work of a member of his firm in connection with any subdivision in the City.
  4. City Council: The City Council of Midvale City Corporation, Utah.
  5. Collector Street: A street, existing or proposed which serves or is intended to serve as the principal traffic way between large and separated areas or districts and which is the main means of access to the major street system.
  6. Cul-de-sac:  A minor terminal street provided with a turnaround.
  7. Developer:  An individual, corporation or registered partnership, owning any tract, lot, or parcel of land to be developed, or a group of two or more persons owning, or considering ownership of, any tract, lot or parcel of land to be developed who have given their power of attorney to one of their group or to another individual to act on their behalf in planning, negotiating for, in representing, or executing the purposes of the development.
  8. Feeder Street:  A street, existing or proposed, which is supplementary to a collector street and of limited continuity which serves or is intended to serve the local need of the neighborhood.
  9. Major Street:  A street, existing or proposed, which serves or is intended to serve as a major traffic way as a control-access highway, major street, parkway or other equivalent term to indentify those streets comprising the basic structure of the street plan.
  10. General Plan:  A plan including maps or reports or both, which has been approved by the City Council and the Planning Commission, which helps to establish lines of current and future planned streets, roads, and highways.
  11. Minor Street:  A short terminal street, existing or proposed, which serves or is intended to serve the needs of a local area.
  12. Person:  Any individual, corporation, partnership, firm or association of individuals.
  13. Property:  Any tract, lot or parcel of land, or group of the same collected together for purposes of commercial development.
  14. Owner:  The person or persons financially responsible for the improvements being constructed, or a person or persons legally owning the property for which the improvements are being made as recorded in the County Recorder's Office.
  15. Planning Commission:  The Planning Commission of Midvale City Corporation, Utah.
Administrative Provisions
(Section 01005)
PART 1 GENERAL

1.01 GENERAL REQUIREMENTS

  1. Contractor shall comply with these administrative provisions governing providing all materials, labor, transportation, bonds, insurance and other items required to accomplish the scope of Work associated with the project as identified on the Drawings and as specified herein.
  2. Administrative provisions include, but are not limited to the following:
    • General Requirements
    • Contractor's Use of Premises
    • Owner's Furnished Services
    • Developer Furnished Services
    • Submittals
    • Quality Control
    • Permits
    • Interruption of Services
    • Warranties
    • Pre-Construction Meeting
    • Safety Requirements
    • Measurement and Payment
    • Field Engineering
  3. Contractor shall comply with the latest edition of the following requirements, in effect on the date of the Pre-Construction meeting:
    • Midvale City Corporation requirements shall govern unless otherwise specified or waived by Midvale City.
    • Applicable governing authority requirements shall govern for all Work in the Salt Lake County road right-of-way. All work within such right-of-way shall be in conformance with the applicable standards of the Salt Lake County Public Works Department.
    • Utah Department of Transportation (UDOT) Standard Specifications for Road and Bridge Construction shall govern for all Work in UDOT right-of-way. These UDOT specifications shall govern for Work within Salt Lake County right-of-way upon direction of Salt Lake County Public Works Department.
1.02 CONTRACTOR'S USE OF PREMISES

  1. Work Area:
    • Limit work and construction operations to areas owned by the Developer, within public road right-of-ways, construction or utility easements, or properties owned by Midvale City Corporation.
  2. Access:
    • Limit access to easement areas from public roads or right-of-way. Do not enter private property to gain access to easements unless property owner has given written permission to do so.
    • Contractor shall secure all permits and permissions from owners as required to gain access and perform work specified there on.
1.03 OWNER FURNISHED SERVICES

  1. Construction Staking:
    • Midvale's Engineer shall provide construction staking for water and sewer facilities.
  2. Testing Services
    • Midvale shall retain and pay for (from fees/or deposits paid to Midvale City by the Developer) the services of a Testing Laboratory to perform concrete compressive strength tests, asphaltic concrete testing and backfill compaction tests for Midvale as specified in the individual technical specification sections.
  3. Inspection Services
    • An Inspector shall be retained and paid for by Midvale City to observe the Contractor's performance. The Inspector shall have the authority to disapprove or reject Work which is determined to be defective or substandard.
    • The Inspector shall be authorized to require other inspections or testing to verify the acceptability of Work.
    • The Inspector shall not be responsible for Contractor's means, methods, techniques, sequences or procedures of construction, or the safety precautions and programs incident thereto, nor shall Inspector be responsible for Contractor's failure to perform or furnish the Work in accordance with the Contract Documents or Midvale City's requirements.
  4. Water Sampling
    • Midvale shall perform sampling of water after disinfection of piping.
    • Water samples obtained by Midvale shall be performed by a Testing Laboratory retained and paid for (from deposits paid to Midvale City by the Developer) by Midvale.

1.04 CONTRACTOR FURNISHED SERVICES

  1. Staking Services
    • Contractor shall provide staking services as follows:
      1. Subdivisions - Front lot corners
      2. Planned Unit Developments, Condominiums, Commercial Developments - Building corners and site boundaries
    • Contractor shall verify that Contractor furnished staking services have been completed and are in place prior to notifying Midvale's Engineer for staking of water and sewer facilities.
  2. Easement Descriptions
    • Contractor shall submit easement descriptions to the City Engineer and receive Engineer's approval of such easement descriptions prior to requesting staking of water and sewer facilities.
  3. The Contractor shall be responsible for furnishing all testing and staking services required to accomplish construction and to verify locations and effectiveness of construction methods. All services required for the convenience of the Developer/Contractor shall be the responsibility of the Contractor.

1.05 SUBMITTALS

  1. General Requirements
    • Submit shop drawings, manufacturer's literature, certifications, verification of conformance with specifications and other product data as indicated in individual specification sections prior to delivery of any materials or products to project site.
    • Transmittal Form: Include the following information and provisions for all submittals:
      1. Project Identification
      2. Names of contractor, subcontractor, and supplier
      3. Identify pertinent Drawing sheet/number, detail number, and/or specification section to which submittal applies.
      4. Provide space for Contractor and Engineer review stamps. Submittals which do not show evidence of Contractor's review for conformance with the Drawings and/or specifications will not be accepted.
    • Submit a minimum of five (5) copies of submittals to the office of Midvale's Engineer at:
      • Midvale City
      • 7505 S Holden Street
      • Midvale, Utah 84047
  2. Submittals, including requests for deviations from the Contract Documents, shall be fully and completely identified, and shall include written justification for such deviations as well as appropriate contract adjustment information.
  3. Upon completion of Engineer's review and return of submittals, Contractor shall revise and resubmit as required by City, identifying changes made since previous submittal.
  4. Contractor/Developer shall be solely responsible for distribution of reviewed submittals to affected Contractors, subcontractors, suppliers or others and shall be responsible for identifying any inability to comply with the submittals. Contractor/Developer shall promptly notify Engineer of any such inability to comply and shall resolve said issues prior to performing Work affected by such submittals.
  5. Product Data:
    • Contractor shall mark each copy to identify applicable products, models, options and other data and supplement manufacturer's standard data to provide information unique to the Work.
  6. Substitutions:
    • Document requests for substitution shall be with complete data substantiating compliance of proposed substitution with Contract Documents. Only one (1) request for substitution will be considered for each product.
    • Contractor's responsibility
      1. Any request for a substitution constitutes a representation by the Contractor that the following conditions apply:
        1. Conformance to Specification Requirements - the product equals or exceeds, in all respects, the product specified.
        2. Warranty - the same warranty required for the specified products will apply to the substitution.
        3. Installation shall be coordinated with the city and all changes required to perform the Work shall be made at no cost to the City.
      2. Substitution will be made only upon submission of a separate written request, including a clear description of the substitution, and when the substitution will not require substantial revision of the Contract Documents.
      3. Acceptance or rejection of a substitution shall be the sole decision of Midvale City and its Engineer. The Engineer will notify Contractor of acceptance or rejection within a reasonable time. When substitution is not accepted, originally specified product shall be provided.

1.06 QUALITY CONTROL

  1. Quality Control shall be maintained by the Contractor over the product and over services provided by suppliers and manufacturers over site conditions and workmanship at the site to insure specified quality.
  2. Industry standards shall apply except when Drawings and Specification require more rigid standards or more precise workmanship.
  3. Manufacturer's Recommendations: All materials and equipment shall be applied, installed, connected, erected, used, cleaned and conditioned in accordance with the manufacturer's recommendations.
    1. Should manufacturer's recommendations conflict with Contract Document, (contractor shall request clarification from the Engineer before proceeding).

1.07 PERMITS

  1. Contractor shall obtain and pay for all excavation and/or boring permits required from State, County, or railroad authorities, provide traffic control plans as required, and comply with all other conditions of the permitting agency.
  2. License and Permit Bonds shall not contain a cancellation clause and shall be in an amount and form as prescribed by the Midvale City.
    1. Midvale City Corporation shall require proof of insurance and copy of Contractor's license.

1.08 INTERRUPTION OF SERVICES

  1. Interruption of water service to customers of Midvale City or other water supply agencies shall be limited to four hours unless authorized by Midvale City, and shall meet the requirements of the agencies.
  2. Notice shall be given to Midvale City by the Contractor at least 48 hours before any contemplated water system shut-down, which shall be subject to the approval of Midvale City. The City may require shut-down to be between 10:00 PM and 6:00 AM.
  3. Valve Operation:
    • Areas to be shut down shall be limited by closing valves in the Midvale City water distribution system in the vicinity of the proposed shut-down.
      1. Opening and closing of existing valves shall be performed by Midvale personnel and NOT by the Contractor, except in emergencies affecting the safety of persons, the Work, or property at the site or adjacent thereto.
  4. Fire hydrants on or adjacent to the Work site shall be kept accessible to fire fighting equipment at all times.

1.09 WARRANTIES

  1. Contractor warrants and guarantees to Midvale City and its Engineer that all work is in accordance with the City's requirements and the Contract Documents, and is not defective.
  2. The correction period shall be completed within three (3) years of the date of Substantial Completion for backfill and asphaltic concrete paving in Salt Lake County and /or Utah Department of Transportation roads, as well as for all other work
  3. Correction of Defective Work:
    • If during the correction period outlined above, any Work is found to be defective, Contractor shall, promptly, without cost to Midvale City and in accordance with the City's written instructions, either correct such defective work, or, if it has been rejected by the City, remove it from the site and replace it with non-defective Work. If Contractor does not promptly comply with the terms of such instructions, or in an emergency where delay would cause serious risk of loss or damage, the City may have the defective work corrected or the rejected work removed and replaced, and all direct and indirect costs of such removal and replacement,including compensation for additional professional services, shall be paid by the Contractor.

1.10 PRE-CONSTRUCTION MEETING

  1. The Developer, the Contractor, and any necessary Subcontractors, and the City's Engineer shall attend a Pre-construction meeting with representatives of Midvale City before the Contractor or his Subcontractors commence any Work in connection with the project. Representatives of Salt Lake County, UDOT and Midvale City may also attend the Pre-construction meeting if any work is to be performed on Salt Lake County, State of Utah or other jurisdiction's rights-of-way.
  2. Attendance:
    • Contractor shall arrange the time of the meeting with the Developer and the City and shall be responsible for Subcontractor notification. The Owner will notify the Engineer, Salt Lake County and/or UDOT as appropriate.
  3. Copies of the completed Bid Schedule shall be submitted to Midvale City and the City's Engineer prior to this meeting.

1.11 SAFETY REQUIREMENTS

  1. Contractor shall initiate, maintain and supervise all safety precautions in connection with the Work in compliance with applicable Federal, State and local codes, regulations and ordinances.
  2. Contractor shall be solely responsible for conformance with all applicable regulations.

1.12 MEASUREMENT AND PAYMENT

  1. Lump Sum amounts or Unit Prices shall represent the total cost to the Owner for the Bid Schedule item, including but not limited to the following:
    • Submittals
      1. Submittals for approval
      2. Construction Record Drawings
      3. Data for Owner
    • Mobilization and Demobilization
    • Material, Labor, Overhead and Profit
  2. Lump Sum Basis:
    • No separate measurement of quantities will be made for those items of work performed on a lump sum basis, but the item shall be constructed as required to complete the Work as shown on the Drawings and as described in the Specifications, including all related items and accessories.
  3. Unit Price Basis:
    • Should the quantity of any item in the Bid Proposal be increased, the Contractor shall perform the additional work at the unit price listed in the Proposal. Should the quantity be decreased, the Contractor shall be paid for the work completed at the unit price listed in the Proposal.
  4. Application for Payment
    • In accordance with the General Conditions, submit applications for payment for review and approval.
    • Submit three copies of each application for payment under procedures set forth in accordance with the General Conditions, on Midvale City approved form.
    • Content and Format: That specified for Schedule of Values in the Bid Tabulation.

1.13 FIELD ENGINEERING

  1. Verify locations of all existing underground utilities and facilities and other items affecting the work and coordinate work with the owner of those utilities and other facilities. Call Blue-Stakes Location Service at least 48 hours before digging.
  2. Provide field engineering services as required to establish grades, lines, and levels from construction stakes in order to complete the work in accordance with these drawings and specifications.
  3. The locations of existing underground utilities depicted on the drawings shall be shown as approximate locations only. Determine the exact location of all existing utilities, whether or not shown on the drawings, before commencing work. Contractor agrees to be fully responsible for any and all damages which might be occasioned by his failure to exactly locate and preserve any and all underground utilities. If damaged or removed, the existing utility shall be restored or replaced by Contractor in as nearly the original condition and location as is reasonably possible.
  4. Locate and protect survey reference lines, bench marks and monuments provided by the Owner for the control of the work.
  5. If survey control lines and monuments are destroyed or altered as a consequence of construction, replace as directed, at no cost to the Owner.
Const. Facilities & Controls
(Section 01500)

PART 1 GENERAL

1.01 REQUIREMENTS INCLUDED

  1. Contractor shall provide all materials, labor, equipment, transportation, fees, permits and other items required to provide construction facilities and temporary controls as indicated or as required to accomplish Work of other sections of these specifications. All construction facilities and temporary controls shall be in accordance with applicable regulations and as specified herein.
  2. Construction facilities and temporary controls includes, but is not limited to the following:
    • Temporary Utilities
    • Sanitary Facilities
    • Barriers and Enclosures
    • Protection of Installed Work
    • Dust, Water and Noise Control
    • Construction Cleaning  
    • Project Identification
    • Traffic Regulation
    • Removal of Construction Facilities and Temporary Controls
1.02 RELATED REQUIREMENTS

  1. Section 01005 - Administrative Provisions.
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. American National Standards Institute (ANSI)
  3. American Society for Testing of Materials (ASTM)
  4. National Electrical Code (NEC)
  5. National Fire Protection Association (NFPA)
  6. Underwriters Laboratories (UL)
  7. Utah Occupational Safety and Health Division (UOSHD).
  8. American Association of State Highway and Transportation Officials (AASHTO)
  9. Utah Department of Transportation Standard Specifications for Roads and Bridges (UDOT)
  10. Manual of Uniform Traffic Control Devices (MUTCD)
  11. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

Not Used

1.05 QUALITY ASSURANCE

  1. Comply with federal, state, and local codes and regulations.
  2. All working conditions shall be in accordance with the "Utah Occupational Safety and Health Division", latest edition, or other Laws or Regulations which apply.
  3. Salt Lake County requirements shall govern for all work in Salt Lake County road right-of-ways:
    • All work shall conform to the applicable standards, regulations, and requirements of the Salt Lake County Public Works Department.
    • Permits shall be obtained and paid for by the Contractor.
    • License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Salt Lake County Department of Public Works, shall be provided by the Contractor in connection with excavations in Salt Lake County Right-of-Way.
  4. Utah Department of Transportation requirements shall govern for all work in Utah Department of Transportation highway right-of-ways:
    • All work shall conform to the applicable standards, regulations and requirements of the Utah Department of Transportation, including the Specifications for Excavation on State Highways.
    • Permits shall be obtained and paid for by the Contractor.
    • License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Utah Department of Transportation, shall be provided by the Contractor in connection with his excavations on Utah Department of Transportation Right-of-Way.
  5. Utah Department of Transportation requirements in Salt Lake County Roads:
    • Where reference is made to Utah Department of Transportation standards in these Specifications for work on Salt Lake County roads, the work shall conform to the applicable Utah Department of Transportation standards.
1.06 DELIVERY, STORAGE AND HANDLING

  1. Contractor shall be responsible for proper storage of all equipment and materials to be provided as part of this specification in accordance with the manufacturer's recommendations an shall be responsible for security and proper handling of such equipment and materials at the project site.
  2. Any materials lost, stolen, or damaged prior to Midvale City's final acceptance are to be replaced or repaired to the Owner's satisfaction by the Contractor at no additional cost to the Owner.
1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

Contractor shall provide all materials for accomplishing the Work of this Section in accordance with applicable standards and regulations and as specified herein.

PART 3 EXECUTION

3.01 EXAMINATION

  1. It shall be the Contractor's sole responsibility to locate all (whether or not shown on the Drawings) existing water, sanitary sewer, storm drain, gas lines, electrical and telephone conduit and other underground utilities with their existing house service connections, and all other underground structures in order that no damage or loss of service will result from interference with existing lines.
  2. Contractor shall review all available drawings, notes, and information available on the location of underground lines and structures to determine the location of existing facilities.
  3. Have an electronic pipe finder on the job at all times and mark all lines on the road ahead of the excavating machine.
  4. Blue Stakes Location Center shall be contacted 48 hours before any excavation is commenced. Phone 532-5000 for assistance.
  5. Mark with paint any existing cracks on concrete along which work will take place, in order to determine after the construction is completed whether such damage was caused by the operations of the Contractor or had occurred previously. Any concrete showing unmarked cracks upon completion of construction shall be evidence of damage caused by the Contractor, and shall be replaced or repaired to the satisfaction of the Owner of the damaged concrete, at the Contractor's sole expense.
  6. All fences removed for excavation shall be returned to their original condition except that damaged portions will be replaced with new fencing at the Contractor's expense.
  7. Obtain all required permits.
3.02 METHODS OR PROCEDURES

  1. General
    • All gas, sanitary sewer, storm drain, water and other pipelines, flumes and ditches of metal, wood or concrete, underground electrical conduits and telephone cable, and all walks, curbs, and other improvements encountered in during any excavation shall be supported, maintained and protected from injury or interruption of service until backfill is complete and settlement has taken place.
    • If any existing facility is damaged or interrupted, promptly after becoming aware thereof and before performing any Work affected thereby, identify the owner of such existing facility, and give written notice thereof to that owner and to Midvale City. Indemnify the Owner from any and all damages resulting from damaged facilities.
    • All damage, injury or loss resulting from lack of adequate protection, barricades, sheeting, bracing, and shoring shall be the responsibility of the Contractor; and the Contractor shall effect all necessary repairs or reconstruction resulting from such damage.
3.03 INSTALLATION

  1. Temporary Utilities
    • Electricity, Lighting:
      1. Provide service required for construction operations, with branch wiring and distribution boxes located to allow service and lighting by means of construction-type power cords.
      2. Provide lighting for construction operations.
      3. Existing and permanent lighting may be used during construction. Maintain lighting and make routine repairs.
    • Heat, Ventilation:
      1. Provide as required to maintain specified conditions for construction operations, to protect materials and finishes from damage due to temperature or humidity.
      2. Provide ventilation of enclosed areas to cure materials, to disperse humidity, and to prevent accumulations of dust, fumes, vapors, or gasses.
    • Telephone Service:
      1. Provide telephone service to field office if such office is required.
    • Water:
      1. Provide service required for construction operations. Extend branch piping with outlets located so that water is available by use of hoses.
      2. Should construction take place during the irrigating season, maintain the irrigation systems with temporary pipes, ditches and turnouts as required by irrigation users to deliver irrigation water to the affected properties as was being done prior to the disruption of the irrigation system(s) by the Contractor's work.
  2. Sanitary Facilities
    • Provide and maintain required facilities and enclosures.
  3. Barriers and Enclosures
    • Provide as required to prevent public entry to construction areas, to provide for Owner's use of site, and to protect existing facilities and adjacent properties from damage from construction operations.
    • Provide 6 foot high fence around construction site; equip with vehicular and pedestrian gates with locks. Construction: Commercial grade chain link fence.
    • Provide barricades and covered walkways as required by governing authorities for public rights-of-way and for public access to existing building(s).
    • Provide barriers around trees and plants designated to remain. Protect against vehicular traffic, stored materials, dumping, chemically injurious materials, and continuous running water.D. Protection of Installed Work
    • Provide temporary protection for installed products. Control traffic in immediate area to minimize damage. Repair or replace at Owner's option any installed work damaged by traffic, the public, or Work operations.
    • Prohibit traffic on restored lawn and landscaped areas.
  4. Dust, Water and Noise Control
    • Surface Water, Erosion and Sediment Control:
      1. Surface water shall be controlled so that the construction area is not allowed to become wet from runoff from adjacent areas. Surface water shall be directed away from these areas but not directed toward adjacent property, buildings, or any improvement that may be damaged by water. Surface water shall not be allowed to enter sanitary sewers.
      2. Maintain excavations free of water. Provide and operate pumping equipment.
      3. Prevent erosion and sedimentation.
      4. Provide temporary measures such as berms, dikes, and drains, to prevent water flow.
      5. All projects involving five (5) more acres of land-disturbing activity shall require an approved erosion control plan in accordance with State of Utah, Division of Water Quality UPDES requirements.
    • Dust Control:
      1. Dust control measures shall be implemented by application of water to all work areas, storage areas, haul and access roads, or other areas affected by construction.
      2. All work shall be in compliance with the Federal, State, and local air pollution standards, and not cause a hazard or nuisance to personnel and the public in the vicinity of the work.
      3. Provide and operate at least 1 mobile tank sprinkling unit or other positive means to prevent air-borne dust from dispersing into atmosphere.
      4. Other methods of dust control for haul and access roads may include chemical treatment, light bituminous treatment or other method as approved by the Engineer.
      5. Execute work by methods to minimize raising dust from construction operations. 3. Noise Control:
      6. Execute construction between the hours of 8:00 A.M. and 5:00 P.M. unless otherwise approved by Owner.
  5. Project Identification
    • Provide 8x6 foot Project identification sign of wood frame and exterior grade plywood construction, painted, with exhibit lettering by professional sign painter, to Architect/Engineer's design and colors. List title of Project, names of Owner, Architect/Engineer, Contractor and major subcontractors.
    • Erect on site at location established by Architect/Engineer.
  6. Traffic Regulation
    • Control vehicular parking to prevent interference with public traffic and parking, access by emergency vehicles, and Owner's operations.
    • Monitor parking of construction personnel's vehicles. Maintain vehicular access to and through parking areas.
    • Prevent parking on or adjacent to access roads or in non-designated areas.
    • Provide trained and equipped flagmen to regulate traffic when construction operations or traffic encroach on public traffic lanes. Provide control in accordance with local authority having jurisdiction.
    • Use flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic.
    • Consult with authorities, establish public thoroughfares to be used for haul routes and site access.
    • Confine construction traffic to haul routes and designated construction limits.
    • Provide traffic control at critical areas of haul routes to regulate traffic, to minimize interference with public traffic.
    • At approaches to site and on site, install at crossroads, detours, parking areas, and elsewhere as needed to direct construction and affected public traffic.
    • Relocate as Work progresses, to maintain effective traffic control.
    • Maintain traffic flow to private driveways during entire contract period.
    • Post-mounted traffic control and informational signs, traffic cones and drums, flagman equipment: As approved by local jurisdictions.
    • Where local jurisdictions have no requirements, construct and erect according to "Manual on Uniform Traffic Control Devices for Streets and Highways" (MUTCD).
    • Remove equipment and devices when no longer required. Repair damage caused by installation. Remove post settings to a depth of 3 feet.
  7. Field Office
    • Office: Weather-tight, with lighting, electrical outlets, heating, and ventilating equipment, and equipped with furniture. Provide, in addition, space for Project meetings, with table and chairs to accommodate 6 persons.
3.04 PROTECTION

