1.01 THE REQUIREMENT
A. This section includes the following:
1. Requirements for compliance with the Storm Water Pollution Prevention Plan (SWPPP) developed specifically for this Project are the responsibility of the Contractor. a. SWPPP satisfies the mandates of Federal Clean Water Act as enforced by State of California Water Resources Control Board and its Regional Water Quality Boards. b. In accordance with the State Water Resources Control Board’s (SWRCB) General Construction Activities Storm Water Permit, Order No. 2009-0009-DWQ, NPDES No.
CAS000002, the SWPPP Major objective is to:
1) Identify the sources of sediment and other pollutants that affect the quality of storm water discharges
2) Describe and ensure the implementation of Best Management Practices, (BMPs) to reduce or eliminate sediment and other pollutants in storm water as well as nonstorm water discharges.
B. Related Sections
1. Contractor shall retain a California State Certified Qualified SWPPP Practitioner (QSP) to implement and maintain the SWPPP and file all necessary documents to the State.
2. SWPPP requires compliance of all trades on Project that use or manipulate materials of any nature which can potentially enter storm-water drainage system.
3. Representative materials controlled by the SWPPP include erosion of native soils and fill materials, groundwater, leakage or spills from construction vehicles and machinery, stored fuels, concrete truck washout, chemical treatments, curing, compounds, paints, plasters, paving materials, adhesives and sealants, trash and general construction debris, pesticides, fertilizers, and any other material which can be carried by running water or percolate into earth.
1.02 SUBMITTALS
A. Provide name and certification documents of the Qualified SWPPP Practitioner (QSP).
B. Through the entirety of construction, prepare inspection reports, rain gauge readings, stormwater sampling and analysis, bio assessment reports, Annual Reports and submit through the State’s Storm Water Multiple Application and Report Tracking System (SMARTS) as required by the General Construction Permit.
C. Closeout Submittals: Submit to owner documentation certifying compliance with the SWPPP, site monitoring reports, and notification of Agencies of completion of operations as required by the General Construction Permit.
D. Provide a Rain Event Action Plan (REAP) if project is considered a RISK LEVEL 2 or 3. REAP shall be prepare by the project QSP.
E. SWPPP plan.
1. The SWPPP will be prepared by a Qualified SWPPP Developer (QSD) certified by the RWQCB, as required by the General Construction Permit.
2. Implementation and report processing of the SWPPP shall be conducted by a Qualified SWPPP Practitioner as required by the General Construction Permit.
1.03 REGULATORY BACKGROUND
A. As required by Federal Water Pollution Control Act (Clean Water Act) and regulations of U.S.
Environmental Protection Agency and of State of California Water Resources Control Board, current General construction Permit, any construction activity of ONE acre or more must be covered by National Pollutant Discharge Elimination System (NPDES) permit.
TEMPORARY STORM WATER POLLUTION CONTROLS 01 5723-2
B. The Act further decrees fines of as much as $37,500 per day per violation.
C. It is implicit that SWPPP satisfies requirements of NPDES permit.
D. If Owner is cited for violation of Clean Water Act due to failure of SWPPP to address requirement, Contractor shall be liable for any fines or penalties that might be imposed by regulatory agency, he shall be obligated to perform mandated corrective measures at his own expense.
E. If Owner or Owner's Inspector becomes aware of violations of SWPPP, they will immediately inform Contractor in writing. Contractor shall immediately cease violation and shall restore site, at his own expense, to same conditions it was in before violation, to approval of Owner.
F. Should Contractor continue to violate requirements of SWPPP, or refuse to comply, or refuse to repair results of violation to Owner's approval, for purposes of this Contract it shall be considered as any other violation of Contract. Owner will take necessary measures as set forth in General Conditions.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Provide all temporary and permanent Best Management Practices (BMP’s) storm water pollution prevention equipment, material, and facilities as required by or as necessary to comply with the SWPPP and meet the General Construction Permit requirements.
PART 3 - EXECUTION
3.01 IMPLEMENTATION
A. Measures required in SWPPP shall be executed as dictated by SWPPP itself.
B. Contractor shall not commence construction until a Notice of Intent has been issued to the State and project Waste Discharger Identification (WDID) number has been issued.
1. Concurrent with commencement of construction activities, Contractor shall implement and retain at project site, the Storm Water Pollution Prevention Plan and a monitoring program and reporting plan throughout construction in accordance with the General Permit.
C. Contractor shall be responsible for paying the necessary permit fees and complying with State Water Resources Control Board Order No. 2009-009-DWQ, implementing provisions of the Clean Water Act relating to storm water discharges.
D. The plan will address all potential sources of pollutants which may enter the storm water system, it must explain what steps will be taken during construction to minimize the risk of storm water contamination and must address management procedures to be utilized during construction to prevent pollution discharges such as spills, leaking, and dumping.
E. A copy of said plan shall be provided to owner and upon request contractor shall certify, in writing, compliance with the relevant rules, regulations and laws.
F. Additional information regarding State Water Resources Control Board requirements can be obtained from State Water Resources Control Board, Division of Water Quality, Attention:
Storm Water Permit Unit, P.O. Box 1977, Sacramento, CA 95812-1977. Telephone Number (916) 657-1146
G. During construction, make changes as necessary for proper functioning of SWPPP measures.
Notify QSP on recommended changes.
H. At completion of work, Contractor shall remove temporary SWPPP measures and dispose of any pollutants in legal manner offsite, or as otherwise required by SWPPP TEMPORARY STORM WATER POLLUTION CONTROLS 01 5723-3
3.02 PERFORMANCE
A. Minimum Water Quality Protection Requirements
1. The Contractor is required to meet the following minimum standards of good housekeeping:
a. Eroded sediments and other pollutants must be retained on site and may not be transported from the site via sheet flow, swales, area drains, natural drainage, or wind. b. Stockpiles of earth and other construction-related materials must be protected from being transported from the site by wind or water.
c. Fuels, oils, solvents, and other toxic materials must be stored in accordance with their listing and are not to contaminate the soil nor the surface waters. All approved toxic storage containers are to be protected from the weather. Spills must be cleaned up immediately and disposed of in a proper manner. Spills may not be washed into the drainage system.
d. Excess or waste concrete may not be washed into the public way or any drainage system. Provisions shall be made to retain concrete wastes on-site until they can be appropriately disposed of or recycled.
e. Trash and construction-related solid wastes must be deposited into a covered receptacle to prevent contamination of rainwater and dispersal by wind. f. Sediments and other materials may not be tracked from the site by vehicle traffic. The construction entrance roadways must be stabilized so as to inhibit sediments from being deposited into the public ways. Accidental depositions must be swept up immediately and may not be washed down by rain or by any other means.
B. Stormwater Pollution Prevention Plan
1. The Contractor shall comply with The Stormwater Pollution Prevention Plan (SWPPP). The Contractor shall implement Best Management Practices (BMPs) necessary to control stormwater pollution from sediments, erosion, and construction materials leaving the construction site.
2. The BMPs contained in the Development Best Management Practices Handbook – Part A, Construction Activities cover the following categories of construction activities:
a. Site preparation/earth removal
b. Underground structures
c. Aboveground structures
d. Roadways, walkways and parking lots
e. Planting and landscaping
3. The SWPPP document shall include the following information:