  1. General
    • Contractor shall protect and maintain all temporary controls and construction facilities to insure that safety of workmen and the public are protect. Promptly replace any controls or facilities if damaged, lost or stolen.
3.05 TESTING

Not Used

3.06 CLEANING

  1. Construction Cleaning
    • All public and private areas used as haul roads shall be continuously maintained and cleaned of all construction caused debris such as mud, sand, gravel, soils, pavement fragments, sod, etc. Care shall be taken to prevent spillage on haul routes. Any such spillage shall be removed immediately and the area cleaned.
    • Public roads shall be maintained in accordance with applicable ordinances and regulations.
    • Throughout all phases of construction, including suspension of work, and until final acceptance of the project, the Contractor shall keep the work site clean and shall remove daily all refuse, dirt, damaged materials, unusable materials, and all other trash or debris that he has created from his construction activities.
    • Materials and equipment shall be removed from the site as soon as they are no longer necessary; and upon completion of the work and before final inspection, the entire worksite shall be cleared of equipment, unused materials, and rubbish so as to present a satisfactory clean and neat appearance. All cleanup costs shall be included in the Contractor's Bid.
  2. Removal of Facilities and Controls
    • Remove temporary materials, equipment, services, and construction prior to Substantial Completion inspection.
    • Clean and repair damage caused by installation or use of temporary facilities. Remove underground installations to a depth of 2 feet; grade site as indicated. Restore existing facilities used during construction to specified, or to original, condition.
Excavating, Backfilling & Compacting
(Section 02220)
PART 1 GENERAL

1.01 WORK INCLUDED

  1. Contractor shall provide all materials, labor, equipment, transportation and other items required to perform excavation, backfilling and compaction Work as indicated or as required to accomplish Work of other sections of these specifications. All excavation, backfilling and compaction Work shall be in accordance with applicable regulations and as specified herein.
  2. Excavating, backfilling and compaction includes, but is not limited to the following:
    • Preparation
    • Excavation, backfilling and compaction
    • Dewatering and/or runoff control measures
    • Trench shoring
    • Clean up, protection, maintenance
1.02 RELATED WORK

  1. Section 01005 - Administrative Provisions
    • Warranty requirements.
  2. Section 02590 - Restoration of Existing Improvements
    • Restoration of surfaces or facilities lost, damaged or displaced as a result of Work included in this section.
  3. Section 02665 - Potable Water Distribution Systems
    • Trench excavation, bedding, backfill and compaction requirements.
  4. Section 02730 - Sanitary Sewage Systems
    • Trench excavation, bedding, backfill and compaction requirements.
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. Utah Occupational Safety and Health Division (UOSHD).
  3. American Association of State Highway and Transportation Officials (AASHTO):
  4. American Society for Testing and Materials (ASTM)
  5. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

  1. Submit evidence of materials conformance with applicable requirements as well as these specifications.
1.05 QUALITY ASSURANCE

  1. Comply with federal, state, and local codes and regulations.
  2. All working conditions shall be in accordance with the "Utah Occupational Safety and Health Division", Safe Practices for Excavation & Trenching Operations, latest edition, or other Laws or Regulations which apply.
  3. Salt Lake County requirements shall govern for all work in Salt Lake County road right-of-ways:
    • All work shall conform to the applicable standards, regulations, and requirements of the Salt Lake County Public Works Department.
    • Permits shall be obtained and paid for by the Contractor.
    • License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Salt Lake County Department of Public Works, shall be provided by the Contractor in connection with his excavations in Salt Lake County Right-of-Way.
  4. Utah Department of Transportation requirements shall govern for all work in Utah Department of Transportation highway right-of-ways:
    • All work shall conform to the applicable standards, regulations and requirements of the Utah Department of Transportation, including the Specifications for Excavation on State Highways.
    • Permits shall be obtained and paid for by the Contractor.
    • License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Utah Department of Transportation, shall be provided by the Contractor in connection with his excavations on Utah Department of Transportation Right-of-Way.
  5. Utah Department of Transportation requirements in Salt Lake County Roads:
    • Where reference is made to Utah Department of Transportation standards in these Specifications for work in Salt Lake County roads, the work shall conform to the applicable Utah Department of Transportation standards.
  6. Extended Warranty Period for work in Salt Lake County and Utah Department of Transportation roadways, shall apply.
1.06 DELIVERY, STORAGE AND HANDLING

Not Used

1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

Materials suppliers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.

2.02 FOUNDATION MATERIALS
  1. All foundation materials shall be free from alkali, salt, and petroleum products, roots, sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other material that in the opinion of the Engineer may be objectional or deleterious.
  2. Undisturbed soil foundation material:
    • Shall be natural trench bottom soil unless unable to adequately support pipe or structures.
    • Shall not be lumpy or frozen.
  3. Gravel:
    • Shall be hard, durable, broken stone or slag.
    • Shall be graded within the following limits:
Sieve % Passing
1" 100
3/4" 85-100
1/2" 20-40
No. 4 10-20

2.03 BEDDING MATERIALS
  1. Sand Bedding Material:
    • Shall be free from alkali, salt, and petroleum products, roots, sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other material that in the opinion of the Engineer may be objectional or deleterious.
    • Graded within the following limits:
Sieve % Passing
3/4" 100
No. 4 80-100
No. 10 30-50
No. 40 10-30
No. 200 0-15

2.04 BACKFILL MATERIALS

  1. Granular backfill:
    • Shall be readily compactable and shall be free from alkali, salt, and petroleum products, roots, sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other material that in the opinion of the Engineer may be objectional or deleterious.
    • Graded within the following limits:
Sieve % Passing
3 inch 100
No. 10 50 max.
No. 40 30 max.
No. 200 15 max.
    • May be select material from excavation if it will meet all requirements of granular backfill, including compaction requirements as specified for type of surface improvement above trench.
  2. Excavated Soil Backfill Material:
    • Shall be free from alkali, salt, and petroleum products, roots, sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other material that in the opinion of the Engineer may be objectional or deleterious.
    • Shall be select material from excavation, with no particle larger than 4 inches in diameter.
    • Use on-site materials only if specified compaction requirements can be met.
PART 3 EXECUTION

3.01 EXAMINATION

  1. It shall be the Contractor's sole responsibility to locate all (whether or not shown on the Drawings) existing water, sanitary sewer, storm drain, and gas lines, electrical and telephone conduit and other underground utilities with their existing house service connections, and all other underground structures in order that no damage or loss of service will result from interference with existing lines.
  2. Review all available drawings, notes, and information on the location of these underground lines and structures in determining the location of the existing facilities.
  3. Have an electronic pipe finder on the job at all times and mark all lines on the road ahead of the excavating machine.
  4. Blue Stakes Location Center shall be contacted 48 hours before any excavation is commenced. Phone 532-5000 for assistance.
  5. Mark with paint any existing cracks on concrete along which work will take place, in order to determine after the construction is completed whether such damage was caused by the operations of the Contractor or had occurred previously. Any concrete showing unmarked cracks upon completion of construction shall be evidence of damage caused by the Contractor, and shall be replaced or repaired to the satisfaction of the Owner of the damaged concrete, at the Contractor's sole expense.
  6. All fences removed for excavation shall be returned to their original condition except that damaged portions will be replaced with new fencing at the Contractor's expense.
  7. Obtain all required permits.
3.02 METHODS AND PROCEDURES

  1. General Requirements
    1. All gas, sanitary sewer, storm drain, water and other pipelines, flumes and ditches of metal, wood or concrete, underground electrical conduits and telephone cable, and all walks, curbs, and other improvements encountered in excavating trenches carefully shall be supported, maintained and protected from injury or interruption of service until backfill is complete and settlement has taken place.
    2. If any existing facility is damaged or interrupted, promptly after becoming aware thereof and before performing any Work affected thereby, identify the owner of such existing facility, and give written notice thereof to that owner and the Owner and Engineer. Indemnify the Owner from any and all damages resulting from damaged facilities.
    3. All damage, injury or loss resulting from lack of adequate sheeting, bracing, and shoring shall be the responsibility of the Contractor; and the Contractor shall effect all necessary repairs or reconstruction resulting from such damage.
    4. The trenches shall not be backfilled until the utilities systems as installed conform to the requirements of the Drawings and Specifications. Where, in the opinion of the Engineer, damage is likely to result from withdrawing sheeting, the sheeting shall be left in place.
    5. Trenches shall be backfilled to the proper surface with material as shown or specified. Trenches improperly backfilled shall be reopened to the depth required for correction, then refilled and compacted as specified, or the condition shall be otherwise corrected as approved.
    6. Care shall be exercised so that when backfilling is complete and settlement has taken place, all existing pipes, flumes, ditches, conduits, cables, walks, curbs, and other improvements will be on the same alignment and grade as they were before work commenced.
    7. Compaction shall be the responsibility of the Contractor. He shall select the methods to be used and carefully perform the work of backfilling and compaction so as to prevent damage to new or existing piping. Any new or existing piping damaged during the Contractor's work shall be replaced as directed by the Engineer with new piping.
3.03 INSTALLATION

  1. Excavation
    • Excavation for pipe lines, concrete valve boxes, manholes and appurtenant structures shall include the work of removing all earth, sand, gravel, quicksand, stone, loose rock, solid rock, clay, shale, cement, hardpan, boulders, and all other materials necessary to be moved in excavating the trench for the pipe; maintaining the excavation by shoring, bracing, and sheeting or well pointing to prevent the sides of the trench from caving in while pipe laying is in progress; and removing sheeting from the trench after pipe has been laid.
    • Trench support system shall be suitable for the soil structure, depth of cut, water content of soil, weather conditions, superimposed loads, vibration. Contractor may select one of the following methods of ensuring the safety of workers in the trench, as approved by the Utah State Industrial Commission or its safety inspectors:
      1. Sloping sides of trench to the angle of repose at which the soil will remain safely at rest.
      2. Shoring trench sides by placing sheeting, timber shores, trench jacks, bracing, piles, or other materials to resist pressures surrounding the excavation.
      3. Using a movable trench box built-up of steel plates and a heavy steel frame of sufficient strength to resist the pressures surrounding the excavation.
    • Trenches shall be of the necessary width for proper laying of pipe. Care shall be taken not to overexcavate. The bottom of the trenches shall be accurately graded to provide uniform bearing and support for each section of the pipe along the entire length of the barrel of the pipe.
    • Trenches shall be excavated to the depths shown on the Drawings, including any required allowances for the sewer rock foundation, when required, and for other pipe bedding requirements.
    • Minimum cover over the top of the pipe, including any paving, shall be as follows:
      1. Water supply piping: 3.5 feet minimum from finish grade.
    • Grading of trenches shall be performed to avoid interference of water and sewer lines with other underground utilities and structures:
      1. Water supply piping: Unless otherwise indicated, trenches shall be graded to avoid high points with the necessity of placing vacuum and relief valves in the water lines.
    • The width of trench, measured at the top of the pipe, shall be as narrow as possible but not wider than 15 inches on each side of sewer or water pipe.
    • Excavation for manholes, concrete valve boxes, and similar structures shall be sufficient to leave at least 12 inches in the clear between the outer surfaces and the embankment or timber that may be used to hold and protect the banks.
    • Excess materials shall be hauled away from the construction site or otherwise disposed of by the Contractor as approved by the Engineer.
  2. Backfilling
    • Materials for trench backfill shall be as shown on the Drawings.
    • Pipe bedding:
      1. Consists of preparing an acceptable pipe foundation, excavating the pipe groove in the prepared foundation and backfilling from the foundation to 12 inches above the top of the pipe. All piping shall be protected from lateral displacement and possible damage resulting from impact or unbalanced loading during backfilling operations by being adequately bedded.
      2. Pipe foundation: Shall consist of natural soil in the bottom of the trench, or a built-up foundation if conditions so warrant. Wherever the trench subgrade material does not afford a sufficiently solid foundation to support the pipe and superimposed load, and where groundwater must be drained, the trench shall be excavated below the bottom of the pipe to such depth as may be necessary, and this additional excavation filled with clean, compacted sewer rock.
      3. A pipe groove shall be excavated in the pipe foundation to receive the bottom quadrant of the pipe so that the installed pipe will be true to line and grade. Bell holes shall be dug after the trench bottom has been graded. Bell holes shall be excavated so that only the barrel of the pipe bears on the pipe foundation.
      4. Pipe bedding from pipe foundation to 12 inches above top of pipe: Materials shall be deposited and compacted in layers not to exceed 8 inches in uncompacted depth. Deposition and compaction of bedding materials shall be done simultaneously and uniformly on both sides of the pipe. All bedding materials shall be placed in the trench with hand tools or other approved method in such a manner that they will be scattered alongside the pipe and not dropped into the trench in compact masses. Materials used shall be as shown in the Typical Trench Section in the Drawings and as specified in Part 2.
    • Each lift shall be evenly spread and moistened or dried by disk harrowing or other means so that the required density will be produced.
    • Backfill around valves with Granular Backfill Material.
  3. Compaction
    • Backfill Compaction Requirements:
      1. Under pavements, or other surface improvements, the average density shall be 96% of laboratory maximum density with no individual test lower than 92% of the laboratory maximum density, as determined by AASHTO Designation T-180 (ASTM D-1557).
      2. In shoulders and other unimproved areas, the average density shall be 90% of laboratory maximum density with no individual test lower than 86% of the laboratory maximum density, as determined by AASHTO Designation T-180 (ASTM D-1557).
    • Compaction shall be performed in strict accordance with the manufacturer's recommendations for each type of pipe.
    • Mechanical compaction: Shall be accomplished by the use of sheeps-foot rollers, pneumatic tire rollers, vibrating rollers, or other mechanical tampers of a size and type necessary to achieve the required degree of compaction.
    • Dewatering
      1. The Contractor shall do all pumping, shall build all drains and do all the work necessary to keep the trench and pipes free from water during the progress of the work.
      2. In wet trenches, a channel shall be kept open along the side of the pipe for conducting the water to a sump hole, from which it shall be pumped out of the trench. No water shall be allowed to enter the pipe.
3.04 PROTECTION

  1. Provide barricades and restrict access as appropriate to prevent damage to Work in place.
  2. Contractor shall be responsible for protection of Work in place against displacement, damage, or loss until Owner's acceptance. Any work and subsequently damaged, lost or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost.
3.05 CLEANING

  1. Thoroughly clean, rake, wash, flush or sweep as required to clean adjacent improvements of materials covered as part of this Work prior to submitting for Owner's acceptance.
  2. Contractor shall provide all labor, equipment, materials and other items as required to perform clean up as required by the Owner, adjacent property owners and other jurisdictions.
  3. Finish grading of areas affected by this Work shall be required as part of clean up.
  4. The roadway including shoulders, slopes, ditches, and borrow pits shall be smoothly trimmed, and shaped by machinery, or other satisfactory methods, to the lines, grades and cross-sections, as established, and shall be so maintained until accepted. Any surplus material not suitable for spreading along the road to widen the existing shoulder or raise the grade shall be disposed of as specified above.
3.06 TESTING

  1. The Owner shall employ a testing laboratory to perform field and laboratory density tests, except that the Contractor shall make such additional tests, at his expense, as deemed necessary by him to assure that the work of compaction is performed properly, determine any adjustments in compacting equipment, thickness of layers, moisture content and compactive effort or other means necessary to obtain the specified minimum relative density. Provide access to the work and all men and machinery necessary to aid the testing laboratory personnel in performing field density tests or taking samples for laboratory tests. In general, tests and samples shall be made as the work proceeds.
  2. The Owner shall have testing laboratory perform maximum density tests on materials to be compacted from samples submitted by Contractor taken from locations selected by the Engineer.
  3. The Owner shall have testing laboratory perform field density tests of compacted backfill materials. The approximate location and number of such tests shall be as shown on the drawings, as described in the Bid Form, or as selected by the Engineer. Field density tests shall be taken as follows:
    • In planted or unimproved areas:
      1. 18" above the top of the pipe
      2. Finished grade
    • In streets, roads, parking lots or other paved areas:
      1. 18" above the top of the pipe
      2. 24" to 36" below the gravel road base
      3. Gravel road base subgrade
      4. Top of gravel road base
      5. Top of bituminous surface course
  4. Copies of test results prepared by the testing laboratory shall be transmitted to the Contractor at the same time they are transmitted to the Engineer.
  5. Successful performance of compaction at the location of the field density test shall not relieve the Contractor of his responsibility to meet the specified density requirements for the complete project.
Base Course
(Section 02230)

PART 1 GENERAL

1.01 WORK INCLUDED

  1. Contractor shall provide all materials, labor, tools, equipment, fees, permits, transportation and other items required to furnish and install base course materials as indicated or as required to accomplish Work of other sections of these specifications. Base course Work shall include, but not be necessarily limited to the following:.
    • Subgrade preparation to lines and grades shown on the plan.
    • Place, grade and compact base and sub-base course materials.
    • Dust and surface water control.

1.02 RELATED WORK

  1. Section 02220 - Excavating, Backfilling and Compaction
    • Subgrade preparation and compaction requirements
  2. Section 02511 - Asphaltic Concrete Paving
  3. Section 02513 - Concrete Sitework
    • Curbs, Walks and Driveway Aprons
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. American Society for Testing Materials (ASTM).
  3. American Association of Safety and Highway Transportation Officials (AASHTO)
  4. Utah Occupational Safety and Health Division (UOSHD)
  5. Utah Department of Transportation (UDOT)
  6. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

  1. Submit evidence of materials conformance with applicable requirements as well as these specifications.
1.05 QUALITY ASSURANCE

  1. Comply with federal, state, and local codes and regulations.
  2. All working conditions shall be in accordance with the "Utah Occupational Safety and Health Division", Safe Practices for Excavation & Trenching Operations, latest edition, or other Laws or Regulations which apply.
  3. Salt Lake County requirements shall govern for all work in Salt Lake County road right-of-ways:
    • All work shall conform to the applicable standards, regulations, and requirements of the Salt Lake County Public Works Department.
    • Permits shall be obtained and paid for by the Contractor.
    • License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Salt Lake County Department of Public Works, shall be provided by the Contractor in connection with excavations in Salt Lake County Right-of-Way.
  4. Utah Department of Transportation requirements shall govern for all work in Utah Department of Transportation highway right-of-ways:
    • All work shall conform to the applicable standards, regulations and requirements of the Utah Department of Transportation, including the Specifications for Excavation on State Highways.
    • Permits shall be obtained and paid for by the Contractor.
    • License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Utah Department of Transportation, shall be provided by the Contractor in connection with his excavations on Utah Department of Transportation Right-of-Way.
  5. Utah Department of Transportation requirements in Salt Lake County Roads:
    • Where reference is made to Utah Department of Transportation standards in these Specifications for work in Salt Lake County roads, the work shall conform to the applicable Utah Department of Transportation standards.
  6. Extended Warranty Period for work in Salt Lake County and Utah Department of Transportation roadways shall apply.
1.06 DELIVERY, STORAGE AND HANDLING

  1. All base course materials shall be hauled, delivered, stored and handled in such a manner as to prevent contamination of base course material.
1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

  1. Materials suppliers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.
2.01 BASE COURSE MATERIAL

  1. Road Base for Concrete Curb and Gutter, and Waterways.
    • Unwashed, hard, durable, angular pit run gravel or crushed natural stone.
    • Shall be free from shale, silt, clay, loam, friable or soluble materials.
    • Shall be free from noticeable concentrations of alkali, salt, and petroleum products, all roots, sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other material that, in the opinion of the Engineer, is objectional or deleterious.
    • Shall be graded within the following limits:
      • Sieve Size Percent Passing By Weight
      • 1" 100
      • 3/4" 90-100
      • 1/2" 30-60
      • 3/8" 0-20
      • #4 0-5
  2. Road Base for Pavement Preparation:
    • Shall be untreated natural stone
    • Shall not be lumpy or frozen.
    • Shall be free from noticeable concentrations of alkali, salt, shale, and petroleum products, all roots, sod, limbs, and other vegetative matter, slag, cinders, ashes and rubbish, or other material that, in the opinion of the Engineer, is objectional or deleterious.
    • Shall be graded within the following limits:
      • Sieve Size Percent Passing By Weight
      • 1" 100
      • 1/2" 70-100
      • No. 4 41-68
      • No. 16 21-41
      • No. 40 10-27
      • No. 200 4-13
PART 3 EXECUTION

3.01 EXAMINATION

  1. It shall be the Contractor's sole responsibility to locate all (whether or not shown on the Drawings) existing water, sanitary sewer, storm drain, and gas lines, electrical and telephone conduit and other underground utilities with their existing house service connections, and all other underground structures in order that no damage or loss of service will result from interference with existing lines.
  2. Review all available drawings, notes, and information on the location of these underground lines and structures in determining the location of the existing facilities.
  3. Have an electronic pipe finder on the job at all times and mark all lines on the road ahead of the excavating machine.
  4. Blue Stakes Location Center shall be contacted 48 hours before any excavation is commenced. Phone 532-5000 for assistance.
  5. Mark with paint any existing cracks on concrete along which work will take place, in order to determine after the construction is completed whether such damage was caused by the operations of the Contractor or had occurred previously. Any concrete showing unmarked cracks upon completion of construction shall be evidence of damage caused by the Contractor, and shall be replaced or repaired to the satisfaction of the Owner of the damaged concrete, at the Contractor's sole expense.
  6. All fences removed for excavation shall be returned to their original condition except that damaged portions will be replaced with new fencing at the Contractor's expense.
  7. Obtain all required permits.

3.02 METHODS AND PROCEDURES

  1. General Requirements
    • All gas, sanitary sewer, storm drain, water and other pipelines, flumes and ditches of metal, wood or concrete, underground electrical conduits and telephone cable, and all walks, curbs, and other improvements encountered in excavating for base course shall be supported, maintained and protected from injury or interruption of service until installation is complete
    • If any existing facility is damaged or interrupted, promptly after becoming of the same and before performing any Work affected thereby, identify the owner of such existing facility, and give written notice thereof to that owner and Midvale City.
    • All damage, injury or loss resulting from lack of adequate sheeting, bracing, and shoring shall be the responsibility of the Contractor; and the Contractor shall effect all necessary repairs or reconstruction resulting from such damage.
3.03 INSTALLATION

  1. Preparation of Subgrade
    • Prior to placing base course materials, the subgrade shall be scarified to a depth of not less than 6", moistened or dried to optimum moisture content, and compacted to at least 96% maximum Modified Proctor Density as determined in accordance with ASTM D1557 (AASHTO T-180), and shall be within 2% of optimum moisture content.
    • The subgrade shall then be proof rolled in the presence of the Engineer by passing loaded rubber-tired construction equipment uniformly over the surface at a constant rate. At least two (2) passes shall be made over all subgrade areas.
    • If excessively soft, loose, or disturbed soils are encountered, they shall be removed as directed by the Engineer to a maximum depth of two feet (2') and replaced and recompacted to 96% maximum Modified Proctor Density using approved subgrade stabilizing material.
    • Ensure subgrade is to required lines and elevations.
  2. Placement of Base Course
    • Protect against "pumping" moisture to surface by limiting travel on exposed subgrade. Where it is determined by the Owner that construction vehicle traffic (other than proof rolling) has caused subgrade instability, remove disturbed soils and replace with sand backfill at no additional cost to the Owner.
    • Apply water soluble herbicide for nonselective control of annual and perennial weeds in strict accordance with manufacturers instructions and all laws and regulations.
    • Place base course material on the prepared and accepted subgrade. The material shall be back-dumped and spread in a uniform lift thickness.
    • Handle and spread materials in a manner that will prevent segregation of sizes. When vibrating or other acceptable types of compaction equipment are used, the entire course may be placed in one layer, provided the ability of the equipment to achieve specified compaction to the full layer depth is demonstrated. In no case shall compacted lift thickness be greater than 8".
    • When base course is constructed in more than one layer, the previously placed layer shall be cleaned of loose and foreign matter. Upper layer of base course shall not be less than 1-1/2", nor shall fine materials be added to reach final grade.
    • Overstressing the subgrade soil and base course shall be avoided by utilizing equipment in spreading and dumping that exerts only moderate pressures on the soil. Avoid excessive travel on lower base course lifts. Severe rutting, cracking or yielding is an indication of overstressing the soil. Any ruts or cracks which develop in the base course during spreading or compacting shall be repaired as directed at no additional cost to Owner.
    • Base course shall be compacted to no less than 96% maximum Modified Proctor Density, as determined by ASTM D1557 (AASHTO T-180). Moisture content shall be maintained to within 1.5% of optimum throughout placing and compaction operations.
      1. Compaction shall always be commenced along the edge of the area to be compacted and the roller shall gradually advance toward the center of the area to be compacted.
      2. Compaction equipment shall be operated along lines parallel or concentric with the centerline of the road being constructed, and no material variation therefrom will be permitted.
    • Base course shall be substantially true to line and grade as indicated on the drawings. The surface shall be within 1/2" of required grade. Completed thickness of base course shall be within 1/2" of indicated thickness, with average thickness not less than that indicated.
    • The top surface of compacted base course shall be finished by blading or rolled with equipment designed for that purpose.
    • Temporary Graded Surface
      1. When allowed by the local jurisdiction having authority, where trenches are excavated in paved traffic lanes, the surface course may be temporarily replaced by a surface consisting of base course material. The base course shall be removed and replaced with pavement as soon as conditions permit, or as required by local jurisdiction having authority.
      2. The surface shall be maintained to provide for a smooth flow of traffic without holes, bumps, etc., until final acceptance of the work.
  3. Dust and Surface Water Control
    • Dust control measures shall be implemented by application of water to all work areas, storage areas, haul and access roads, or other areas affected by work.
    • All work shall be in compliance with the Federal, State and local air pollution standards, and not cause a hazard or nuisance to personnel and the public in the vicinity of the work.
    • Provide and operate at least one (1) mobile tank sprinkling unit during the contract period.
    • Other methods of dust control for haul and access roads may include chemical treatment, light bituminous treatment or other method as approved by the Owner.
    • Surface water shall be controlled to the extent that the areas to receive pavement, walks or slabs are not allowed to become wet from runoff from adjacent areas. Surface water shall be directed away from these areas but not directed toward adjacent property, buildings, or any improvement that may be damaged by water. Surface water shall not be allowed to enter sanitary sewers.
3.04 PROTECTION

  1. Provide barricades and restrict access as appropriate to prevent damage to Work in place.
  2. Contractor shall be responsible for protection of Work in place against displacement, damage, or loss until Owner's acceptance. Any work and subsequently damaged, lost or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost.
3.05 TESTING

  1. Testing and inspection of placed Base Course will be provided by the Owner. Tests provided by the Owner are as follows:
    • Item Type Frequency
    • Base Course Aggregate Sampling ASTM D75 Each day or 1 test/500 sq. yd., or as required.
    • Atterberg Limits ASTM D2419, As required
    • D423, and D424
    • Sieve Analysis ASTM C136 As required
    • Bearing Ratio ASTM D1883 As required
    • Maximum Density ASTM D1557, As required
    • Method D
    • In-place Density ASTM D2167, As required
    • D2922 and D3017
  2. If tests indicate that sub-base and/or base course do not meet specified requirements, remove defective work, replace and retest at no cost to Owner.
3.06 CLEANING

  1. Thoroughly clean, rake, wash, flush or sweep as required to clean adjacent improvements of materials covered as part of this Work prior to submitting for Owner's acceptance.
  2. Contractor shall provide all labor, equipment, materials and other items as required to perform clean up as required by the Owner, adjacent property owners and other jurisdictions.
  3. Finish grading of areas affected by this Work shall be required as part of clean up.
Asphaltic Concrete Paving
Section 02511
PART 1 GENERAL

1.01 WORK INCLUDED

  1. Contractor shall provide all materials, labor, tools, equipment, fees, permits, transportation and other items required to furnish and install asphaltic concrete paving as indicated or as required to accomplish Work of other sections of these specifications. Asphaltic concrete paving Work shall include, but not be necessarily limited to the following:.
    • Proof roll base course to reveal soft and yielding spots.
    • Place and compact asphaltic concrete paving.
    • Pavement Markings.
    • Protection of newly placed pavement.
1.02 RELATED WORK

  1. Section 01500 - Construction Facilities and Temporary Controls:
    • For traffic regulation and barricades.
  2. Section 02230 - Base Course
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. Utah Occupational Safety and Health Division (UOSHD).
  3. American Association of State Highway and Transportation Officials (AASHTO):
  4. American Society for Testing and Materials (ASTM)
  5. State of Utah Standard Specifications for Road and Bridge Construction (UDOT)
  6. The Asphalt Institute (AI)
  7. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

  1. Submittals shall include, but not necessarily be limited to the following:
    • An asphaltic concrete paving mix design prepared by certified laboratory and materials certificates signed by material producer and Contractor, certifying that each material item complies with, or exceeds, specified requirements and shall be submitted for review and approval at least two weeks prior to commencement of the work.
    • Written certification of compliance for pavement marking paint.
1.05 QUALITY ASSURANCE

  1. Do not place asphaltic concrete paving when the air temperature in the shade and/or the roadbed temperature is below 50 F, or during rain, when the base course surface is wet, or during other adverse weather conditions.
  2. Do not place tack coat when air temperature in the shade and the roadbed temperature are below 50F, or during rain, fog, or other adverse weather conditions.
  3. All work shall be performed by experienced and qualified workmen with equipment standard in the industry.
  4. Approval by Engineer of sources of supply of materials shall be obtained prior to delivery of materials.
  5. Comply with federal, state and/or local codes and regulations.
1.06 DELIVERY, STORAGE AND HANDLING

  1. Contractor shall be responsible for proper storage of all equipment and materials to be provided as part of this specification in accordance with the manufacturer's recommendations and shall be responsible for security and proper handling of such equipment and materials at the project site.
  2. Any materials lost, stolen, or damaged prior to Owner's final acceptance are to be replaced or repaired to the Owner's satisfaction by the Contractor at no additional cost to the Owner.
1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

  1. Materials suppliers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.
2.02 MATERIALS

  1. Asphaltic cement:
    • Viscosity Graded original, AC 10, conforming to requirements of ASTM D 3381 (AASHTO M 226, Table 2), and Section 704.03 State of Utah Standard Specifications for Road and Bridge Construction.
    • Shall not foam when heated to 350 F.
  2. Mineral aggregate:
    • Shall consist of crushed stone, crushed gravel, or crushed slag, or a combination thereof; free of clay, silt, organic matter or other deleterious materials.
    • Gradation shall be in accordance with the following:
      1. Asphaltic concrete surface course:
        • Sieve Size Percent Passing
        • by Weight
        • 1/2" 100
        • #4 55 - 85
        • #16 24 - 38
        • #50 9 - 21
        • #200 4 - 8
      2. Asphaltic concrete base course:
        • Sieve Size Percent Passing
        • by Weight
        • 3/4" 100
        • 3/8" 75 - 91
        • #4 60 80
        • #16 28 48
        • #50 11 23
        • #200 5 9
    • Course aggregate, retained on the No. 4 sieve shall consist of clean, hard, rough, durable and sound fragments, with not less than 50 percent of particles by weight with at least one mechanically fractured face or clean angular face.
    • Fine aggregate passing the No. 4 sieve may be either a natural or manufactured product. The aggregate shall be clean, hard grained and moderately sharp, and shall contain not more than 2 percent by weight of vegetable matter or other deleterious substances.
    • That portion of the fine aggregate passing the No. 40 sieve shall be nonplastic when tested in accordance with ASTM D 424.
    • The weight of minus 200 mesh material retained in the aggregate, as determined by the difference in percent passing a No. 200 sieve by washing and dry sieving without washing, shall not exceed 6 percent of the total sample weight. That portion of fine aggregate passing the No. 200 sieve shall be determined by washing with water in accordance with ASTM C 117.
    • The aggregate shall be of uniform density and quality and shall have a rodded weight of not less than 100 pounds per cubic foot when tested in accordance with ASTM C 29.
    • The aggregate shall have a percentage of wear not exceeding forty when tested in accordance with ASTM C 131 and C 535.
    • The aggregate shall have a weighted loss not exceeding 12 percent by weight when subject to five cycles of sodium sulfate and tested in accordance with ASTM C 88, D 1073, and D 692.
2.03 ASPHALTIC CONCRETE PAVING MIXTURE

  1. Combine mineral constituents and asphalt cement in proportions per mix design at a central plant to produce an asphaltic concrete pavement mix.
  2. Mix design shall be based on the Marshall Method. The combined mineral aggregate plus any approved additives when mixed with the asphaltic cement in accordance with ASTM D 1559 shall conform to the following requirements:
    • Marshall Stability: 1200 pounds minimum
    • Flow (0.01 inch): 10 18
    • Voids Content: 1.5% to 3%
    • Asphaltic Cement Content: 5% to 6% by weight
  3. The asphaltic cement shall be heated at the mixing plant to a temperature at which it can be applied uniformly to the aggregate.
  4. Coarse and fine aggregate shall be stored separately at the mixing plant in a manner that will prevent intermingling.
  5. When it is necessary to blend aggregates from one or more sources to produce the combined gradation, each source or size of aggregate shall be stockpiled individually. Aggregate from the individual stockpiles shall be fed through separate bins to the cold elevator feeders. They shall not be blended in the stockpile.
  6. Cold aggregates shall be fed carefully to the plant so that surpluses and shortages will not occur and cause breaks in the continuous operation.
  7. The aggregate shall be dried and heated to provide a paving mixture temperature in conformance with placing conditions, but not to exceed 163 C (325 F).
  8. The heated and dried aggregates shall not contain enough moisture to cause the mixture to slump, the asphalt to foam, or the aggregate to segregate during hauling and placing.
  9. The shortest mixing time consistent with satisfactory coating of the aggregate shall be used. The mineral aggregate shall be considered satisfactorily coated with asphaltic cement when all of the particles passing the No. 4 sieve and 96 percent of the particles retained on the No. 4 sieve are coated with asphaltic cement. The required mixing time, as determined above, shall be in accordance with ASTM D 2489.
  10. If a dryer drum mixing process is used, the mineral aggregate shall be considered satisfactorily coated with asphaltic cement when all of the particles passing the No. 4 sieve and 98 percent of the particles retained on the No. 4 sieve are coated with asphaltic cement. The moisture content of the asphaltic cement sampled behind the laydown machine prior to compaction shall not exceed 1 percent by weight.
2.04 TACK COAT

  1. Cut back asphalt RC or MC 70 or 250.
2.05 MARKING PAINT

  1. Alkyd resin, white in color (No. 780), factory mixed, quick drying, and non bleeding, complying with Section 713.07 of the Utah State Department of Transportation Standard Specification for Road and Bridge Construction.
PART 3 EXECUTION

3.01 EXAMINATION

  1. Coordinate layout and installation of paving materials with other construction elements to ensure adequate headroom, working clearance, and access.
  2. Examine surfaces to receive asphaltic concrete paving for compliance with installation tolerances and other conditions affecting performance of the pavement system. Do not proceed with installation until unsatisfactory conditions have been corrected.
3.02 METHODS OR PROCEDURES

  1. Preparation
    • Proof roll base course surface. Replace wet, spongy, soft, uncompactable or other unsuitable material with new base course material at no additional cost. Finish and compact repaired area as specified in Section 02230 Base Course.
    • Ensure base course surface is to required elevation. Remove loose material from base course surface.
    • Do not place prime coat or asphaltic concrete paving until base course installation has been approved by the Construction Manager.
  2. Transporting the Asphaltic Concrete Pavement
    • Transport time from the mixing plant to the job site shall not exceed 1 hour.
    • The hauling truck shall have no direct frame contact with the paver or bear down on the paver during dumping operations.
3.03 INSTALLATION

  1. Tack Coat
    • Prior to placing pavement, a tack coat shall be applied to the vertical edges of concrete and "cold" pavement (over 1/2 hour old) which will be in contact with new pavement. Tack coat shall extend 12 inches onto adjacent base course material. The tack coat shall be carefully applied at a rate of 0.15 gal/SY. Tack coat shall also be applied uniformly at the same rate to the horizontal top surface of each lift of bituminous pavement prior to placing the next lift of bituminous pavement to promote a bond between the two courses of pavement. None of the material shall penetrate into the pavement and for this reason the application should be limited.
    • Prior to applying the material, the surface to be treated shall be swept or flushed free of dust or other foreign material.
    • Protect all surfaces not required to receive tack coat from any inadvertent application.
    • The temperature range of the tack coat at the time of application shall be such that the viscosity will be between 50 and 100 centistokes as determined in accordance with ASTM Designation D-2170.
    • Under no circumstances shall traffic be permitted to travel over the tacked surface. If detours cannot be provided, restrict operation to a width that will permit at least one-way traffic over the remaining portion of the roadbed. If one-way traffic is provided, the traffic shall be controlled in accordance with governing authority.
    • After application of tack coat, sufficient time shall be given to allow for complete separation of asphalt and water before paving operations begin. The tack coat shall be applied on only as many surfaces as will be paved against in the same day.
  2. Placement of Asphaltic Concrete Pavement
    • Place asphalt pavement to provide a compacted depth as indicated on the plans. Placing the pavement shall be a continuous operation. The machine shall spread mixture and shall strike a finish that is smooth, true to cross section, uniform in density and texture, and free from hollows and other irregularities. If any irregularities occur, they shall be corrected before final compaction of the mixture. The paving machine shall be self-propelled, equipped with hoppers, distributing screws, adjustable screeds and equalizing devices, capable of spreading hot asphaltic concrete paving mixtures without tearing, shoving or gouging, and of producing a finished surface of specified quality. Place inaccessible and small areas by hand.
    • Ensure asphalt pavement temperature is between 150 and 300 centistokes as determined with ASTM D 2170 when mixing with a pugmill, or between 220 F and 260 F when using the dryer drum mixing process, immediately after placing and prior to initial rolling.
    • Ensure joints made during paving operations are straight, clean, vertical and free of broken or loose material. Carefully make joints to insure a continuous bond between old and new pavement, or between successive day's work. A continuous bond between adjoining work is required.
    • If more than 1/2 hour elapses between adjacent paving passes, the "cold joint" shall have tack coat applied to the "cold" pavement prior to placing the adjacent pass.
  3. Compaction
    • Roll and compact to specified density before temperature of the mixture drops below 180 F.
    • Compact asphalt paving course to required density, with a steelwheeled tandem roller, steel three wheeled roller, vibratory roller, or a pneumatic tired roller, weighing not less than five tons. Start compaction as soon as pavement will bear equipment without checking or undue displacement. Speed of roller shall be slow enough to avoid displacement of hot mixture, and any displacements occurring as a result of changing the direction of the roller, or from any other cause, shall at once be corrected by the use of rakes and of fresh mixture where required. Ensure each pass of roller overlaps previous passes by at least 1/2 of the roller width to ensure smooth surface free of roller marks. Keep roller wheels sufficiently moist so as not to pick up material. Rolling shall continue until roller marks are eliminated and no further compression is possible. The finished compacted pavement shall have a density of 93% minimum, no test less than 93% of the density determined in accordance with ASTM D-2041.
    • Leave pavement with a uniform, dense surface.
    • Perform hand tamping in areas not accessible to rolling equipment. Thorough compaction must be achieved, and joints between curbs, headers, manholes and similar structures must be effectively sealed.
    • Do not allow vehicular traffic on newly paved areas until surface has cooled to atmospheric temperature.
  4. Pavement Marking
    • Unless otherwise directed by Construction Manager, the painting of parking stripes shall be commenced not earlier than 15 days after completion of the asphaltic concrete paving.
    • Prior to painting, broom or sweep the surface to remove dirt, loose stones or other foreign material. Solvent material that will damage pavement shall not be used as cleaning agents.
3.04 PROTECTION

  1. Provide barricades and restrict access as appropriate to prevent damage to Work in place.
  2. Contractor shall be responsible for protection of Work in place against displacement, damage, or loss until Owner's acceptance. Any work and subsequently damaged, lost or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost to Owner.
3.05 TESTING

  1. Testing shall be performed by the Owner. Contractor shall coordinate with Owner as required to facilitate sampling and testing. Contractor shall not cover Work in place prior to testing without approval of the Owner.
3.06 CLEANING

  1. Thoroughly clean, rake, wash, flush or sweep as required to clean adjacent improvements of materials covered as part of this Work prior to submitting for Owner's acceptance.
  2. Contractor shall provide all labor, equipment, materials and other items as required to perform clean up as required by the Owner, adjacent property owners and other jurisdictions.
  3. Finish grading of areas affected by this Work shall be required as part of clean up.
  4. The roadway including shoulders, slopes, ditches, and borrow pits shall be smoothly trimmed, and shaped by machinery, or other satisfactory methods, to the lines, grades and cross-sections, as established, and shall be so maintained until accepted. Any surplus material not suitable for spreading along the road to widen the existing shoulder or raise the grade shall be disposed of as specified above.
Concrete Sitework
Section 02511
PART 1 GENERAL

1.01 WORK INCLUDED

  1. Contractor shall provide all materials, labor, tools, equipment, fees, permits, transportation and other items required to furnish and install asphaltic concrete paving as indicated or as required to accomplish Work of other sections of these specifications. Asphaltic concrete paving Work shall include, but not be necessarily limited to the following:.
    • Proof roll base course to reveal soft and yielding spots.
    • Place and compact asphaltic concrete paving.
    • Pavement Markings.
    • Protection of newly placed pavement.
1.02 RELATED WORK

  1. Section 01500 - Construction Facilities and Temporary Controls:
    • For traffic regulation and barricades.
  2. Section 02230 - Base Course
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. Utah Occupational Safety and Health Division (UOSHD).
  3. American Association of State Highway and Transportation Officials (AASHTO):
  4. American Society for Testing and Materials (ASTM)
  5. State of Utah Standard Specifications for Road and Bridge Construction (UDOT)
  6. The Asphalt Institute (AI)
  7. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

  1. Submittals shall include, but not necessarily be limited to the following:
    • An asphaltic concrete paving mix design prepared by certified laboratory and materials certificates signed by material producer and Contractor, certifying that each material item complies with, or exceeds, specified requirements and shall be submitted for review and approval at least two weeks prior to commencement of the work.
    • Written certification of compliance for pavement marking paint.
1.05 QUALITY ASSURANCE

  1. Do not place asphaltic concrete paving when the air temperature in the shade and/or the roadbed temperature is below 50 F, or during rain, when the base course surface is wet, or during other adverse weather conditions.
  2. Do not place tack coat when air temperature in the shade and the roadbed temperature are below 50F, or during rain, fog, or other adverse weather conditions.
  3. All work shall be performed by experienced and qualified workmen with equipment standard in the industry.
  4. Approval by Engineer of sources of supply of materials shall be obtained prior to delivery of materials.
  5. Comply with federal, state and/or local codes and regulations.
1.06 DELIVERY, STORAGE AND HANDLING

  1. Contractor shall be responsible for proper storage of all equipment and materials to be provided as part of this specification in accordance with the manufacturer's recommendations and shall be responsible for security and proper handling of such equipment and materials at the project site.
  2. Any materials lost, stolen, or damaged prior to Owner's final acceptance are to be replaced or repaired to the Owner's satisfaction by the Contractor at no additional cost to the Owner.
1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

  1. Materials suppliers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.
2.02 MATERIALS

  1. Asphaltic cement:
    • Viscosity Graded original, AC 10, conforming to requirements of ASTM D 3381 (AASHTO M 226, Table 2), and Section 704.03 State of Utah Standard Specifications for Road and Bridge Construction.
    • Shall not foam when heated to 350 F.
  2. Mineral aggregate:
    • Shall consist of crushed stone, crushed gravel, or crushed slag, or a combination thereof; free of clay, silt, organic matter or other deleterious materials.
    • Gradation shall be in accordance with the following:
      1. Asphaltic concrete surface course:
        • Sieve Size Percent Passing
        • by Weight
        • 1/2" 100
        • #4 55 - 85
        • #16 24 - 38
        • #50 9 - 21
        • #200 4 - 8
      2. Asphaltic concrete base course:
        • Sieve Size Percent Passing
        • by Weight
        • 3/4" 100
        • 3/8" 75 - 91
        • #4 60 80
        • #16 28 48
        • #50 11 23
        • #200 5 9
    • Course aggregate, retained on the No. 4 sieve shall consist of clean, hard, rough, durable and sound fragments, with not less than 50 percent of particles by weight with at least one mechanically fractured face or clean angular face.
    • Fine aggregate passing the No. 4 sieve may be either a natural or manufactured product. The aggregate shall be clean, hard grained and moderately sharp, and shall contain not more than 2 percent by weight of vegetable matter or other deleterious substances.
    • That portion of the fine aggregate passing the No. 40 sieve shall be nonplastic when tested in accordance with ASTM D 424.
    • The weight of minus 200 mesh material retained in the aggregate, as determined by the difference in percent passing a No. 200 sieve by washing and dry sieving without washing, shall not exceed 6 percent of the total sample weight. That portion of fine aggregate passing the No. 200 sieve shall be determined by washing with water in accordance with ASTM C 117.
    • The aggregate shall be of uniform density and quality and shall have a rodded weight of not less than 100 pounds per cubic foot when tested in accordance with ASTM C 29.
    • The aggregate shall have a percentage of wear not exceeding forty when tested in accordance with ASTM C 131 and C 535.
    • The aggregate shall have a weighted loss not exceeding 12 percent by weight when subject to five cycles of sodium sulfate and tested in accordance with ASTM C 88, D 1073, and D 692.
2.03 ASPHALTIC CONCRETE PAVING MIXTURE

  1. Combine mineral constituents and asphalt cement in proportions per mix design at a central plant to produce an asphaltic concrete pavement mix.
  2. Mix design shall be based on the Marshall Method. The combined mineral aggregate plus any approved additives when mixed with the asphaltic cement in accordance with ASTM D 1559 shall conform to the following requirements:
    • Marshall Stability: 1200 pounds minimum
    • Flow (0.01 inch): 10 18
    • Voids Content: 1.5% to 3%
    • Asphaltic Cement Content: 5% to 6% by weight
  3. The asphaltic cement shall be heated at the mixing plant to a temperature at which it can be applied uniformly to the aggregate.
  4. Coarse and fine aggregate shall be stored separately at the mixing plant in a manner that will prevent intermingling.
  5. When it is necessary to blend aggregates from one or more sources to produce the combined gradation, each source or size of aggregate shall be stockpiled individually. Aggregate from the individual stockpiles shall be fed through separate bins to the cold elevator feeders. They shall not be blended in the stockpile.
  6. Cold aggregates shall be fed carefully to the plant so that surpluses and shortages will not occur and cause breaks in the continuous operation.
  7. The aggregate shall be dried and heated to provide a paving mixture temperature in conformance with placing conditions, but not to exceed 163 C (325 F).
  8. The heated and dried aggregates shall not contain enough moisture to cause the mixture to slump, the asphalt to foam, or the aggregate to segregate during hauling and placing.
  9. The shortest mixing time consistent with satisfactory coating of the aggregate shall be used. The mineral aggregate shall be considered satisfactorily coated with asphaltic cement when all of the particles passing the No. 4 sieve and 96 percent of the particles retained on the No. 4 sieve are coated with asphaltic cement. The required mixing time, as determined above, shall be in accordance with ASTM D 2489.
  10. If a dryer drum mixing process is used, the mineral aggregate shall be considered satisfactorily coated with asphaltic cement when all of the particles passing the No. 4 sieve and 98 percent of the particles retained on the No. 4 sieve are coated with asphaltic cement. The moisture content of the asphaltic cement sampled behind the laydown machine prior to compaction shall not exceed 1 percent by weight.
2.04 TACK COAT

  1. Cut back asphalt RC or MC 70 or 250.
2.05 MARKING PAINT

  1. Alkyd resin, white in color (No. 780), factory mixed, quick drying, and non bleeding, complying with Section 713.07 of the Utah State Department of Transportation Standard Specification for Road and Bridge Construction.
PART 3 EXECUTION

3.01 EXAMINATION

  1. Coordinate layout and installation of paving materials with other construction elements to ensure adequate headroom, working clearance, and access.
  2. Examine surfaces to receive asphaltic concrete paving for compliance with installation tolerances and other conditions affecting performance of the pavement system. Do not proceed with installation until unsatisfactory conditions have been corrected.
3.02 METHODS OR PROCEDURES

  1. Preparation
    • Proof roll base course surface. Replace wet, spongy, soft, uncompactable or other unsuitable material with new base course material at no additional cost. Finish and compact repaired area as specified in Section 02230 Base Course.
    • Ensure base course surface is to required elevation. Remove loose material from base course surface.
    • Do not place prime coat or asphaltic concrete paving until base course installation has been approved by the Construction Manager.
  2. Transporting the Asphaltic Concrete Pavement
    • Transport time from the mixing plant to the job site shall not exceed 1 hour.
    • The hauling truck shall have no direct frame contact with the paver or bear down on the paver during dumping operations.
3.03 INSTALLATION

  1. Tack Coat
    • Prior to placing pavement, a tack coat shall be applied to the vertical edges of concrete and "cold" pavement (over 1/2 hour old) which will be in contact with new pavement. Tack coat shall extend 12 inches onto adjacent base course material. The tack coat shall be carefully applied at a rate of 0.15 gal/SY. Tack coat shall also be applied uniformly at the same rate to the horizontal top surface of each lift of bituminous pavement prior to placing the next lift of bituminous pavement to promote a bond between the two courses of pavement. None of the material shall penetrate into the pavement and for this reason the application should be limited.
    • Prior to applying the material, the surface to be treated shall be swept or flushed free of dust or other foreign material.
    • Protect all surfaces not required to receive tack coat from any inadvertent application.
    • The temperature range of the tack coat at the time of application shall be such that the viscosity will be between 50 and 100 centistokes as determined in accordance with ASTM Designation D-2170.
    • Under no circumstances shall traffic be permitted to travel over the tacked surface. If detours cannot be provided, restrict operation to a width that will permit at least one-way traffic over the remaining portion of the roadbed. If one-way traffic is provided, the traffic shall be controlled in accordance with governing authority.
    • After application of tack coat, sufficient time shall be given to allow for complete separation of asphalt and water before paving operations begin. The tack coat shall be applied on only as many surfaces as will be paved against in the same day.
  2. Placement of Asphaltic Concrete Pavement
    • Place asphalt pavement to provide a compacted depth as indicated on the plans. Placing the pavement shall be a continuous operation. The machine shall spread mixture and shall strike a finish that is smooth, true to cross section, uniform in density and texture, and free from hollows and other irregularities. If any irregularities occur, they shall be corrected before final compaction of the mixture. The paving machine shall be self-propelled, equipped with hoppers, distributing screws, adjustable screeds and equalizing devices, capable of spreading hot asphaltic concrete paving mixtures without tearing, shoving or gouging, and of producing a finished surface of specified quality. Place inaccessible and small areas by hand.
    • Ensure asphalt pavement temperature is between 150 and 300 centistokes as determined with ASTM D 2170 when mixing with a pugmill, or between 220 F and 260 F when using the dryer drum mixing process, immediately after placing and prior to initial rolling.
    • Ensure joints made during paving operations are straight, clean, vertical and free of broken or loose material. Carefully make joints to insure a continuous bond between old and new pavement, or between successive day's work. A continuous bond between adjoining work is required.
    • If more than 1/2 hour elapses between adjacent paving passes, the "cold joint" shall have tack coat applied to the "cold" pavement prior to placing the adjacent pass.
  3. Compaction
    • Roll and compact to specified density before temperature of the mixture drops below 180 F.
    • Compact asphalt paving course to required density, with a steelwheeled tandem roller, steel three wheeled roller, vibratory roller, or a pneumatic tired roller, weighing not less than five tons. Start compaction as soon as pavement will bear equipment without checking or undue displacement. Speed of roller shall be slow enough to avoid displacement of hot mixture, and any displacements occurring as a result of changing the direction of the roller, or from any other cause, shall at once be corrected by the use of rakes and of fresh mixture where required. Ensure each pass of roller overlaps previous passes by at least 1/2 of the roller width to ensure smooth surface free of roller marks. Keep roller wheels sufficiently moist so as not to pick up material. Rolling shall continue until roller marks are eliminated and no further compression is possible. The finished compacted pavement shall have a density of 93% minimum, no test less than 93% of the density determined in accordance with ASTM D-2041.
    • Leave pavement with a uniform, dense surface.
    • Perform hand tamping in areas not accessible to rolling equipment. Thorough compaction must be achieved, and joints between curbs, headers, manholes and similar structures must be effectively sealed.
    • Do not allow vehicular traffic on newly paved areas until surface has cooled to atmospheric temperature.
  4. Pavement Marking
    • Unless otherwise directed by Construction Manager, the painting of parking stripes shall be commenced not earlier than 15 days after completion of the asphaltic concrete paving.
    • Prior to painting, broom or sweep the surface to remove dirt, loose stones or other foreign material. Solvent material that will damage pavement shall not be used as cleaning agents.
3.04 PROTECTION

  1. Provide barricades and restrict access as appropriate to prevent damage to Work in place.
  2. Contractor shall be responsible for protection of Work in place against displacement, damage, or loss until Owner's acceptance. Any work and subsequently damaged, lost or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost to Owner.
3.05 TESTING

  1. Testing shall be performed by the Owner. Contractor shall coordinate with Owner as required to facilitate sampling and testing. Contractor shall not cover Work in place prior to testing without approval of the Owner.
3.06 CLEANING

  1. Thoroughly clean, rake, wash, flush or sweep as required to clean adjacent improvements of materials covered as part of this Work prior to submitting for Owner's acceptance.
  2. Contractor shall provide all labor, equipment, materials and other items as required to perform clean up as required by the Owner, adjacent property owners and other jurisdictions.
  3. Finish grading of areas affected by this Work shall be required as part of clean up.
  4. The roadway including shoulders, slopes, ditches, and borrow pits shall be smoothly trimmed, and shaped by machinery, or other satisfactory methods, to the lines, grades and cross-sections, as established, and shall be so maintained until accepted. Any surplus material not suitable for spreading along the road to widen the existing shoulder or raise the grade shall be disposed of as specified above.
Restoring Existing Improvements
(Section 02590)
PART 1 GENERAL

1.01 WORK INCLUDED

  1. Contractor shall provide all materials, labor, equipment, transportation, and other items required to restore existing improvements dislocated, damaged, or removed as indicated or as required to accomplish Work of other sections of these specifications. All restoration Work shall be in accordance with applicable regulations and as specified herein.
  2. Restoration of existing improvements includes, but is not limited to the following:
    • General Restoration Requirements
    • Restoration or replacement of gravel, asphaltic concrete, or portland cement concrete pavements, including base course and striping.
    • Portland cement concrete curbs, gutters, sidewalks, and driveways
    • Landscaping improvements
    • Miscellaneous improvements
1.02 RELATED WORK

  1. Section 02220 - Excavating, Backfilling and Compaction
    • Compaction requirements under paving and landscaped areas, removal of unsuitable materials.
  2. Section 02513 - Concrete Sitework
    • Requirements for concrete curb and gutters, sidewalks, and driveways.
  3. Section 02665 - Potable Water Distribution Systems
    • Materials and installation practices for valves, hydrants and water appurtenances.
  4. Section 02730 - Sanitary Sewer Systems
    • Materials and installation practices for sewer laterals, manholes and appurtenances.
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. State of Utah Standard Specifications for Road and Bridge Construction, latest edition including all addendums.
  3. American Society for Testing and Materials (ASTM)
  4. American Association of State Highway and Transportation Officials (AASHTO)
  5. American Concrete Institute (ACI)
  6. Concrete Reinforcing Steel Institute (CRSI)
  7. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

  1. Submit shop drawings, manufacturer's literature, certifications, and other product data in accordance with other sections and as specified herein.
  2. Required submittals include, but are not limited to:
    • Manufacturer's recommended transportation, unloading, and storage requirements as well as installation guides and instructions for materials provided as part of this Work.
    • Evidence of materials conformance with applicable requirements as well as these specifications.
    • Dimensional information for pipes, valves, fittings, castings, structures and other items provided as part of this Work.
  3. Contractor shall maintain accurate construction record drawings for items restored as part of this Work, but covered by subsequent landscaping, paving or as a result of Work of other sections of these specifications. These records shall be submitted to Engineer for approval prior to application for final payment.
1.05 QUALITY ASSURANCE

  1. Transportation, handling, storage and installation practices shall be in accordance with manufacturer's recommended practice for materials provided as part of this Work.
  2. Use adequate numbers of skilled workmen who are trained and experienced in the type of construction required.
  3. The quality of the finished restored improvement, as determined by the Owner, shall be of equal or better quality than was said improvement prior to being damaged or removed.
  4. Midvale City requirements shall govern for all work in Midvale City road right-of-ways:
    • All work shall conform to the applicable standards, regulations, and requirements of the Midvale City Public Works Department.
1.06 DELIVERY, STORAGE AND HANDLING

  1. Contractor shall be responsible for proper transportation ,unloading, handling, storage, and security of all equipment and materials to be provided as part of this specification in accordance with manufacturer's recommendations.
  2. Materials shall be stored in such a manner as to prevent damage or degradation. Any materials damaged prior to installation shall be removed from the project and replaced with new materials at no additional cost. Lost or stolen materials shall be replaced at no additional cost.
1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

  1. Manufacturers providing materials or equipment as part of this specification shall have a minimum of five ( 5) years experience in the design, manufacture, testing and support of such materials.
  2. Manufacturers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.
2.02 MATERIALS - GENERAL

  1. Materials shall be as required to complete the restoration of existing improvements, and shall be at least equal to original improvement at the time of damage or removal, as determined by the owner of said improvement, and shall match original construction in finish and dimension.
  2. Materials shall be in accordance with requirements of local jurisdiction having authority. Obtain approval of all materials from local jurisdiction having authority prior to ordering.
2.03 UNTREATED BASE COURSE

  1. Base course shall be in accordance with State of Utah Standard Specifications for Road and Bridge Construction, Paragraphs 301.2 and 301.3, 1-inch Gradation:
    • Sieve % Passing
    • 1" 100
    • 1/2" 79 - 91
    • No. 4 49 - 61
    • No. 16 27 - 35
    • No. 200 7 - 11
2.04 BITUMINOUS PAVING MATERIALS

  1. Bituminous prime coat shall be MC-70 asphalt conforming to AASHTO M82 - Cut Back Asphalt (Medium Curing Types).
  2. Bituminous tack coat shall be a mixture of one part slow setting emulsified asphalt and one part water.
    • Emulsified asphalt shall meet either of the following requirements:
      1. Conform to SS-1h as described in AASHTO M140 - Emulsified Asphalt.
      2. Conform to CSS-1h as described in AASHTO M208 - Cationic Emulsified Asphalt.
  3. Asphaltic concrete surface course shall be plant mix in accordance with State of Utah Standard Specifications for Road and Bridge Construction, Section 402, and shall consist of mineral aggregate and bituminous binder.
    • Mineral aggregate shall meet one of the following gradations, as determined by the Inspector:
      1. 1/2 inch gradation:
        • Sieve % Passing
        • 1/2" 100 No. 4 60 - 80
        • No. 16 28 - 42 No. 50 11 - 23
        • No. 200 5 - 9
      2. 3/4 inch gradation:
        • Sieve % Passing
        • 3/4" 100
        • 3/8" 75 - 91
        • No. 4 46 - 62
        • No. 16 22 - 34 No. 50 11 - 23
        • No. 200 5 - 9
    • Bituminous material shall be asphalt cement with a viscosity grade of AC-10 as determined by AASHTO M226 - Viscosity Graded Asphalt Cement and Paragraph 704.2 of the State of Utah Standard Specifications for Road and Bridge Construction.
2.05 PORTLAND CEMENT CONCRETE

  1. Portland cement concrete for curbs, gutters, sidewalks and driveways shall conform to the requirements of Section 02513 - Concrete Sitework.
2.06 SOD AND VEGETATION

  1. All materials shall be from sources approved by the Owner; however, such approval does not relieve the Contractor from responsibilities for growth, maintenance and replacement specified herein.
  2. Topsoil:
    • Topsoil for backfill mixture for tree pits shall be fertile, friable, natural loam, surface soil, reasonably free of clay lumps, brush, weeds, and other litter, and free of rocks, stumps, stones larger than 2" in any dimension, and other extraneous or toxic matter harmful to plant growth. Obtain topsoil only from naturally well drained sites where topsoil occurs in a depth of not less than 4".
    • Do not obtain from bogs or marshes.
  3. Manure:
    • Well dried, rotted, unleached, pulverized cattle manure reasonably free from refuse and harmful materials.
  4. Mulch:
    • Fine grind bark mulch.
  5. Tree staking and guying:
    • Steel T post stakes 8 feet long and steel ground stakes 18 inches long.
    • All T post stakes shall be primed and painted a dark green color.
    • Provide wire ties and guys of 2 strand, twisted, pliable, galvanized iron wire not lighter than 12 gauge.
    • Provide new 2 ply garden hose not less than 5/8 inch diameter in size, cut to required lengths to protect tree trunks from damage by wires.
  6. Sod:
    • Strongly rooted blend of Kentucky Blue Grass sod, not less than 2 years old and free of weeds and undesirable native grasses.
    • Provide only sod capable of growth and development when planted (viable, not dormant).
    • Recommended Kentucky Blue Grass mixture is: 50% Baron, 25% Glade and 25% Touchdown, or approved equal.
  7. Commercial fertilizer:
    • Agriform 20 10 5 21 gram fertilizer tablets for trees and shrubs. Provide three tablets per tree.
    • Ammonium sulfate fertilizer in pellet form for lawn areas at 40 actual pounds of nitrogen per acre.
  8. Trees:
    • Trees shall be not less than indicated sizes, balled and burlapped or container grown, unless otherwise indicated, specified or required by Owner of tree removed.
  9. Shrubs:
    • Shall be as removed, minimum 5 gallon can.
PART 3 EXECUTION

3.01 EXAMINATION

  1. Verify that Work covered under other sections of these specifications is complete to the point that Work covered under this section may properly commence without hindering or damaging Work of other trades. Do not proceed with construction until unsatisfactory conditions have been corrected.
  2. Verify that Work performed under other sections of these specifications has been adequately inspected, tested and accepted prior to covering up that Work as part of the Work specified under this section.
  3. Carefully examine restoration areas, verifying dimensions, materials and other restoration requirements with Engineer and Owner prior to beginning Work covered under this section..
3.02 METHODS AND PROCEDURES

  1. General Requirements
    • Contractor shall obtain all permits necessary for the restoration of existing surface improvements.
    • Contractor shall protect all public and private property adjacent to the work. Exercise due caution to avoid damage to such property.
    • All improvements damaged or removed shall be restored in accordance with local jurisdiction having authority. In case of conflict between these specifications and local authority specifications, the local authority shall govern.
    • Repair or replace all existing surface improvements, which were damaged or removed as a result of operations of Work under this contract. Restoration shall be of at least equal quality and identical in dimension to original improvement unless specifically specified otherwise.
3.03 INSTALLATION

  1. Gravel Surfaced Areas
    • Where trenches are excavated through gravel surfaced areas such as roads and driveways and other areas, the gravel surface shall be restored by placing road base material upon a prepared subgrade.
    • Subgrade preparation shall conform to Paragraphs 221.3 and 225.3 of the State of Utah Standard Specifications for Road and Bridge Construction:
      1. Average of field density determinations shall be 95% of the maximum dry density, with no determination lower than 92%.
      2. The maximum dry densities shall be determined in accordance with the following:
        1. A-1 Soils: AASHTO Designation T-180, Method D.
        2. All other Soils: AASHTO Designation T-99, Method D.
    • Thickness of road base surface shall be 6 inches or shall match existing, whichever is greater.
    • Compaction of road base surface shall conform to Paragraph 301.3 of the State of Utah Standard Specifications for Road and Bridge Construction.
  2. Asphaltic Concrete Surfaced Areas
    • Where trenches are excavated through asphaltic concrete surfaced areas such as roads, driveways or parking areas, the surface shall be restored by preparing the subgrade, placing base course(s), placing tack and prime coats, and placing the asphaltic concrete surface course(s).
    • Subgrade preparation shall conform to applicable parts of Paragraphs 221.3 and 225.3 of the State of Utah Standard Specifications for Road and Bridge Construction:
      1. Average of field density determinations shall be 95% of the maximum dry density, with no determination lower than 92%.
      2. The maximum dry densities shall be determined in accordance with the following:
        1. A-1 Soils: AASHTO Designation T-180, Method D.
        2. All other Soils: AASHTO Designation T-99, Method D.
    • Thickness of base course shall be 6 inches, shall match existing, or shall be as required by local authority having jurisdiction, whichever is greater.
    • Placing and compaction of base course shall conform to applicable parts of Section 301 of the State of Utah Standard Specifications for Road and Bridge Construction, excluding pay factor allowances.
    • Tack Coat
      1. Tack coat shall be applied at the rate of 0.05 to 0.15 gal/SY. A hand sprayer or brush shall be used to apply tack coat to vertical faces of previously constructed bituminous pavement (over 1/2 hour hence) prior to placing an adjacent or parallel pass, curbs, gutters, slab edges, and all structures to be in actual contact with the bituminous pavement. Tack coat shall also be applied uniformly at the same rate to the horizontal top surface of each lift of bituminous pavement prior to placing the next lift of bituminous pavement to promote a bond between the two courses of pavement. None of the material shall penetrate into the pavement and for this reason the application should be limited.
      2. Prior to applying the material, the surface to be treated shall be swept or flushed free of dust or other foreign material.
      3. Protect all surfaces not required to receive tack coat from any inadvertent application.
      4. The temperature range of the tack coat at the time of application shall be such that the viscosity will be between 50 and 100 centistokes as determined in accordance with ASTM Designation D 2170.
      5. Under no circumstances shall traffic be permitted to travel over the tacked surface. If detours cannot be provided, restrict operation to a width that will permit at least one way traffic over the remaining portion of the roadbed. If one way traffic is provided, the traffic shall be controlled in accordance with governing authority.
      6. After application of tack coat, sufficient time shall be given to allow for complete separation of asphalt and water before paving operations begin. The tack coat shall be applied on only as many surfaces as will be paved against in the same day.
    • Mixing, placing, spreading and compaction of bituminous surface course shall conform to applicable parts of Section 402 of the State of Utah Standard Specifications for Road and Bridge Construction, excluding pay factor allowances.
  3. Concrete Curbs, Gutter, Sidewalks and Driveways
    • Shall be removed and replaced to the next joint or scoring lining beyond the actually damaged or broken sections; or in the event that joints or scoring lines do not exist or are three or more feet from the removed or damaged section, the damaged portions shall be removed by saw cutting full-depth.
    • All new concrete shall match, as nearly as possible, the appearance of adjacent concrete improvements. Where necessary, lampblack or other pigments shall be added to the new concrete to obtain the desired results.
    • Concrete forms shall be true to line and of sufficient strength to ensure against bulging or displacement.
    • Contraction and expansion joints shall match original construction in placement and size, unless otherwise required by local jurisdiction having authority.
    • Reinforcement shall be replaced as in original construction, unless otherwise required by local jurisdiction having authority, and shall be installed in accordance with applicable CRSI and ACI Standards.
    • Finishing and curing shall be in accordance with local jurisdiction having authority.
  4. Vegetated Areas
    • Prior to placing sod or other final vegetative cover, examine and repair the subgrade as necessary to assure a smooth and even surface which will match grade and contours of surrounding undisturbed ground. Finish grade construction areas to match grade prior to construction activities. Assure that a positive slope away from all building walls is maintained for at least 10 feet to prevent runoff from approaching walls.
    • Prepare soil under areas to receive vegetation by placing topsoil to a depth equal to surrounding conditions or to 6", whichever is greater. Disk or till 3 cubic yards manure per 1000 square feet of surface area to a depth of 8 inches.
    • Roll and rake areas receiving vegetation to smooth, even surface, free of ridges, with loose, uniformly fine texture.
    • Allow for final vegetation thickness when preparing subgrade.
    • Restore raked areas to specified condition if eroded or otherwise disturbed after fine grading and prior to placing vegetative cover.
    • Remove stones over 1 1/2 inches in any dimension and sticks, roots, rubbish, and other extraneous matter.
    • Limit preparation to areas which will be planted promptly after preparation.
    • Moisten prepared lawn areas before planting if soil is dry. Water thoroughly and allow surface moisture to dry before sodding. Do not create a muddy soil condition.
  5. Trees and shrubs:
    • Layout individual tree locations.
    • Secure approval of Engineer and Owner prior to planting.
    • Excavate tree and shrub pits with vertical sides. Dispose of subsoil removed from landscape excavations. Do not mix with backfill. If tree or shrub is to be planted on excavation area, remove all impervious fill from tree and shrub pit down to pervious material.
    • Place three Agriform fertilizer tablets evenly around the perimeter of, and immediately adjacent to the root ball at a depth which is between the middle and the bottom of the root ball.
    • When excavation is approximately 2/3 full, water thoroughly before placing remainder of backfill. Repeat watering until no more is absorbed. Water again after placing final layer of backfill.
    • Stake or guy trees immediately after planting. Stakes and guys should be evenly distributed around tree. All stakes must be driven so as not to disturb the root ball.
  6. Sprinkling Systems:
    • Restore all sprinkling systems and fences disturbed, removed, or damaged by construction operations in a condition at least equal to that prior to construction.
  7. Sodding:
    • Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod strips; do not overlap. Stagger strips to offset joints in adjacent courses. Work from boards to avoid damage to subgrade or sod. Tamp or roll lightly to ensure contact with subgrade. Work sifted soil into minor cracks between pieces of sod; remove excess to avoid smothering of adjacent grass.
    • Secure sod on slopes with U-shaped wire clips as required to prevent slippage. Immediately after planting, sod shall be thoroughly watered with a fine spray. Watering shall occur as frequently as needed to keep sod constantly moist for a period of 14 days after planting. Two weeks after planting, apply ammonium sulfate in pellet form at 40 actual pounds of nitrogen per acre. Water thoroughly immediately after fertilizing.
  8. Miscellaneous Restoration Items
    • All other improvements interrupted or removed to permit the construction specified herein shall be restored. Miscellaneous improvements to be restored shall include, but shall not be limited to, the following:
      1. Culverts
      2. Fences
      3. Utilities
3.04 PROTECTION

  1. Provide barricades and restrict access as appropriate to prevent damage to Work in place.
  2. Contractor shall be responsible for protection of Work in place against displacement, damage, loss or theft until Owner's acceptance. Any Work installed and subsequently damaged, lost or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost.
  3. Planting Maintenance:
    • Begin maintenance immediately after planting, and continue until inspection and acceptance, in no case less than 30 days from the time of completion of Work.
    • Maintain trees by pruning, cultivation and weeding as required for healthy growth. Restore planting saucers.
    • Tighten and repair stake and guy supports and reset trees to proper grades or vertical position as required. Spray as required to keep trees free of insects and disease.
    • Maintain lawns for not less than 30 days and longer as required to establish an acceptable lawn. To be acceptable, lawn must be past second mowing with no bare spots. Maintain lawns by watering, fertilizing, weeding, mowing, trimming, and other operations such as rolling, regrading and replanting as required to establish a smooth, acceptable lawn, free of eroded or bare areas.
3.05 CLEANING

  1. Thoroughly clean, rake, wash and/or flush all restoration Work prior to submitting for Owner's acceptance.
Potable Water Dist. Systems
(Section 02650)
PART 1 GENERAL

1.01 WORK INCLUDED

  1. Contractor shall provide all materials, labor, equipment, transportation, and other items required to provide and install potable water distribution systems as required by applicable codes and regulations, and as specified herein.
  2. Potable water distribution systems shall include, but not be limited to the following.
    • Potable water transmission or distribution piping.
    • Valves, fittings, and accessories.
    • Thrust blocking and corrosion protection.
    • Hydrostatic and Leakage testing.
1.02 RELATED WORK

  1. Section 02220 Excavation, Backfill and Compaction.
    • Excavation of trenches, pipe bedding and backfill, compaction of backfill
  2. Section 02675 - Disinfection of Water Distribution Systems
  3. Division 03000 - Concrete
    • Thrust blocks, structures associated with water systems.
1.03 REFERENCES

  1. The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
  2. American Water Works Association (AWWA)
  3. American Society for Testing and Materials (ASTM)
  4. American National Standards Institute (ANSI)
  5. American Association of State Highway and Transportation Officials (AASHTO)
    • Standard Specifications for Highway Bridges
  6. Ductile Iron Pipe Research Association (DIPRA)
  7. Uni-Bell PVC Pipe Association
  8. Midvale City Corporation Standard Construction Details
1.04 SUBMITTALS

  1. Submit shop drawings, manufacturer's literature, certifications, and other product data in accordance other sections and as specified herein.
  2. Required submittals include, but are not limited to:
    • Evidence of materials conformance with these specifications.
    • Manufacturer's recommended transportation, unloading and storage requirements. Manufacturer's installation guides and instructions.
    • Dimensional information for pipe, valves, fittings, castings, and structures.
  3. Contractor shall maintain accurate construction record drawings of all as-built valve, fitting, and line locations, manhole locations, pipe lengths, and other relevant data and shall submit these records to the Engineer for approval prior to application for final completion.
1.05 QUALITY ASSURANCE

  1. Transportation, handling, storage and installation practices shall be in accordance with manufacturer's recommended practice for materials provided as part of this Work.
  2. Contractor's personnel shall be experienced in the installation of materials provided as part of the Work, and shall comply with manufacturer's recommended practices during handling, placement and installation of such materials.
  3. Pipe, valve and appurtenant materials and Workmanship shall be in accordance with ANSI/NSF 61 and AWWA Standards as applicable.
1.06 DELIVERY, STORAGE AND HANDLING

  1. Contractor shall be responsible for proper transportation, unloading, handling, storage and security of all equipment and materials to be provided as part of this specification in accordance with manufacturer's recommendations.
  2. Materials shall be stored in such a manner as to prevent damage or degradation. Any materials damaged prior to installation shall be removed from the project and replaced with new materials at no additional cost to Owner. Lost or stolen materials shall be replaced at no additional cost.
  3. Load and unload pipe, fittings, specials, valves and accessories by lifting with hoists or skidding so as to avoid shock or damage. Do not skid or roll pipe on skidways against pipe already on the ground.
  4. Each length of pipe shall be unloaded opposite or near the place where it is to be laid in the trench.
  5. Polyvinyl Chloride (PVC) piping, fittings, and materials shall be protected during storage from ultraviolet and ozone degradation. Noticeably faded materials shall not be installed and shall be promptly removed from project site.
  6. At times when pipe laying is not in progress, the open end(s) of pipe in the trench shall be closed by a watertight plug.
1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

  1. Manufacturers providing materials or equipment as part of this specification shall have a minimum of five (5) years in the design, manufacture, and testing of such materials.
  2. Manufacturers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.
  3. Allowable Manufacturers - Subject to compliance with specified requirements, manufacturers offering products that may be incorporated in the Work include, but are not limited to the following:
    • Water System Piping
      1. Ductile Iron (DIP)
        1. Pacific States Cast Iron Pipe Company, Provo, Utah
        2. United States Pipe and Foundry Company, Birmingham, Alabama
        3. Tyler Pipe, Tyler, Texas (Fittings Only)
      2. Polyvinyl Chloride (PVC)
        1. J - M Manufacturing Company, Livingston, New Jersey
        2. Extrusion Technologies, Incorporated, Denver, Colorado
        3. Pacific Western Extruded Plastics Company, Eugene, Oregon
    • Valves
      1. Gate Valves
        1. Mueller Company, Decatur, Illinois
        2. Clow/McWane Incorporated, Birmingham, Alabama
        3. American Darling
      2. Tapping Sleeves and Valves
        1. Mueller Company, Decatur, Illinois
        2. Clow/McWane Incorporated, Birmingham, Alabama
      3. Butterfly Valves
        1. Mueller Company, Decatur, Illinois
        2. Clow/McWane Incorporated, Birmingham, Alabama
      4. Check Valves
        1. Mueller Company, Decatur, Illinois
        2. Clow/McWane Incorporated, Birmingham, Alabama
      5. Air Relief/Vacuum Valves
        1. Crispin Multiplex Manufacturing Company, Berwick, Pennsylvania
        2. G A Industries, Mars, Pennsylvania
        3. APCO Willamette Valve and Primer Corporation, San Clemente, California
      6. Pressure Reducing Valves
        1. CLA-VAL Company, Newport Beach, California
        2. G A Industries, Mars, Pennsylvania
2.02 POTABLE WATER SYSTEM PIPING

  1. Water system piping shall be of the size, type, and class indicated on the drawings and as specified herein.
  2. Ductile Iron Pipe and Fittings
    • Ductile iron pipe shall be designed and manufactured in accordance with the following requirements:
      1. AWWA/ANSI C150/A21.50 - American National Standard for the Thickness Design of Ductile Iron Pipe.
      2. AWWA/ANSI C151/A21.51 - American National Standard for Ductile Iron Pipe, Centrifugally Cast, for Water and Other Liquids.
    • Ductile iron fittings shall comply with the requirements of the following:
      1. AWWA/ANSI C110/A21.10 - American National Standard for Ductile Iron and Grey Iron Fittings, 3 in. through 48 in., for Water and Other Liquids.
      2. AWWA/ANSI C153/A21.53 - American National Standard for Ductile Iron Compact Fittings, 3 in. through 24 in. and 54 in. through 64 in. for Water Service.
    • Ductile iron pipe and fittings shall be cement mortar lined and shall have a bituminous seal coat in accordance with the requirements of AWWA/ANSI C104/A21.4 - American National Standard for Cement-Mortar Lining for Ductile Iron Pipe and Fittings for Water.
    • Joints and gaskets shall be in accordance with AWWA/ANSI C111/A21.11 - American National Standard for Rubber Gasketed Joints for Ductile Iron Pressure Pipe and Fittings.
    • Flanged pipe shall be in accordance with AWWA/ANSI C115/A21.15 - American National Standard for Flanged Ductile Iron Pipe with Ductile Iron or Grey Iron Threaded Flanges.
  3. Polyvinyl Chloride Pipe
    • PVC pipe shall be manufactured from virgin Class 12454A or 12454B materials as defined by ASTM D1784
    • PVC pipe and fittings shall be designed and manufactured in accordance with the following requirements:
      1. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe, 4 in. Through 12 in., for Water Distribution.
      2. AWWA C905 - Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters 14 in. Through 36 in.
      3. AWWA C907 - Polyvinyl Chloride (PVC) Pressure Fittings for Water - 4 in. Through 8 in.
  4. Steel Piping
    • Steel water piping shall be manufactured and fabricated in accordance with the requirements of the following:
      1. AWWA C200 - Steel Water Pipe - 6 in. and Larger.
      2. AWWA C206 - Field Welding of Steel Water Pipe.
    • Steel water pipe fitting shall be manufactured and fabricated in accordance with the requirements of the following:
      1. AWWA C207 - Steel Pipe Flanges for Waterworks Service - Size 4 in. through 144 in.
      2. AWWA C208 - Dimensions for Fabricated Steel Water Pipe Fittings.
    • Steel water pipe shall be provided with interior and exterior corrosion protection in accordance with AWWA C213 - Fusion Bonded Epoxy Coating System for the Interior and Exterior of Steel Water Pipelines.
2.03 CORROSION PROTECTION

  1. Bolts: Apply 2 coats of Coal for Mastic (Kopper 50 or equal) to all exposed surfaces of bolts and to all bolt threads after installation of piping, fittings, valves, and couplings.
  2. Fittings, valves, and specialties shall be tape wrapped with Polyken 930 filler tape for filling voids and with Polyken 930 tape to cover.
  3. Polyethylene encasement, if required, shall conform to AWWA/ANSI C105/A21.5 - American National Standard for Polyethylene Encasement for Ductile Iron Piping for Water and Other Liquids.
2.04 VALVES

  1. Gate valves:
    • Shall be iron body, fully bronze mounted, double disc parallel seat, or resilient seat non-rising bronze stem with mechanical joint ends, except as otherwise specified or shown on the Drawings.
    • Gate valves shall conform to the following requirements:
      1. AWWA C500 - Metal Seated Gate Valves for Water Supply Service.
      2. AWWA C509 - Resilient Seated Gate Valves for Water Supply Service.
    • All valves shall be provided with a 2" square operating nut for key operation from ground surface and open to the left, unless handwheels are indicated.
    • Valve body and gates shall be rated to a design working pressure of 200 psig for valves up to 12", and 150 psig for valves of 16" or greater. All valves shall be factory tested to twice the rated working pressure.
    • Gate valves for potable water service shall be epoxy lined in accordance with AWWA/ANSI C550 - Protective Epoxy Interior Coatings for Valves and Hydrants.
    • Gate valves shall be similar and equivalent to that produced by the following manufacturers:
      1. Mueller Cat. No. A-2370 or A-2380
      2. Clow Cat. No. F-6100 or F-5000 Series
  2. Tapping valves and sleeves:
    • Tapping valves shall have large diameter seat rings to permit entry of tapping machine cutters. Inlet shall be flanged. Outlet shall suit branch piping and shall include the required flange for tapping machine adapter connection. Tapping valves shall conform to the applicable requirements for gate valves as specified herein.
    • Tapping sleeves shall be suitable for assembly around the existing main. Body shall be high strength ribbed construction. End gaskets shall be sized to suit the existing main.
    • Tapping valves and sleeves shall similar and equivalent to those produced by the following manufacturers:
      1. Clow Cat. No. F-5205
      2. Mueller Cat. No. H-600 Series
  3. Butterfly Valves
    • Butterfly valves shall conform to the requirements of AWWA/ANSI C504 - Rubber Seated Butterfly Valves.
    • Butterfly valves for potable water service shall be epoxy lined in accordance with AWWA/ANSI C550 - Protective Epoxy Interior Coatings for Valves and Hydrants.
    • Butterfly valves shall be similar and equivalent to those produced by the following manufacturers:
      1. Mueller Lineseal III Series
      2. Clow Cat. No. F-5300 Series
  4. Check Valves
    • Check valves shall conform to the requirements of AWWA/ANSI C508 - Swing Check Valves for Waterworks Service - 2 in. Through 24 in. NPS.
    • Check valves for potable water service shall be epoxy lined in accordance with AWWA/ANSI C550 - Protective Epoxy Interior Coatings for Valves and Hydrants.
    • Check valves shall be weighted swing arm type unless otherwise noted, similar and equivalent to those produced by the following manufacturers:
      1. Mueller Cat. No. A-2600 Series
      2. Clow Cat. No. F-5300 Series
  5. Air Relief/Vacuum Valves
    • Air relief/vacuum valves shall conform to the requirements of AWWA/ANSI C512 - Air-Release, Air/Vacuum, and Combination Air Valves for Waterworks Service.
    • Air and Vacuum Valves shall vent air from lines being filled and shall allow entry of air upon draining of lines. Design of valves shall be such that velocity of air passing through the valve will not blow float shut at design volumes.
      1. Valve body shall be cast iron conforming to ASTM A126, Class B.
      2. Float, and guide rod shall be stainless steel conforming to ASTM A240 and A582, respectively.
      3. Valves shall be designed to withstand hydrostatic pressures of 300 psig.
      4. Valve seat shall be BUNA-N Rubber.
      5. Valve inlet shall be ANSI Class 125 or Class 250 flanged, or NPT as indicated.
      6. Valve shall be of the size indicated and shall include vent piping of the size, type and configuration indicated.
      7. Air and Vacuum Valves shall be similar and equivalent to Crispin AL Series as manufactured by Multiplex Manufacturing Co.
    • Air Relief Valves shall vent air from high points in lines under pressure.
      1. Valve body shall be cast iron conforming to ASTM A126, Class B.
      2. Float, float lever and operating linkages shall be stainless steel conforming to ASTM A240 or A582, bronze conforming to ASTM B62, or brass conforming to ASTM B16.
      3. Valves shall be designed to withstand hydrostatic pressures of 300 psig.
      4. Valve seat shall be PVC or stainless steel conforming to ASTM A276.
      5. Valve inlet shall be ANSI Class 125 or Class 250 flanged, or NPT as indicated.
      6. Valve shall be of the size indicated and shall include vent piping of the size, type and configuration indicated.
      7. Pressure Air Relief Valves shall be similar and equivalent to Crispin P Series as manufactured by Multiplex Manufacturing Co.
    • Combination or Universal Air Relief Valves shall allow air to be vented from lines being filled, shall allow entry of air when lines are being drained, and shall allow venting of air from lines under pressure. Valve shall be a single unit (universal type) or dual unit (combination type) assembly as indicated.
      1. Universal Air Relief Valves shall be similar and equivalent to Crispin UL Series as manufactured by Multiplex Manufacturing Co.
      2. Combination Air Relief Valves shall consist of an Air and Vacuum Valve and a Pressure Air Release Valve and shall be similar and equivalent to Crispin C Series as manufactured by Multiplex Manufacturing Co.
  6. Pressure Reducing Valves (PRV)
    • Pressure reducing valves shall be hydraulically operated, pilot controlled diaphragm operated, globe pattern regulating valves with the following function features.
      1. Reduce variable inlet pressure to constant downstream pressure regardless of flow rate.
      2. Include pressure sustaining feature to maintain inlet pressure above a predetermined minimum.
      3. Rate of opening/closing adjustment.
    • PRV unit shall consist of valve body, pilot controls, related piping and all other items required to provide a complete, operational installation. PRV unit shall be constructed of the following materials:
      1. Valve body and cover shall be of ductile iron meeting the requirements of ASTM A536.
      2. Trim shall be bronze meeting the requirements of ASTM B62.
      3. Stem, nut and spring shall be of Type 304 stainless steel.
      4. Disk shall be Buna-N rubber.
      5. Diaphragm shall be of nylon reinforced Buna-N rubber.
      6. Pilot assemblies shall consist of bronze (ASTM B62) pilot control, Type 303 stainless steel trim, and Buna-N synthetic rubber parts. Control assembly shall be provided with a strainer.
      7. Control valves and piping shall be of bronze, copper, stainless steel or other non-corrosive metals.
    • Working pressure shall be 150 psi at maximum water temperature of 180 F.
    • Valve size, inlet/outlet pressures, and screwed/flanged designation shall be as indicated on the drawings.
    • Pressure reducing valves shall be similar and equivalent to the following:
      1. CLA-VAL Model 92-01
2.05 VALVE BOXES

  1. Shall be suitable for HS-20 (AASHTO) traffic loading.
  2. Shall be furnished and installed over each line valve and over each auxiliary hydrant valve. All buried valves shall be installed complete with two-piece, cast iron, screw type, 5-1/4 inch shaft valve box.
2.06 HYDRANTS

  1. Hydrants shall be dry barrel type, of cast or ductile iron construction, with bronze glands, bushings, stems, stem nuts, valve seats, and nozzles.
  2. Hydrants shall conform to the requirements of AWWA/ANSI C502 - Dry Barrel Fire Hydrants.
    • Hydrant rated working pressure shall be 200 psig.
  3. Hydrant features shall conform to the following requirements:
    • Main valve opening shall be a minimum of 4-1/2".
    • Pumper and hose nozzles shall be threaded in accordance with National Standard hose coupling thread specifications..
      1. Provide one (1) pumper nozzle, 3" nom. ID., 7.5 threads per inch.
      2. Provide two (2) hose nozzles, 2-1/2" nom. ID., 6 threads per inch.
  4. Operating nut shall be National Standard, 1-1/2" pentagon, opening counter- clockwise.
  5. Hydrants shall be warranted for ten (10) years against defects in materials and workmanship and shall be similar and equivalent to those produced by the following manufacturers:
    1. Mueller Centurion Series
    2. Clow Medallion Series
  6. Hydrant appearance and paint scheme shall be in accordance with the requirements of the local jurisdiction.
    • Painting shall be in accordance with Section 09900 of these specifications

2.07 SERVICE SADDLES

  1. Shall consist of a brass body and two flattened silicone bronze straps, meeting applicable sections of ANSI/AWWA C800 - Underground Service Line Valves and Fittings.
  2. Outlet shall be tapped with AWWA I.P. thread (F.I.P.T.). Outlet shall be o-ring sealed.
  3. Shall be rated for a maximum working pressure of 200 psi.
2.08 REPAIR CLAMPS

  1. Clamps shall provide a gasketed seal around the full circumference of the pipe. Bolts shall be high strength stainless steel.
  2. Gasket dimensions shall suit existing and new pipe, as required.
  3. Quality standard: Mueller series 520 and 530.
2.09 WATER MANHOLES

  1. Water manholes shall consist of concrete base, riser and cone sections as well as iron ring and cover.
  2. Manhole sections shall be manufactured in accordance with ASTM C478 and shall be designed to withstand AASHTO H20 loadings.
  3. Manholes shall be watertight, both in floor and full height of walls. Joints shall be made water tight by the use of Kent-Seal or approved equivalent. Manhole grade rings shall be set in a full bed of mortar.
  4. Manhole frames and covers shall be of suitable for AASHTO H20 loadings, manufactured of ductile or grey cast iron.
  5. The bearing surface between frame and cover shall be machined to prevent rocking or uneven bearing.
    • Cover shall bear the lettering "WATER".

PART 3 EXECUTION

3.01 EXAMINATION
  1. Verify that Work covered under other sections of these specifications is complete to the point that Work covered under this section may properly commence without hindering or damaging Work of other trades. Do not proceed with construction until unsatisfactory conditions have been corrected.
  2. Carefully examine all pipe fittings, valves and other appurtenances for damage and other defects immediately before installation.
  3. Mark and hold defective materials for inspection by Owner, who may prescribe corrective repairs or reject the materials.
  4. Prior to installation, inspect valves for direction of opening, freedom of operation, tightness of pressure resisting bolts, cleanliness of valve ports and seating surfaces, handling damage and cracks. Hold defective valves for inspection by Owner.
  5. Verify installation or connection requirements prior to construction by potholing as necessary.

3.02 METHODS AND PROCEDURES

  1. General
    • Prior to pipe installation, prepare trench in accordance with the plans and Section 02220 Excavation, Backfilling and Compaction.
    • Proper implements, tools, and facilities shall be provided and used for the safe and convenient performance of the Work. All pipe, fittings, and valves shall be lowered carefully into the trench by means of a derrick, ropes, or other suitable tools or equipment, in such a manner as to prevent damage to materials, protective coatings and linings. Under no circumstances shall water system materials be dropped or dumped into the trench.
    • Manufacturers' Installation Manual recommendations for handling and laying pipe, fittings and related materials shall be strictly adhered to. In no case shall these materials be dropped or dumped during transport, unloading, or handling.
3.03 INSTALLATION

  1. Water Pipe Installation
    • Water pipe installation shall be in accordance with the applicable requirements of the following documents:
      1. AWWA/ANSI C600 - Installation of Ductile Iron Water Mains and their Appurtenances.
      2. AWWA C605 - Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water.
      3. AWWA/ANSI C105/A21.5 - Standard for Polyethylene Encasement for Ductile Iron Piping for Water and Other Liquids.
      4. DIPRA - The Guide for the Installation of Ductile Iron Pipe
      5. UNI-B-3-92 - Recommended Practice for the Installation of Polyvinyl Chloride (PVC) Pressure Pipe (Nominal Diameters 4-36 Inch).
    • All lumps, blisters, and excess coating shall be removed from the bell and spigot ends of each pipe, and the outside of the spigot and the inside of the bell shall be wiped clean and dry so as to be free from dirt, sand, grit, or any foreign material before the pipe is laid. Bevel and file spigot of pipe to prevent gasket damage during joint assembly.
    • The water pipe shall be laid and maintained to lines and grades established by the Drawings and Specifications with fittings and valves at the required locations unless otherwise approved by Owner.
    • When crossing existing pipelines or other structures, alignment and grade shall be adjusted as necessary, with the approval of Engineer to provide clearance as required by federal, state, or local regulations or as deemed necessary by Engineer to prevent future damage or contamination of either structure.
    • Lay all water lines on a continuous grade to avoid high points except as shown on the Drawings.
    • Prevent foreign material from entering the pipe while it is being placed in the trench. During laying operations, no soil, debris, tools, clothing, or other materials shall be placed in, or allowed to enter the pipe.
    • Assemble joints in accordance with manufacturer's recommendations.
    • The pipe shall be brought to correct line and grade, and shall be secured in place with approved backfill material in accordance with Section 02220 Excavation, Backfilling and Compaction.
    • Wherever it is necessary to deflect pipe from a straight line, either in the vertical or horizontal plane, to avoid obstructions or where long-radius curves are permitted, the amount of deflection allowed shall not exceed that recommended by pipe manufacturer.
    • At times when pipe laying is not in progress, the open ends of pipe shall be closed by a watertight plug or other means approved by the Owner. When practical, the plug shall remain in place until the trench is pumped completely dry. Care must be taken to prevent pipe flotation should the trench fill with water.
    • Where necessary, cut pipe perpendicular to the pipe centerline. Grind cut ends and rough edges smooth. For push on joint connections, the cut end shall be beveled.
    • Fire hydrants shall be set plumb at proper finish grade as indicated on the drawings (see typical hydrant detail).
  2. Valve Installation
    • Locate valves as shown on drawings.
    • Orient valve operating stems in a manner that will allow proper operation.
    • A valve box shall be provided for every valve that has no gearing or operating mechanism or in which the gearing or operating mechanism is fully protected with a gear case. The valve box shall not transmit shock or stress to the valve and shall be centered over the operating nut of the valve. Set box cover at grade shown on Drawings.
    • In no case shall valves be used to bring misaligned pipe into alignment during installation. Support pipe in such a manner as to prevent stress on the valve.
  3. Thrust Block Installation
    • Provide thrust blocks at reducers, valves, tees, hydrants, plugs and caps, and at bends deflecting 11-1/4 degrees or more.
    • Place thrust block between solid ground and the component to be shored; the area of bearing on the pipe and on the ground in each instance shall be that shown on Drawings. Unless otherwise shown or directed, locate block so as to contain the resultant thrust force and so that the pipe and fitting joints will be accessible for repair.
    • Concrete for thrust blocks shall have a compressive strength of not less than 2500 psi at 28 days. Concrete mixes shall be provided in accordance with Section 03300 of these specifications.
  4. Corrosion Protection
    • Polyethylene encasement, if required shall be provided and installed in accordance with the requirements of AWWA/ANSI C105/A21.5 - Standard for Polyethylene Encasement for Ductile Iron Piping for Water and Other Liquids.
3.04 PROTECTION

  1. Provide barricades and restrict access as appropriate to prevent damage to Work in place.
  2. Contractor shall be responsible for protection of Work in place against displacement, damage, loss, or theft until Owner's acceptance. Any Work installed and subsequently damaged, lost, or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost.
3.05 CLEANING

  1. Thoroughly clean all pipe lengths or units of all debris immediately after laying.
  2. Thoroughly clean by flushing and remove all debris from water mains and appurtenances. Inspect and verify lines are clean prior to submitting facilities for Owner's acceptance.
3.06 TESTING

  1. Temporary connections for pressure testing shall be made by Contractor at his expense and removed by Contractor after satisfactory completion of the testing Work.
  2. Hydrostatic Pressure Test:
    • After completion of the installation of the system, or any reasonable length thereof, prior to backfilling and after thorough flushing of the portion to be tested, pressure tests shall be made. The system to be tested shall be subjected to a hydrostatic pressure of 150 pounds per square inch, unless otherwise noted on the Drawings, for a period of not less that 2 hours duration.
    • The portion to be tested shall be filled with water slowly and the specified test pressure shall be applied by means of a pump connected to the pipe in a manner satisfactory to the Engineer. The Contractor shall make the temporary connection for pressure testing.
    • Before applying the specified test pressure, air shall be expelled completely from the pipe, valves, and hydrants. If permanent air vents are not located at all high points, the Contractor shall install corporation stops at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks shall be closed and the test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be removed and plugged by the Contractor.
    • All exposed pipe, fittings, valves, hydrants, and joints shall be examined carefully during the test. Any damage or defective pipe, fittings, valves, or hydrants that are discovered following the pressure test shall be repaired or replaced and the test shall be repeated until it is satisfactory to the Engineer.
  3. Leakage Test:
    • A leakage test shall be conducted concurrently with the pressure test.
    • Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the specified test pressure after the air in the pipeline has been expelled and the pipe has been filled with water.
    • Maximum leakage during the pressure test shall not exceed the following value "L":
Where: L =SD P/133,200 S = Length (ft)
D = Diameter (in)
P = Pressure (psi)
Example: for a 4000' length of 16" pipe, tested at 150 psi for two hours, the maximum allowable leakage is calculated to be: L = 5.9 gallons
    • Acceptance of installation shall be determined on the basis of allowable leakage. If any test of pipe laid discloses leakage greater than that specified above, the Contractor shall, at his own expense, locate and repair the defective material until the leakage is within the specified allowance.
    • All visible leaks, other than a minor amount of sweating, shall require immediate stoppage of the test and tightening of the joints so that, when pressure is again put on the system, there will be no leakage.
Storm Sewage Systems
(Section 02720)
PART 1 GENERAL

1.01 WORK INCLUDED

Contractor shall provide all materials, labor, tools, equipment, fees, permits, transportation and other items required to furnish and install storm sewer systems as indicated on the Drawings and as specified herein. All storm sewer Work shall be in accordance with applicable regulations and shall include the following:

Storm sewer piping

Inlet boxes and cleanout boxes with grates and lids as required.

Rip-rap and drainage way protection

1.02 RELATED WORK

Section 02220 - Trenching, Backfilling and Compacting

Section 03000 - Concrete

1.03 REFERENCES

The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such conflict, the requirements of this Section shall apply.

Concrete Reinforcing Steel Institute (CRSI)

American Society for Testing and Materials (ASTM)

American National Standards Institute (ANSI)

Utah Occupational Safety and Health Division (UOSHD).

American Association of State Highway and Transportation Officials (AASHTO)

Midvale City Corporation Standard Construction Details

1.04 SUBMITTALS

Submit evidence of materials conformance with applicable requirements as well as these specifications.

Submittals shall include the following items:

Certification of pipe materials and precast structures conformance with the requirements specified herein. (ASTM C76, AASHTO HS20, etc)

Concrete mix designs and reinforcing drawings for cast-in-place structures.

Sieve analyses and/or certifications of imported bedding and backfill materials to verify conformance with requirements specified herein.

Shop drawings of precast structures, pipe materials, and castings.

1.05 QUALITY ASSURANCE

All products shall be inspected by Contractor, prior to installation, for damage. No damaged products will be used.

All working conditions shall be in accordance with the "Utah Occupational Safety and Health Division", Safe Practices for Excavation & Trenching Operations, latest edition, or other Laws or Regulations which apply.

Salt Lake County requirements shall govern for all work in Salt Lake County road right-of-ways:

All work shall conform to the applicable standards, regulations, and requirements of the Salt Lake County Public Works Department.

Permits shall be obtained and paid for by the Contractor.

License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Salt Lake County Department of Public Works, shall be provided by the Contractor in connection with his excavations in Salt Lake County Right-of-Way.

Utah Department of Transportation requirements shall govern for all work in Utah Department of Transportation highway right-of-ways:

All work shall conform to the applicable standards, regulations and requirements of the Utah Department of Transportation, including the Specifications for Excavation on State Highways.

Permits shall be obtained and paid for by the Contractor.

License and Permit Bond, without cancellation clause, in an amount and form prescribed by the Utah Department of Transportation, shall be provided by the Contractor in connection with his excavations on Utah Department of Transportation Right-of-Way.

Utah Department of Transportation requirements in Salt Lake County Roads:

Where reference is made to Utah Department of Transportation standards in these Specifications for work in Salt Lake County roads, the work shall conform to the applicable Utah Department of Transportation standards.

Extended Warranty Period for work in Salt Lake County and Utah Department of Transportation roadways shall apply.

1.06 DELIVERY AND HANDLING

Workmanship and methods employed in the handling, transportation, storage, bedding, and laying of pipe, fittings, associated structures and accessories shall conform to the appropriate manufacturers' recommendations and/or ASTM recommendations.

Load and unload pipe, fittings, and accessories in such a manner as to avoid shock or damage.

1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

Manufacturers providing materials or equipment as part of this specification shall have a minimum of five (5) years experience in the manufacture, testing, and installation of such materials and equipment.

Manufacturers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.

Manufacturers - Subject to compliance with specified requirements, manufacturers offering products that may be incorporated in the Work include, but are not limited to the following:

Storm Sewer Piping

Polyvinyl Chloride (PVC)
J - M Manufacturing Company, Livingston, New Jersey
Extrusion Technologies, Incorporated, Denver, Colorado
Pacific Western Extruded Plastics Company, Eugene, Oregon

Ductile Iron (DIP)
Pacific States Cast Iron Pipe Company, Provo, Utah
United States Pipe and Foundry Company, Birmingham, Alabama

Vitrified Clay (VCP)
Gladding, McBean and Company, Salt Lake City, Utah

Corrugated Metal Pipe (CMP)
Contech Construction Product, Salt Lake City, Utah
Amcor Precast, Ogden, Utah

Reinforced/Unreinforced Concrete Pipe (RCP and UCP)
W. R. White Company, Ogden, Utah
Amcor Precast, Ogden, Utah
Geneva Pipe, Orem, Utah

High Density Polyethylene Pipe (HDPE)
Hancor Inc., Findlay, Ohio
Plexco/Chevron Chemical Company
Advanced Drainage Systems, Inc., Washougal, Washington

Storm Sewer Manholes, Catch Basins and Storm Sewer Boxes (Precast)

W. R. White Company, Ogden, Utah

Amcor Precast, Ogden, Utah

Geneva Pipe, Orem, Utah

Storm Sewer Castings

All castings shall be of domestic manufacture.

D & L Supply, Salt Lake City, Utah

W. R. White Company, Ogden, Utah

2.02 STORM SEWER PIPING

Unless otherwise indicated, piping materials shall conform to the following minimum requirements.

Polyvinyl Chloride (PVC)

PVC pipe materials shall conform to cell class 12454B, 12454C, 12364C, or 13364B as defined by ASTM D1784 - Specification for Rigid Poly(Vinyl Chloride)(PVC) Compounds and Chlorinated Poly(Vinyl Chloride)(CPVC) Compounds.

PVC pipe and fittings shall conform to the requirements of ASTM D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride)(PVC) Sewer Pipe and Fittings for pipe sizes 4" to 15".

For pipe sizes 18" to 36",conform to the requirements of ASTM F679 - Standard Specification for Poly(Vinyl Chloride)(PVC) Large- Diameter Plastic Gravity Sewer Pipe and Fittings.

Pipe shall be provided with bell and spigot joints conforming to ASTM D3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. Gaskets shall consist of a solid cross section rubber ring, factory assembled, securely locked in place to prevent displacement during assembly.

Ductile Iron Pipe (DIP)

Pipe shall be cement mortar lined Class 50 designed and manufactured in accordance with ANSI/AWWA C150/A21.50, C151/A21.51 and C104/A21.4.

Pipe shall generally be bell and spigot type consisting of integral bell section, factory beveled spigot ends, and rubber sealing ring conforming to the requirements of ANSI/AWWA C111/A21.11.

Fittings shall conform to the requirements of ANSI/AWWA C153

Vitrified Clay Pipe (VCP)

Vitrified clay pipe shall be push-on joint type, extra strength class conforming to the requirements of ASTM C700 - Standard Specification for Vitrified Clay Pipe, Extra Strength, Standard Strength, and Perforated..

Push on joints and gaskets shall conform to the requirements of ASTM C425 - Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings.

Fittings shall be vitrified clay, extra strength conforming to the requirements of ASTM C700.

Corrugated Metal Pipe (CMP)

Corrugated Metal Pipe materials shall conform to one of the following:
AASHTO M167 - Corrugated Steel Structural Plate, Zinc Coated, for Field Bolted Pipe, Pipe-Arches, and Arches
AASHTO M218 - Steel Sheet, Zinc Coated (Galvanized) for Corrugated Steel Pipe

Pipe shall conform to AASHTO M36/ASTM A760 - Corrugated Steel Pipe, Metallic Coated for Sewers and Drains

Pipe shall be of the thickness and diameters indicated, or as required to accommodate anticipated depths of bury.

Reinforced Concrete Pipe (RCP) (12" Diameter and Larger)

Reinforced Concrete Pipe (RCP) shall meet the requirements of ASTM C76 - Standard Specification for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe, Class III.

Push-on gasket joints shall conform to ASTM C443 - Standard Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets.

Cement for the pipe shall be Portland Cement Type V, conforming to ASTM C150.

Unreinforced Concrete Pipe (UCP) (Less than 12" Diameter)

Concrete pipe shall meet the requirements of ASTM C14 - Standard Specification for Concrete Sewer, Storm Drain, and Culvert Pipe, Class III.

Push-on gasket joints shall conform to ASTM C443.

Cement for the pipe shall be Portland Cement, Type V, complying to ASTM C150.

High Density Polyethylene Pipe (HDPE)

HDPE pipe materials shall conform to ASTM D1248, Type III, Class C, Category 4 or 5, Grade P33 or P34, or ASTM D3350 Cell Classification 324420C or 345434C.

Pipe and fittings shall conform to the requirements of ASTM D3350 - Standard Specifications for Polyethylene Plastic Pipe and Fittings.

Pipe shall be provided with bell and spigot joints conforming to AASHTO M294 - Specification for Corrugated Polyethylene Drainage Pipe, 12 to 36 Inch Diameter. Gaskets shall be factory installed in the bell by the manufacturer.

2.03 STORM SEWER MANHOLES

Manholes shall be either cast in place or precast units of the size, depth and configuration indicated on the drawings.

Precast concrete manhole sections shall be designed and manufactured in accordance with the requirements of ASTM C478 - Standard Specification for Precast Concrete Manhole Sections.

Manhole rings and flat top sections shall be designed and manufactured in accordance with the requirements of ASTM C478 and AASHTO HS-20 loading.

Manholes shall be of watertight construction, utilizing either bitumastic sealant or rubber gasket between adjacent manhole sections.

Cement for manholes shall be Portland Cement, Type V, or Type II-A complying with ASTM C150.

All required openings in manhole sections shall be preformed during the casting process at proper locations required for indicated installation. Each opening shall be provided with a watertight rubber boot equipped with stainless steel bands to secure boot to both manhole and pipe connection.

Manhole ring and cover shall be manufactured of grey iron castings conforming to ASTM A48, Class 30, with non rocking, machined bearing surfaces between cover and frame.

Cover shall be vented and shall bear the lettering "STORM SEWER".

Ring and cover shall weigh not less than 350 pounds.

Manhole steps, if required, shall be cast in place units consisting of steel rebar construction covered with polyvinyl material and specifically manufactured for use in manhole installation.

2.02 INLET AND CLEANOUT BOX MATERIALS

Concrete, forms and reinforcement: Shall be as specified in Section 03300, 03100 and 03200, respectively.

Rings, Lids and Grates shall be as specified on the Drawings.

2.03 RIP-RAP

Rip-rap shall be as specified on the Drawings.

PART 3 EXECUTION

3.01 EXAMINATION

Verify installation or connection requirements prior to construction by potholing as necessary.

Verify that Work covered under other sections of these specifications is complete to the point that Work covered under this section may properly commence without hindering or damaging Work of other trades. Do not proceed with construction until unsatisfactory conditions have been corrected.

3.02 METHODS AND PROCEDURES

Install materials and equipment included in the Work in accordance with materials/equipment manufacturer's recommended methods and procedures.

All working conditions shall be in accordance with the "Utah Occupational Safety and Health Division", Safe Practices for Excavation & Trenching Operations, latest edition, or other Laws or Regulations which apply.

3.03 INSTALLATION

General

Install storm sewer piping to the lines, grades, and elevations indicated on the drawings. Install connections at the locations indicated or as otherwise required to provide storm drainage connections to existing roof drains or other storm drainage improvements.

Bedding:

Bedding shall be prepared in accordance with Section 02220 of these specifications and as indicated on the drawings.

Overexcavate as necessary and install approved material to provide firm, stable foundation for sewer piping installation. Overexcavation shall be approved by Engineer.

Prepare bedding to insure trench bottom is free of large stones, debris, frozen, organic or other deleterious materials.

Excavate to pipe bells to insure pipe is supported properly along its entire length.

Pipe Laying Procedures

Dewater trench as necessary to prevent the accumulation of groundwater or other unacceptable water in trench.

Pipe laying operations shall proceed in a uphill direction with all bell facing uphill unless otherwise specifically approved by Engineer.

Contractor shall follow pipe manufacturer's recommended practice for lowering, assembling, and installing storm sewer pipe.

During pipe installation, verify that no foreign material is inside pipe. Clean interior of each pipe joint prior to installation.

Storm sewer pipe shall be laid to uniform line and grade between manholes or drainage structures unless otherwise approved by the Engineer.

Plug open end of installed storm sewer piping and close trench at the end of each day's work. Open trenches may not be left overnight without specific permission from the Engineer.

Water main crossing requirements:

Maintain 18" vertical separation wherever possible.

Storm sewers shall be installed beneath water mains wherever possible.

If vertical separation or installation beneath water main requirement can not be met, advise Engineer of vertical separation less than 18" and receive approval of corrective measures prior to proceeding with storm sewer installation.

Horizontal separation requirements.

Maintain a minimum 10' horizontal separation between storm sewer and existing water mains wherever possible.

Advise Engineer of horizontal separation less that 10' and receive approval of corrective measures prior to proceeding with storm sewer installation.

Backfilling

Install backfill and compact in accordance with manufacturer's requirements and as indicated on the drawings. Backfill shall not be placed in lifts greater than can be properly compacted to the required density.

Backfill material shall be free of large rocks, organic or frozen material.

Manholes

Excavation, bedding and backfill for manhole installation shall be in accordance with Section 02220 of these specifications and as indicated on the drawings.

Install manholes at locations and to grades indicated on the drawings.

Installation shall be in accordance with ASTM C891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures.

Set manhole lid flush with finished surface unless otherwise noted on the drawings.
 

Cast-in-place base and floor shall conform with requirements of standard details for layout and configuration.

All lifting holes shall be grouted watertight.

Prevent debris from entering installed storm sewer piping via manholes by providing suitable barriers or covers.

Pipe transition into manhole must be smooth and free of any pockets or indentations. Any such inconsistencies shall be filled with non-shrink grout to form a smooth surface.

Cast-In-Place Structures

Shall conform to the requirements of Section 03000 - Concrete.

Rip Rap

Place rip-rap in location as shown on the Drawings. Rocks shall be placed in such a manner as to assure tight interlocking; no loose piles will be allowed.

Required depths indicated are for hand-placed rip rap. Increase depths by 25% for "dumped" placement.

3.04 PROTECTION

Provide barricades and restrict access as appropriate to prevent damage to Work in place.

Contractor shall be responsible for protection of Work in place against displacement, damage, loss or theft until Owner's acceptance. Any Work installed and subsequently damaged, lost, or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost.

3.05 CLEANING

Thoroughly clean all pipe lengths or units of all debris immediately after laying.

Thoroughly clean by flushing and remove all debris from storm sewer pipe and manholes. Inspect and clean all lines as specified herein. Storm sewerage facilities shall be thoroughly cleaned prior to turning over to the Owner.

3.06 TESTING

Contractor shall provide all materials, equipment, and labor to perform testing of installed storm sewer piping, structures, and manholes as required for acceptance by Engineer.

Engineer shall be notified no less than two full working days prior to any proposed testing.

Testing of storm sewer shall consist of the following.

Engineer, Owner or their representative shall visually inspect each run of piping by lamping to verify consistent line and grade.

Mandrel testing (flexible pipe)

Mandrel (deflection testing) shall be conducted no sooner than 30 days after pipe is backfilled.

Mandrel shall be manufactured to provide proofing ring and minimum 9-point bearing with an outside diameter of 95% of the average inside diameter of line to be tested. Contractor shall provide certifications that mandrel meets these requirements prior to testing.

Mandrel shall be pulled by hand in the presence of the Engineer and shall pass freely through the line being tested.

In the event the mandrel cannot pass freely through the line, pipe shall be excavated, rebedded and backfilled to reduce pipe deflection below 5%. All costs for excavation, rebedding, and repair of deflected pipe shall be borne by Contractor.
Contractor shall reperform mandrel test and make repairs until acceptable deflection results.
Sanitary Sewer Systems
(Section 02730)
PART 1 GENERAL

1.01 WORK INCLUDED

Contractor shall provide all materials, labor, equipment, transportation and other items required to furnish and install sanitary sewer systems as indicated on the drawings, as required by applicable codes and regulations, and as specified herein.

Sanitary sewer systems shall include but not be limited to the following:

Sewer piping, manholes, and service laterals.

Connections with existing sewerage facilities.

Cleaning, flushing, and testing sewerage facilities.

Valves and appurtenances

1.02 RELATED WORK

Section 02220 - Excavating, Backfilling, and Compaction

Trench excavation, overexcavation of unsuitable materials, backfill placement and compaction associated with installation of items specified as part of this Work.

Section 02590 - Restoration of Existing Improvements

Repairs and restoration of existing underground, surface or above ground improvements disturbed or damaged as part of this Work.

Section 03000 - Concrete

Construction of concrete structures associated with or required as part of this Work.

1.03 REFERENCES

The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.

American Society for Testing and Materials (ASTM)

American National Standards Institute (ANSI)

Uni-Bell PVC Pipe Association - Handbook of PVC Pipe

Ductile Iron Pipe Research Institute (DIPRA)

American Association of Safety and Highway Transportation Officials (AASHTO)

Utah Department of Transportation Construction Standards (UDOT)

Midvale City Corporation Standard Construction Details

Concrete Reinforcing Steel Institute (CRSI)

1.04 SUBMITTALS

Submit shop drawings, manufacturer's literature, certifications, and other product data in accordance with other sections and as specified herein.

Submittal data shall include, but not necessarily be limited to the following:

Manufacturer's recommended transportation, unloading and storage requirements. Manufacturer's installation guides and instructions.

Evidence of conformance with the requirements of these specifications.

Dimensional information for structures, castings, and fittings.

Contractor shall maintain accurate construction record drawings of all as-built invert elevations, manhole locations, pipe lengths, and wye locations and shall submit these records to the Engineer for approval prior to application for final completion.

1.05 QUALITY ASSURANCE

Transportation, handling, storage and installation practices shall be in accordance with manufacturer's recommended practice for materials provided as part of this Work.

Contractor's personnel shall be experienced in the installation of materials provided as part of the Work, and shall comply with manufacturer's recommended practices during handling, placement and installation of such materials.

1.06 DELIVERY AND HANDLING

Contractor shall be responsible for proper transportation, unloading, handling, storage and security of all equipment and materials to be provided as part of this specification in accordance with manufacturer's recommendations.

Materials shall be stored in such a manner as to prevent damage or degradation. Any materials damaged prior to installation shall be removed from the project and replaced

with new materials at no additional cost. Lost or stolen materials shall be replaced at no additional cost.

1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

Manufacturers providing materials or equipment as part of this specification shall have a minimum of five (5) years experience in the manufacture, testing, and installation of such materials and equipment.

Manufacturers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.

Allowable Manufacturers - Subject to compliance with specified requirements, manufacturers offering products that may be incorporated in the Work include, but are not limited to the following:

Sanitary Sewer Piping

Polyvinyl Chloride (PVC)
J - M Manufacturing Company, Livingston, New Jersey
Extrusion Technologies, Incorporated, Denver, Colorado
Pacific Western Extruded Plastics Company, Eugene, Oregon

Ductile Iron (DIP)
Pacific States Cast Iron Pipe Company, Provo, Utah
United States Pipe and Foundry Company, Birmingham, Alabama
Tyler Pipe, Tyler, Texas (Fittings Only)

Vitrified Clay (VCP)
Gladding, McBean and Company, Salt Lake City, Utah

Reinforced/Unreinforced Concrete Pipe (RCP and UCP)
W.R. White Company, Ogden, Utah
Amcor Precast, Ogden, Utah
Geneva Pipe, Orem, Utah

Sanitary Sewer Manholes (Precast)

W. R. White Company, Ogden, Utah

Amcor Precast, Ogden, Utah

Geneva Pipe, Orem, Utah

Sewer Lateral Stubs

Pipe and fittings shall be of same manufacturer as main piping.

Adaptors shall be Fernco or Romac.

Valves and Appurtenances

Gate Valves
Super-Seal, Mueller Company, Decatur, Illinois
AWWA R/W, Clow/McWane Incorporated, Birmingham, Alabama

Eccentric Plug Valves
Ful-Flo, Clow/McWane Incorporated, Birmingham, Alabama
DeZurik - General Signal, Sartell, Minnesota

Check Valves
Mueller Company, Decatur, Illinois
List 115, Clow/McWane Incorporated, Birmingham, Alabama

Air/Vacuum Release Valves
Crispin Multiplex Manufacturing Company, Berwick, Pennsylvania
G A Industries, Mars, Pennsylvania
APCO Willamette Valve and Primer Corporation, San Clemente, California

2.02 SANITARY SEWER PIPING

Sanitary sewer piping shall be of the size, type, and class specified on the drawings and as specified herein.

Polyvinyl Chloride (PVC) Pipe

Unless otherwise indicated, PVC pipe shall be SDR 35 designed and manufactured in accordance with ASTM D-3034 for pipes sizes 4" to 15" and ASTM F-679 for pipe sizes 18" to 27".

Pipe shall be bell and spigot type consisting of integral bell section, factory beveled spigot ends, and securely attached rubber sealing ring conforming to the requirements of ASTM D-3212.

Piping shall be green pigmented.

Fittings shall conform to the requirements of ASTM D-3034 (4" to 15") and shall be provided with joints conforming to ASTM D-3212.

Ductile Iron Pipe (DIP)

Unless otherwise indicated, DIP pipe shall be cement mortar lined Class 50 designed and manufactured in accordance with ANSI/AWWA C150/A21.50, C151/A21.51 and C104/A21.4.

Pipe shall generally be bell and spigot type consisting of integral bell section, factory beveled spigot ends, and rubber sealing ring conforming to the requirements of ANSI/AWWA C111/A21.11.

Fittings shall conform to the requirements of ANSI/AWWA C153/A21.53.

Vitrified Clay Pipe (VCP)

Unless otherwise indicated, vitrified clay pipe shall be push-on joint type, extra strength class conforming to the requirements of ASTM C-700.

Push on joints and gaskets shall conform to the requirements of ASTM C-425.

Fittings shall be vitrified clay, extra strength conforming to the requirements of ASTM C-700.

Reinforced Concrete Pipe (RCP) (12" Diameter and Larger)

Reinforced Concrete Pipe (RCP) shall meet the requirements of ASTM C76 - Standard Specification for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe, Class III.

Push-on gasket joints shall conform to ASTM C443 - Standard Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets.

Cement for the pipe shall be Portland Cement Type V, conforming to ASTM C150.

Unreinforced Concrete Pipe (UCP) (Less than 12" Diameter)

Concrete pipe shall meet the requirements of ASTM C14 - Standard Specification for Concrete Sewer, Storm Drain, and Culvert Pipe, Class III.

Push-on gasket joints shall conform to ASTM C443.

Cement for the pipe shall be Portland Cement, Type V, complying to ASTM C150.

2.03 SANITARY SEWER MANHOLES

Manholes shall be either cast in place or precast units of the size, depth and configuration indicated on the drawings.

Precast concrete manhole sections shall be designed and manufactured in accordance with the requirements of ASTM C-478.

Manhole rings and flat top sections shall be designed and manufactured in accordance with the requirements of ASTM C-478 and AASHTO HS-20 loading.

Manholes shall be of watertight construction, utilizing either bitumastic sealant or rubber gasket between adjacent manhole sections.

Cement for manholes shall be Portland Cement, Type V, or Type II-A complying with ASTM C 150.

All required openings in manhole sections shall be preformed during the casting process at proper locations required for indicated installation. Each opening shall be provided with a watertight rubber boot equipped with stainless steel bands to secure boot to both manhole and pipe connection.

Manhole ring and cover shall be manufactured of grey iron castings conforming to ASTM A 48, Class 30, with non rocking, machined bearing surfaces between cover and frame.

Cover shall be non vented and shall bear the lettering "SEWER".

Ring and cover shall weigh not less than 350 pounds.

Manhole steps, if required, shall be cast in place units consisting of steel rebar construction covered with polyvinyl material and specifically manufactured for use in manhole installation.

2.04 SEWER LATERAL STUBS

Sewer laterals, unless otherwise noted, shall consist of service wye, lateral pipe, plug, and cleanout as indicated on the drawings.

Service wye shall comply with the requirements of local jurisdiction.

Service laterals shall consist of 45 wye, bends, tees and other fittings conforming to ASTM D-3034 and D-3212, and PVC lateral piping conforming to ASTM D-3034.

Provide approved 'Fernco' or other fittings for connections to existing services where required.

2.05 VALVES AND APPURTENANCES

Gate valves shall be resilient seat non-rising stem valves meeting the following requirements:

Meets or exceeds ANSI/AWWA C509.

Interior and exterior surfaces epoxy coated in accordance with ANSI/AWWA C550.

Eccentric plug valves shall meet the following requirements:

Shall provide 100% clear opening when opened.

Plugs shall be cast iron encapsulated with Buna-N rubber.

Valve shall be provided with stainless steel seats and thrust collar.

Check valves shall be swing type meeting the following requirements:

Meets or exceeds requirements of ANSI/AWWA C508.

Sizes up to 12" shall be designed for 175 psi. working pressure. Larger sizes shall be designed for minimum 150 psi. working pressure.

Iron body, bronze mounted, with rubber faced disc.

Sewer air release valves shall meet the following requirements:

Iron body, with stainless steel internal mechanisms and Buna-N seat.

Shall be provided with brass inlet gate valve to allow isolation of unit, and shall be provided with backflush ports, valves and hose assembly.

Shall be designed for a maximum operating pressure of 300 psi.

PART 3 EXECUTION

3.01 EXAMINATION

Verify installation or connection requirements prior to construction by potholing as necessary.

Verify that Work covered under other sections of these specifications is complete to the point that Work covered under this section may properly commence without hindering or damaging Work of other trades. Do not proceed with construction until unsatisfactory conditions have been corrected.

3.02 METHODS AND PROCEDURES

Install materials and equipment included in the Work in accordance with materials/equipment manufacturer's recommended methods and procedures.

3.03 INSTALLATION

General

Install sewer piping to the lines, grades, and elevations indicated on the drawings. Install service wyes at the locations indicate or as otherwise required to provide service connections to existing services.

Bedding:

Bedding shall be prepared in accordance with Section 02220 of these specifications and as indicated on the drawings.

Overexcavate as necessary and install approved material to provide firm, stable foundation for sewer piping installation. Overexcavation shall be approved by Engineer.

Prepare bedding to insure trench bottom is free of large stones, debris, frozen, organic or other deleterious materials.

Excavate to pipe bells to insure pipe is supported properly along its entire length.

Pipe Laying Procedures

Dewater trench as necessary to prevent the accumulation of groundwater or other unacceptable water in trench.

Pipe laying operations shall proceed in a uphill direction with all bell facing uphill unless otherwise specifically approved by Engineer.

Contractor shall follow pipe manufacturer's recommended practice for lowering, assembling, and installing sewer pipe.

During pipe installation, verify that no foreign material is inside pipe. Clean interior of each pipe joint prior to installation.

Sewer pipe shall be laid to uniform line and grade between manholes unless otherwise approved by the Engineer.

Plug open end of installed sewer piping and close trench at the end of each day's work. Open trenches may not be left overnight without specific permission from the Engineer.

Water main crossing requirements:

Maintain 18" vertical separation wherever possible.

Sewer mains shall be installed beneath water mains wherever possible.

If vertical separation or installation beneath water main requirement can not be met, provide ductile iron sewer piping for a distance of not less than 10 feet on either side of the crossing. Pipe joints shall be located to provide maximum distance from water mains. Advise Engineer of vertical separation less than 18" and receive approval of corrective measures prior to proceeding with sewer main installation.

If 12" vertical separation can not be provided, encase sewer main in concrete for a distance of not less that 10 feet on either side of crossing.

Horizontal separation requirements.

Maintain a minimum 10' horizontal separation between sewer main and existing water mains wherever possible.

Provide ductile iron sewer piping for sections where 10' horizontal separation is not possible. Advise Engineer of horizontal separation less that 10' and receive approval of corrective measures prior to proceeding with sewer main installation.

Backfilling

Install backfill and compact in accordance with manufacturer's requirements and as indicated on the drawings. Backfill shall not be placed in lifts greater than can be properly compacted to the required density.

Backfill material shall be free of large rocks, organic or frozen material.

Manholes

Excavation, bedding and backfill for manhole installation shall be in accordance with Section 02220 of these specifications and as indicated on the drawings.

Install manholes at locations and to grades indicated on the drawings.

Installation shall be in accordance with ASTM C891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures.

Set manhole lid flush with finished surface unless otherwise noted on the drawings.

Cast-in-place base and floor shall conform with requirements of standard details for layout and configuration.

All lifting holes shall be grouted watertight.

Prevent debris from entering installed sewer main piping via manholes by providing suitable barriers or covers.

Pipe transition into manhole must be smooth and free of any pockets or indentations. Any such inconsistencies shall be filled with non-shrink grout to form a smooth surface.

3.04 PROTECTION

Provide barricades and restrict access as appropriate to prevent damage to Work in place.

Contractor shall be responsible for protection of Work in place against displacement, damage, loss or theft until Owner's acceptance. Any Work installed and subsequently damaged, lost, or displaced shall be repaired or replaced to the Owner's satisfaction at no additional cost.

3.05 CLEANING

Thoroughly clean all pipe lengths or units of all debris immediately after laying.

Thoroughly clean by flushing and remove all debris from sewer mains and manholes. Inspect and clean all lines as specified herein. Sewerage facilities shall be thoroughly cleaned prior to turning over to the Owner.

3.06 TESTING

Contractor shall provide all materials, equipment, and labor to perform testing of installed sewer main piping, services, and manholes as required for acceptance by Engineer.

Engineer shall be notified no less than two full working days prior to any proposed testing.

The sewer main shall be tested after placement of pipe zone material but before final backfill and surfacing.

Testing of sewer mains shall consist of the following.

Engineer, Owner or their representative shall visually inspect each run of piping by lamping to verify consistent line and grade.

Mandrel testing

Mandrel (deflection testing) shall be conducted no sooner that 30 days after pipe is backfilled.

Mandrel shall be manufactured to provide proofing ring and minimum 9-point bearing with an outside diameter of 95% of the average inside diameter of line to be tested. Contractor shall provide certifications that mandrel meets these requirements prior to testing.

Mandrel shall be pulled by hand in the presence of the Engineer and shall pass freely through the line being tested.

In the event the mandrel cannot pass freely through the line, pipe shall be excavated, rebedded and backfilled to reduce pipe deflection below 5%. All costs for excavation, rebedding, and repair of deflected pipe shall be borne by Contractor.

Contractor shall reperform mandrel test and make repairs until acceptable deflection results.

Low pressure air testing.

Plug each end of pipe to be tested with suitable test plugs and brace each plug securely. Plugs shall be equipped with pressure release devices set to a maximum of 6 psi.

Locate all gauges, manifolds and valves on outside of manhole. No personnel shall be allowed to enter manhole during testing procedure.

Slowly increase pressure in line to be tested to 4.0 psi above external hydrostatic pressure on piping.

Allow internal pressure to stabilize for two (2) minutes, adding air as necessary to maintain 4.0 psi.

Disconnect air supply and allow line pressure to drop to 3.5 psi, where upon test interval is started.

Determine time interval from beginning of test until line pressure drops to 2.5 psi.

Refer to allowable time interval table included in this section of these specifications for the line size tested. If time interval exceeds minimum allowable time, line segment shall be considered as passing low pressure air test.

In the event that line fails testing, Contractor shall make all required repairs, replacements, or other measures necessary to pass required acceptance tests. All costs
for repair, replacement, and retesting to verify acceptability of installed work shall be borne by the Contractor at no additional cost to the Owner.

If the above minimum specifications cannot be met after all sources of air leakage have been corrected, a water exfiltration test may be conducted with Engineer's approval to determine the acceptability of the test section.

Exfiltration Tests: The length of pipe tested shall be limited so that the pressure on the invert of the lower end of the section tested shall not exceed 16 feet of water column, and in no case shall the length of the section tested be greater than 400 feet or the distance between manholes, whichever is less.

Allowable Leakage: The measured rate of leakage during the test shall not exceed 200 gallons per inch of pipe diameter per mile of pipe per 24 hours, with a 6 foot head at the crown at the upper end of the test section.

Manhole Testing

Sewer manholes shall be tested in accordance with ASTM C1244 - Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test.

Contractor shall provide suitable test head, pipe plugs and related equipment as required for manhole testing.

Procedure

Place test head on manhole top in accordance with test head manufacturer's recommendations.

Apply vacuum to 10 in. of mercury. Close valve to vacuum pump. Shut off vacuum pump.

Determine time required for vacuum reading to drop from 10 in. to 9 in. Manhole shall pass if time required meets or exceeds values indicated in the following table.

Table 1 - Manhole Vacuum Test Requirements

Depth (ft) 36" Diameter 48" Diameter 60" Diameter 72" Diameter
8 14 sec 20 sec 26 sec 33 sec
10 18 sec 25 sec 33 sec 41 sec
12 21 sec 30 sec 39 sec 49 sec
14 25 sec 35 sec 46 sec 57 sec
16 29 sec 40 sec 52 sec 57 sec
18 21 sec 45 sec 59 sec 67 sec

TIME HOLDING CHART

Time in Seconds Required For Pressure Drop From 3.5 to 2.5 psig
Dry Pipe Test Standard (Based on 0.005 cfm/sf and 2.0 cfm)

Pipe Diameter in Inches

Len 4" 6" 8" 10" 12" 15" 18" 21" 24" 27" 30" 33" 36"
25 3 6 10 16 23 36 51 73 95 120 149 179 214
50 5 1 20 32 46 71 102 146 190 241 297 359 428
75 8 17 30 47 69 106 153 218 285 361 446 539 612
100 10 23 41 64 91 142 204 291 383 459 511 561  
125 13 29 51 79 114 177 255 357 408        
150 15 34 61 95 137 212 306            
175 18 40 71 111 160 255              
200 20 46 81 127 188                
225 23 51 91 143 204                
250 25 57 102 159                  
275 28 63 112 174                  
300 31 69 122                    
350 36 81 142                    
450 46 103                      
500 51                        
550 56                        
600 61 103 142 174 204 255 306 357 408 459 511 561 612

TIME HOLDING CHART

Time in Seconds Required For Pressure Drop From 3.5 to 2.5 psig
Wet Pipe Test Standard (Based on 0.003 cfm per sq. ft. and 2.0 cfm)
Pipe Diameter in Inches

Len 4" 6" 8" 10" 12" 15" 18" 21" 24" 27" 30" 33" 36"
25 4 10 18 28 40 62 89 121 158 200 248 299 356
50 9 20 35 55 79 124 178 243 317 401 495 599 713
75 13 30 53 83 119 186 267 364 475 601 743 898 1020
100 18 40 71 110 158 248 356 485 639 765 851 935  
125 22 50 88 138 198 309 446 595 680        
150 26 59 106 165 238 371 510            
175 31 69 123 93 277 425              
200 35 79 141 220 317                
225 40 89 158 248 340                
250 44 99 176 275                  
275 48 109 194 283                  
300 53 119 211                    
350 62 139 227                    
400 70 158                      
450 79 170                      
500 88                        
550 97                        
600 106                        
650 113 170 227 283 340 425 510 595 680 765 851 935 1020
Concrete
(Section 03000)
PART 1 GENERAL

Contractor shall provide all materials, labor, tools, equipment, fees, permits, transportation and other items required to furnish and install structural concrete as indicated or as required to accomplish Work of other sections of these specifications. All concrete work shall be in accordance with applicable regulations and as specified herein.

Concrete work includes, but is not limited to the following:

Form Construction

Concrete Materials

Placing Concrete

Expansion, Contraction and Construction Joints

Hot and Cold Weather Concreting

Finishing

Curing

Testing, Clean-up and Protection

1.02 RELATED WORK

A. Section 02220 - Excavating, Backfilling and Compaction

Materials and compaction requirements for subgrades beneath paved areas.

Section 02513 - Concrete Sitework

Concrete curbs, gutters, walks and driveways

Section 02720 - Storm Sewage Systems

Inlet boxes and structures

1.03 REFERENCES

The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.
 
American National Standards Institute (ANSI)

The American Concrete Institute (ACI)

American Society for Testing and Materials (ASTM)

American Association of State Highway and Transportation Officials (AASHTO)

Midvale City Corporation Standard Construction Details

1.04 SUBMITTALS

Submit evidence of materials conformance with applicable requirements as well as these specifications.

Submittals generally include, but are not limited to the following:

A mix design shall be submitted to Engineer at least two weeks prior to commencement of the work.

Submit construction, expansion and contraction joint layout plan for review and approval at least 14 days prior to concreting.

Submit manufacturer's data for all materials used.

Provide weight tickets to owner's representative for all ready-mixed concrete at the time of delivery to the site.

1.05 QUALITY ASSURANCE

Qualifications of Workmen:

Use workmen thoroughly trained and experienced in placing and finishing the types of concrete specified. Provide a minimum of one ACI certified flatwork finished with each concrete finishing crew.

Comply with federal, state and local codes and regulations.

Comply with hot or cold weather requirements when applicable.

Two (2) Year Written Guarantee.

Provide two year written guarantee to the Owner, in form approved by the Architect to promptly remove and/or repair defective concrete (cracking, spalling, pitting or honeycombing) as directed at the sole discretion of the Engineer and at Contractor's expense. New replacement work shall carry a similar new two year written guarantee. Guarantee shall start from Date of Substantial Completion.

1.06 DELIVERY, STORAGE AND HANDLING

Contractor shall be responsible for proper storage of all equipment and materials to be provided as part of this specification in accordance with the manufacturer's recommendations and shall be responsible for security and proper handling of such equipment and materials at the project site.

Any materials lost, stolen, or damaged prior to Owner's final acceptance are to be replaced or repaired to the Owner's satisfaction by the Contractor at no additional cost to the Owner.

Ready mixed concrete: Concrete shall be mixed only in such quantities as are required for immediate use. The maximum allowable time between charging of the material in the mixing drum and final placing shall be ninety minutes for air temperatures below 80 F and sixty minutes for temperatures above 80 F. Concrete not placed within these time limits, or if an initial set has developed shall not be used. Tempering concrete by adding water or by other means will not be permitted.

1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

Not Used

2.02 PORTLAND CEMENT CONCRETE MATERIALS

Cement:

Portland cement shall be Type II, low alkali, complying with ASTM C150 - Standard Specification for Portland Cement, unless otherwise specified.

Air-entraining types of cements shall not be allowed.

Coarse Aggregates:

Shall conform to ASTM C33 - Standard Specification for Concrete Aggregates.

Coarse aggregate shall be graded within the following limits:

Sieve % Passing
1-1/2" 100
1" 95 - 100
1/2" 25 - 60
No. 4 0 - 10

Coarse aggregate shall consist of gravel, crushed slag, or crushed stone, composed of hard, strong and durable particles, free of injurious coatings.

Fine aggregate:

Shall conform to ASTM C33.

Fine aggregate shall consist of natural sand, composed of hard, strong and durable particles.

Fine aggregate shall be uniformly graded from coarse to fine within the following gradation:

Sieve % Passing
3/8" 100
No. 4 95 - 100
No. 16 45 - 80
No. 50 10 - 30
No. 100 2 - 10

Water:

Water used in washing aggregate and mixing concrete shall be of a potable quality clean and free from oil, acid, salt, injurious amounts of alkali, organic matter or other deleterious substances.

Admixtures:

No admixture will be permitted to be used in Portland cement concrete except for an air entraining agent, and a concrete coloring agent.

Air entraining agent:

Shall be used in all concrete.

The agent shall conform to ASTM Designation C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

Shall be added at the mixer.

Concrete curing compound:

Liquid membrane curing compound shall comply with ASTM Designation C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete, Type II Class A. Moisture loss not more than 0.055 gr./sq. cm when applied at 200 sq. ft./gal.


2.03 PORTLAND CEMENT CONCRETE MIX

Portland Cement Concrete shall consist of a mixture of water, Portland Cement, fine and coarse aggregates, and an air entraining agent.

The proportions of the concrete materials shall produce a mixture that will work readily into corners and angles of forms and around reinforcing steel.

The methods of measuring concrete materials shall permit proportions to be accurately controlled and easily checked. Measurement of materials for ready mixed concrete shall conform to ASTM C94 - Standard Specification for Ready-Mixed Concrete.

Concrete mix design:

Intended Use: Storm drainage, curbs, walks and driveways.
Coarse Aggregate Size: 1"
Minimum Cement Content: 6.5 sacks/CY
Minimum 28 Day Compressive Strength: 4000 psi
Minimum 28 Day Flexural Strength: 550 psi
Required Slump: 2.5 - 4 inches
Air Entrainment 5 - 6.5 percent
Water Cement Ratio 0.45

The contractor shall be responsible for the mix design.

2.04 JOINT MATERIALS

Filler material shall be pre-formed, non-extruding resilient type complying with ASTM D-544 of thickness to fill joint.

Joint sealant shall be polyurethane based, self leveling, one part elastomeric sealant complying with FS-TT-S00230 Class A Type I. (unless Type II is recommended by manufacturer for application). Select marketing materials of sufficient strength and hardness to withstand stiletto heel traffic without damage or deterioration.

2.05 CONCRETE REINFORCEMENT

Reinforcing steel:

All reinforcing bare material used for reinforcement of concrete shall be intermediate Grade 60 steel conforming to the requirements of ASTM A-615.

All rods shall be deformed and round.

All reinforcement shall be uncoated, free from rust, scale, form oil, etc.

Welded wire fabric for concrete reinforcement shall conform to ASTM A-185.

Accessories:

All accessories, including such items as chairs, spacers, saddles, etc., shall be of steel formed in such a manner and with sufficient strength to perform the intended functions. Chairs, spacers, saddles, etc., which are set in contact with forms, are to be galvanized or provided with plastic tips or coating to prevent rust spots on finish concrete surface.

Wire:

All tying steel shall not be less than 18 gage annealed iron lacing wire. All wire tie ends shall point away from forms.

Fibermesh:
All flatwork to have fibermesh.

2.06 FORM MATERIALS

Forms shall be of suitable material and of a type, size, shape, quality, and strength to insure construction as designed.

Metal forms for exposed surfaces may be used when all bolt and rivet holes are countersunk so that a plane, smooth surface of the desired contour is obtained.

Rough lumber may be used for forming surfaces that will be covered by earth in the finished structure.

Forms for all surfaces that will not be completely enclosed or hidden below the permanent surface of the ground shall be made of surfaced lumber, or material which will provide a surface at least equal to surfaced lumber or plywood.

All lumber shall be free from knotholes, loose knots, cracks, splits, warps, or other defects affecting the strength or appearance of the finished work. Any lumber or material which becomes badly checked or warped, prior to placing concrete, shall not be used.

All forms shall be free of bulge and warp, and shall be cleaned thoroughly before being used.

PART 3 EXECUTION

3.01 EXAMINATION

Coordinate layout and installation of concrete work with other construction elements to ensure adequate headroom, working clearance, and access.

Examine surfaces to receive concrete work for compliance with installation tolerances and other conditions affecting performance of the paving system. Do not proceed with installation until unsatisfactory conditions have been corrected.

All forms shall be free of bulge and warp, and shall be cleaned thoroughly before being used

Inspect subgrade surface and verify grade and adequacy of compaction.

Correct grade and compaction deficiencies.

Notify the Engineer in writing of readiness to place concrete in any portion of the work, This notification shall be given as far in advance of the placing of concrete as the Engineer deems necessary for him to make final inspection of the preparations at the location of the proposed concrete placing. All forms, steel, screeds, anchors, ties, and inserts shall be in place before the Contractor's notification of readiness is given to the Engineer.

No concrete shall be placed until forms, reinforcement, etc. has been inspected by the Engineer.

3.02 METHODS OR PROCEDURES

Preparation

Remove all wood scraps, ice, snow, frost and debris from the areas in which concrete will be placed.

Thoroughly clean the areas to ensure proper placement and bonding of concrete.

All reinforcement shall be free from loose mill scale, loose or thick rust, dirt, paint, oil, or grease, and shall present a clean surface.

Thoroughly wet the forms (except in freezing weather), or oil them and remove all standing water.

Thoroughly clean all transporting and handling equipment.

Notify the Owner at least 24 hours before placing concrete.

Obtain the Architect/Engineer's approval of location of all construction joints and control joints in the Work prior to start of concrete placement.

Erect and maintain suitable barriers to protect the finished surface. Any section damaged from traffic or other causes occurring prior to its official acceptance, shall be repaired or replaced by the Contractor at his own expense in a manner satisfactory to the Architect/Engineer.

Hot Weather Concreting

Hot weather is defined as any combination of high air temperature, low relative humidity, and wind velocity tending to impair the quality of fresh or hardened concrete or otherwise resulting in abnormal properties. Hot weather concreting shall follow the guidelines of ACI 305R, latest edition.

Undesirable hot weather effects on concrete in the plastic state may include:

Increased water demand.

Increased rate of slump loss and corresponding tendency to add water at job site.

Increased rate of setting resulting in greater difficulty with handling, finishing, and curing, and increasing the possibility of cold joints.

Increased tendency for plastic cracking.

Increased difficulty in controlling entrained air content.

Undesirable hot weather effects on concrete in the hardened state may include:

Decreased strength resulting from higher water demand and increased temperature level.

Increased tendency for drying shrinkage and differential thermal cracking.

Decreased durability.

Decreased uniformity of surface appearance.

Placing and curing:

Concrete shall be handled and transported with a minimum of segregation and slump loss. Concrete temperature at time of placement shall be such that the rate of evaporation for the weather conditions shall not cause cracking.

The aggregate shall be cooled by frequent spraying in such a manner as to utilize the cooling effect of evaporation. The placement schedule shall be arranged, as approved, in such a manner as to provide time for the temperature of the previously placed course to begin to recede. The mixing water shall be the coolest available at the site insofar as is practicable.

Concrete shall be placed where it is to remain.

Concrete shall be placed in layers shallow enough to assure vibration well into the layer below.

Surfaces exposed to the drying wind shall be covered up immediately after finishing with polyethylene sheets and be water cured continuously as soon as the concrete has set up. Curing compounds, in lieu of water, may be used.

Joints be made on sound, clean concrete.

Finishing operations and their timing be shall be guided only by the readiness of the concrete for them, and nothing else.

Curing shall be conducted in such a manner that at no time during the prescribed period will the concrete lack ample moisture and temperature control. Facilities must be ready to protect promptly all exposed surfaces from drying. All work determined by Engineer to be damaged from hot weather shall be removed and replaced at no cost to Owner.

All materials and workmanship required to meet the hot weather requirements shall be supplied at the Contractor's own expense.

Cold Weather Concreting

Cold weather is generally defined as a period when for more than 3 successive days the mean daily temperature drops below 40 F. When temperatures above 50 F occur during more than half of any 24-hour period, the weather should no longer be regarded as "cold". The times and temperatures given for various conditions and situations are not exact values and should not be used as such. Weather conditions are variable and common sense must be used to protect the concrete. Cold weather concreting shall follow the guidelines of ACI 306R, latest edition.

All materials and workmanship required to meet the cold weather requirements shall be supplied at the Contractor's sole expense.

Preparation:
When specific written authorization is given to permit concreting operations at temperatures below those specified herein, arrangements for covering, insulating, housing, or heating materials and/or newly placed concrete should be made in advance of placement and should be adequate to achieve the temperature and moisture conditions recommended herein in all parts of the concrete. All equipment and materials necessary should be at the work site before the first frosts are likely to occur, not after concrete has been placed and its temperature begins to approach the freezing point.

Concrete Temperature:
The temperature of the concrete as mixed shall be maintained as shown in the following table:

Air Temperature Minimum Concrete Temperature as mixed
Above 30 F 60 F

0 F to 30 F 65 F
Below 0 F 70 F

The minimum concrete temperature as placed and maintained shall be 55 F.

Placement and protection:
During placement of concrete, tarpaulins, or other readily movable coverings supported on horses or framework should follow closely the placing of the concrete so that only a few feet of concrete are exposed to outside air at any time.
The housing, covering, or other protection used in curing shall remain intact at least 24 hours after artificial heating is discontinued.
All concrete placed in forms shall have a temperature between 55 and 70 after placement. Adequate means shall be provided for maintaining the surrounding air at 60 F for at least seventy-two (72) hours after placing and at no less than 40 F for an additional four days. All methods and equipment for heating shall be subject to approval. Insulating blankets shall be used when required to maintain a satisfactory temperature during the curing period.
No dependence shall be placed on salt or other chemicals for the prevention of freezing.
If heating or other protective measures need to be taken to prevent concrete from freezing, the concrete may require special curing methods to prevent rapid drying, as described in ACI 306R-78.
Salt or other chemicals shall not be used for prevention of freezing.

3.03 INSTALLATION

Form Construction

Forms shall be constructed so that the finished concrete shall be of the form and dimensions shown on the plans and true to line and grade, and sufficiently rigid to resist deflection. Design of form work and removal of forms and shores are to conform to ACI 381. The responsibility for their adequacy shall rest with the contractor.

All forms shall be mortar tight and designed and constructed so that they may be removed without injuring the concrete.

If, at any stage of the work, during or after placing the concrete, the forms sag or bulge to such an extent as to allow concrete to fall below the elevation shown on the plans, or outside the true line of the form, the concrete affected shall be removed.

No concrete may be deposited against the earth as a side form.

Placing Steel Reinforcement

Reinforcing bars shall be accurately placed as shown on the plans and shall be firmly and securely held in position in accordance with the "Manual of Standard Practice" of the Concrete Reinforcing Steel Institute, using concrete or metal chairs, spacers, metal hangers, supporting wires and other appropriate devices of sufficient strength to resist crushing under full load. Metal chairs which extend to the surface of the concrete (except where shown on the plans) and wooden supports, shall not be used.

Placing bars on layers of fresh concrete as the work progresses and adjusting bars during the placing of concrete will not be permitted.

Tack welding of reinforcing bars in place shall not be allowed.

Splicing:

Splices of bars shall be made only where shown on the Drawings or as approved by the Owner.

Where bars are spliced, they shall be lapped at least 30 diameters, unless otherwise shown on the plans.

Splicing shall be accomplished by placing the bars in contact with each other and wiring them together.

Bending reinforcement:

Bends and hooks in bars shall be made in the manner prescribed in the "Manual of Standard Practice" of the Concrete Reinforcing Steel Institute.

Bars shall not be bent or straightened in a manner which will injure the material.

Bars with kinks or unspecified bends shall not be used.

Concrete cover for reinforcement shall be in accordance with the following:

Cast against and permanently exposed to earth                                  3"
Exposed to earth or weather
(>= No. 6) 2"
(<= No. 5) 1-1/2"
Not exposed to earth or weather
(>=No. 14)  1-1/2"
(<=No. 11)  3/4"

Placing Concrete

Convey concrete from mixer to place of final deposit by methods that will prevent separation and loss of materials.

The free fall of concrete from the end of the spout or chute, or from a transporting vehicle, shall not exceed 6 feet for thin walls (10 inches or less in thickness) nor more than 2 feet for other types of construction.

When the distance through which concrete must be dropped vertically exceeds the maximums specified above, a tremie or flexible metal spout shall be used. Flexible metal spouts having sufficient strength to hold the weight of the concrete shall be composed of conical sections not more than 3 feet long, with the diameter of the outlet and taper of the various sections such that the concrete will fill the outlet and be retarded in its flow.

Chutes, troughs, or pipes used as aids in placing concrete shall be arranged and used so that the ingredients of the concrete will not be separated. Chutes and troughs shall be of metal or metal lined. When steep slopes are necessary, the chutes shall be equipped with baffle boards or a reversed section at the outlet. Open troughs and chutes shall extend, if necessary, down inside the forms or through holes left in the forms; or the ends of such chutes shall terminate in vertical downspouts.

Pumping: The equipment shall be so arranged that no vibrations result which might damage freshly placed concrete. Where concrete is conveyed and placed by mechanically applied pressure, the equipment shall be suitable in kind and adequate in capacity for the work. The operation of the pump shall be such that a continuous stream of concrete without air pockets is produced. When pumping is completed, the concrete remaining in the pipe line, if it is to be used, shall be ejected in such a manner that there will be no contamination of the concrete or separation of the ingredients. Before and after this operation, the entire equipment shall be thoroughly cleaned. Water shall not be added to the concrete in the pump hopper

Place concrete as dry as possible consistent with good workmanship, never exceeding the maximum specified slump.

Place concrete at such a rate that concrete is at all times plastic and flows readily between bare bars. No segregation of coarse aggregate shall occur when placing or dropping between bars.

When placing is once started, carry it on as a continuous operation until placement of the section is complete.

Do not pour a greater area at one time than can be properly finished without checking; this is particularly important during hot or dry weather.

Concrete shall be placed in layers shallow enough to assure vibration well into the layer below.

Do not use retempered concrete that has been contaminated by foreign materials.

Struts, stays, and braces serving temporarily to hold the forms in correct shape and alignment, pending the placing of concrete at their locations, shall be removed when the concrete placing has reached the elevation and strength rendering their service unnecessary. These temporary members shall be entirely removed from the forms.

Build into concrete any nosings, inserts, anchors, structural members, ties and hangers required to secure abutting or adjacent materials. Water stops shall be prevented from bending over or being moved out of position.

Unless necessary materials and equipment are readily available to adequately protect the concrete in place, placing operations may be postponed by the Engineer when, in the opinion of the Engineer, impending conditions may result in rainfall or low temperatures which will impair the quality of the finished work. This decision shall not be subject to change by the Contractor. The Contractor shall pay for all delay related costs resulting from such postponements including costs for removing and replacing damaged concrete. In case rainfall should occur after placing operations are started, provide ample covering to protect the work.

Whenever it is necessary to continue the mixing, placing, and finishing of concrete after daylight hours, the site of the work shall be adequately lighted so that all operations are plainly visible. Every effort shall be made to enable finishing to be done in daylight.

Finishing operations and their timing shall be guided only by the readiness of the concrete.

Clean up all spilled concrete and washings thoroughly. Concrete trucks shall not be washed-out on job site. trucks at off-site location in accordance with all applicable laws and ordinances.

Expansion, Contraction and Construction Joints

Sidewalks shall have scribed hoints at intervals of 4 feet, which joints shall be approximately 3/16-inch wide and be approximately 1/3 of the total slab thickness. In addition, 1/2-inch expansion joints shall be provided at 32 foot intervals and at locations where sidewalks adjoin curbs or existing sidewalks. Driveway slabs shall be scribed jointed at 10-foot intervals.

Curb and Gutter shall be cut into lengths of 10 feet by the use of 1/8 inch steel division plates of the exact cross section of the curb and gutter. Material for 1/2-inch expansion joints shall be as defined in AASHTO M-33, and shall be installed with its top approximately 1/4-inch below the concrete surface.

Finishing

Surface preparation: Immediately after the removal of forms, all fins and irregular projections shall be removed from surfaces, whether or not they are to be covered with high tensile wire and shotcrete covercoats.

The finishing shall commence immediately after the concrete is placed. Any delay in excess of thirty minutes in performing the preliminary finishing shall constitute cause to immediately shut down the placing operation.

The finished surface shall be true to grade and cross section, free from ruts, humps, depression or other irregularities. The concrete surface must not be, in any manner, damaged or pitted by rain, hail or snow.

The top face of the curb and also the top of the apron on combined curb and gutter must be finished true to line and grade and without any irregularities of surface noticeable to the eye. The gutter shall not hold water to a depth of more than one fourth (1/4) of an inch, nor shall any protion of the surface or face of the curb or gutter depart more than one-fourth (1/4) of an inch from a straight edge ten (10 feet in length, placed on the curb paralles to the center line of the street nore shall any part of the exposed sruface present a wavy appearance.

Finish Types: Finish shall be as shown on the Drawings or as specified in individual specification sections in accordance with the following:

Patched: Remove all fins and irregular projections. Clean form-tie holes thoroughly, coat with suitable epoxy and fill with mortar of dry consistency (see PART 2 - PRODUCTS).

Rubbed: Use proper grout mix (see PART 2 - PRODUCTS) and point up voids with cement mortar. Thereafter, rub the entire surface with said grout mix and a carborundum stone to produce a relatively smooth, plane surface without defects and imperfections. Surface shall be properly cured. Use of plaster shall not be permitted. Upon completion of the rubbing, the surface shall be washed thoroughly with clean water.

Float: This type of finish shall be an integral finish by float after screeding, to compact the surface evenly. Any excess surface water shall be removed before floating and no mortar shall be used for leveling.

Steel Trowel: After striking off the wearing course to the established grade, it shall be compacted by rolling or tamping, and then floated with a wood or magnesium float or power floating machine. The surface shall be tested with a straightedge to detect high and low spots, which shall be eliminated. Floating shall be followed by steel troweling after the concrete has hardened sufficiently to prevent excess fine material from working to the surface. The finish shall be brought to a smooth surface, free from defects and blemishes. No dry cement nor mixture of dry cement and sand shall be sprinkled directly on the surface of the wearing course to absorb moisture or to stiffen the mix. After the concrete has further hardened, additional troweling may be required. This shall be done as may be directed by the Engineer. Troweling shall produce a dense, smooth, impervious surface, free from defects and blemishes.

Sandblasting: Sandblasting shall be done using a sharp silica sand. Exterior surfaces of concrete walls shall be sandblasted with #16 silica sand, preferably by the dry sandblasting process before wire wrapping may be started. The concrete surface shall be heavily pitted, leaving no traces of latence, form-oil and original surface smoothness and surface color. The minimum sand consumption per 100 square feet of surface shall be 150 pounds of silica sand. Sandblasting shall not be started before the completion date of the curing period or before all tieholes have been dry-packed.

Formed: Immediately after the removal of forms, all fins and irregular projections shall be removed from surfaces, whether or not they are to be covered with high tensile wire and shotcrete covercoats.

Final finishing:

When the concrete has hardened sufficiently, the surface shall be given a broom finish. The broom shall be of a type approved by the Engineer.

The strokes shall be in a transverse direction with adjacent strokes slightly overlapped and shall be made by drawing the broom without tearing the concrete, but so as to produce regular corrugations not over 1/8 inch in depth.

The surface, as thus finished, shall be free from porous spots, irregularities, depressions, and small pockets or rough spots such as may be caused by accidental disturbing during the final brooming of particles of course aggregate embedded near the surface.

3.04 PROTECTION

The Contractor shall take whatever means necessary to protect the concrete against all damage and markings. Barricades shall be placed at the proper locations to prevent traffic from using the pavement.

When it is necessary to provide for traffic crossing the concrete, the Contractor shall, at his expense, construct suitable substantial crossings to bridge over the concrete that shall be satisfactory to the Architect/Engineer.

Newly placed concrete shall be protected from damage by rain, snow and hail. Placing operations shall be stopped when it appears the rain is threatening, or as determined by the Owner. The Contractor shall have available on the project enough material to cover the plastic concrete to prevent damage by rain, snow or hail. Any concrete damage due to rain, snow or hail shall be removed by the Contractor at his expense.

No vehicles, traffic or Contractor's hauling equipment will be permitted on the concrete until the concrete has developed modules of rapture of 450 psi, when tested in accordance with AASHTO Designations T-97 but, in no case before ten calendar days have elapsed after the concrete has been placed. The concrete shall be cleaned and all joints shall be sealed and trimmed as previously specified before traffic is allowed to use the pavement.

Curing

Protect the concrete from the effects of weather in accordance with HOT WEATHER CONCRETING AND COLD WEATHER CONCRETING in this section.

Water for curing shall be as specified in PART 2 - PRODUCTS.

As soon as the concrete has hardened sufficiently to prefent damage, the finished surface shall be sprinkled with water or covered with sand or earth and, in either case, kept wet for at least two (2) days. When authorized by the City Engineer, a chemical curing agent may be used, provided it is applied in accordance with the manufacturer's specifications.

Membrane curing compound method:

Surface of newly placed or exposed concrete shall be kept moist or wet until the curing compound is applied. The curing compound shall be applied immediately after all patching or surface finishing has been completed.

The curing compound shall be delivered to the work in ready-mixed form. At the time of use, the compound shall be in a thoroughly mixed condition with the pigment uniformly dispersed throughout the vehicle. The compound shall not be diluted or altered in any manner.

Curing compound that has become chilled to such an extent that it is too viscous for satisfactory application shall be warmed to a temperature not exceeding 100` F, unless otherwise specified by manufacturer's recommendations.

The curing compound shall be applied to the exposed surface at a uniform rate of 1 gallon per 150 square feet of area, unless otherwise required by manufacturer's recommendations.

In the event that the application of curing compound is delayed, the application of water as provided in this section shall be started immediately and shall be continued until application of the compound is resumed or started.

3.05 TESTING

Testing will be provided by an independent testing laboratory employed by the Owner. Refer to individual Specifications Sections for other Field Quality Control requirements.

Concrete sampled from a concrete pump shall be sampled from the hose after all of the priming grout has been wasted. The end of the hose shall be placed in a horizontal position before the concrete is discharged into the sampling pan. The concrete shall not be allowed to fall into the sampling pan.

The Contractor, at his expense, shall furnish the concrete required for testing.

Strength, slump and air tests shall be taken in accordance with the following unless otherwise specified in individual Specifications Sections:

Strength, slump and air tests may be taken in accordance with the placement rate per day as shown below:

Rate/Day (C.Y.) Air Slump Compress.Strength FlexuralStrength
0-8 1 1 Optional Optional
8-50 1 1 1 1
For each 50 C.Y.or fraction thereof 1 1 1 1


Compressive strength test specimens shall be made and cured in accordance with ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field; Specimens shall be tested in accordance with ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
.
Three specimens shall be made by the Engineer for each test, and these shall be broken at 7 and at 28 days, with one held in reserve.
At least one test (3 specimens) shall be made for each class of concrete or each poured during one day.

Flexural strength test specimens shall be prepared in accordance with AASHTO Designation T-23 and tested for flexural strength in accordance with AASHTO Designation T-97.

Four specimens shall be made by the Engineer for each test, and one shall be broken at 3, one at 7 and 2 at 28 days, with one held in reserve.

At least one test (4 specimens) shall be made for each class of concrete poured during one day.
If an air test does not meet the specification, a second air test shall be made immediately upon the same load. The concrete shall be accepted if the second air test meets the specification or rejected and removed from the project if the second air test does not meet the specification.

Slump and air tests shall be made in accordance with ASTM C143 - Standard Test Method for Slump of Hydraulic Cement Concrete and C231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method, respectively.

The maximum allowable time between charging of the material in the mixing drum and final placing shall be ninety minutes for air temperatures below 80 F and sixty minutes for temperatures above 80 F. Concrete not placed within these time limits, or if an initial set has developed shall not be used. Tempering concrete by adding water or by other means will not be permitted.

If a compressive strength test is below the required specified strength, the Engineer shall immediately notify the Contractor or his authorized representative.

All costs incurred in resampling and retesting shall be paid by the Contractor if the retested strength is below the specified strength, and shall be assumed by the Owner if the retested strength is above the specified strength.

3.06 CLEANING

Contractor shall remove all forms, excess materials, debris and other items and shall clean the area upon completion of concrete work.

All damage to concrete work prior to Owner's acceptance shall be repaired or replaced to Owner's satisfaction at the expense of the Contractor.
Street Lighting
(Section 16500)
PART 1 GENERAL

1.01 WORK INCLUDED

Contractor shall provide all materials, labor, tools, equipment, fees, permits, transportation and other items required to furnish and install street lighting as indicated or as required to accomplish Work of other sections of these specifications. Street Lighting Work shall include, but not be necessarily limited to the following:.

Light standards and poles.

Connections to power supply.

1.02 RELATED WORK

A. Section 03300 - Concrete

Light Pole base construction.

Section 16010 - Basic Electrical Requirements

1.03 REFERENCES

The applicable provisions of the latest editions of the References listed below shall govern the Work covered under this Section, unless there is a conflict between said References and the requirements of this Section. In the case of such a conflict, the requirements of this Section shall apply.

American National Standards Institute (ANSI)

Prestressed Concrete Institute (PCI)

American Concrete Institute (ACI)

American Association of State Highway and Transportation Officials (AASHTO)

American Society for Testing and Materials (ASTM)

1.04 SUBMITTALS

Submit manufacturers standard data for materials specified in this Section in accordance with the requirements of Section 01300 of these specifications.

Describe what specific submittals will be required as part of the Work described under this specification. For major equipment, some of all of the following may be appropriate: pre- ordering submittals, pre-shipping submittals, quality control submittals, delivery submittals, and close-out submittals

Submittals generally include, but are not limited to the following:

Pre-Ordering Submittals

Outline Drawings

Electrical Data

Control Data

Installation Guides and Instructions

Data Indicating Conformance with these Specifications

Shop Drawings

Color Samples, Mock-Ups, Samples, etc.

Pre-Shipping Submittals

Manufacturer's Storage Recommendations

Technical Manuals

Parts Lists

Quality Assurance Data

Factory quality assurance checklists, including specific checks and tests required

Factory test data

Warranty

Close-Out Submittals

Executed Warranty

Start-Up Test Reports, to verify in-place performance consistent with specified performance.

Operations and Maintenance Manuals - describe in detail the required scope and contents of the manual, the publishing format, number of copies, and any special final acceptance conditions contingent upon the O&M Manual.

1.05 QUALITY ASSURANCE

Design and manufacture of concrete light poles shall be in accordance with AASHTO requirements for street lighting.

1.06 DELIVERY, STORAGE AND HANDLING

Contractor shall be responsible for proper storage of all equipment and materials to be provided as part of this specification in accordance with the manufacturer's recommendations and shall be responsible for security and proper handling of such equipment and materials at the project site.

Any materials lost, stolen, or damaged prior to Owner's final acceptance are to be replaced or repaired to the Owner's satisfaction by the Contractor at no additional cost to the Owner.

1.07 PROJECT CONDITIONS

Not Used

PART 2 PRODUCTS

2.01 MANUFACTURERS

Manufacturers providing materials or equipment part of this specification shall have a minimum of five (5) years experience in the design, manufacture and testing of such materials.

Manufacturers shall provide, upon request, verification of a consistent record of meeting or exceeding materials or performance standards as specified herein.

Allowable Manufacturers: Subject to compliance with requirements, manufacturers offering Products that may be incorporated in the Work include, but are not limited to, the following:

Concrete Light Poles

Ameron International , Fillmore, California

2.02 CONCRETE LIGHT POLES

Concrete light poles shall be machine-made, prestressed, spun portland cement concrete.

Aggregates shall conform to ASTM C-33 and shall be uniformly graded from 100% passing a 0.50" screen to no more than 5% passing a #100 screen.

Portland cement shall conform to ASTM C-150, Type I or III, or as otherwise specified.

Water used in the concrete mixture shall contain no quantities of alkali, oil or organic matter which will detrimentally affect the quality of the concrete.

Steel used in the manufacture of light poles shall comply with the following:

Prestressing wire shall conform to ASTM A-421

5 mm wire: 234,000 psi ultimate strength

7 mm wire: 220,000 psi ultimate strength

9 mm wire: 206,000 psi ultimate strength

Maximum initial prestressing force shall be the lesser of 70% of ultimate tensile strength or 80% of yield strength

Mild reinforcing wire and spiral wire shall conform to ASTM A-82

Spiral reinforcement shall not be less than 13 gauge.

Spiral reinforcement shall continue full length of pole and shall be secured to longitudinal reinforcement.

Base plates shall conform to ASTM A-36

Mild deformed reinforcing bars shall conform to ASTM A-615, grades 40 and 60.

Aluminum castings shall conform to ASTM B-26.

Poles shall be designed and manufactured in accordance with standards and recommendations of the American Concrete Institute and the Prestressed Concrete Institute.

Poles shall be designed in accordance with AASHTO requirements for 50 year mean recurrent interval wind and ice loadings, height coefficients and factors of safety.

PART 3 EXECUTION

3.01 EXAMINATION

Coordinate layout and installation of light poles with other construction elements to ensure adequate headroom, working clearance, and access.

Examine surfaces to receive light poles for compliance with installation tolerances and other conditions affecting performance of the street lighting system. Do not proceed with installation until all unsatisfactory conditions have been corrected.

3.02 METHODS OR PROCEDURES

Light poles shall be transported, unloaded and stored in accordance with manufacturer's recommendations and as required to prevent damage prior to installation.

Light poles shall be installed in accordance with manufacturer's recommended practice.

3.03 INSTALLATION

Installation shall be performed by others.

3.04 PROTECTION

Contractor shall protect lights poles from damage, theft or vandalism until such time as they are accepted by Midvale Ctiy.

3.05 TESTING

Not Used

3.06 CLEANING

Thoroughly clean all poles and fixtures prior to final acceptance.

END OF SECTION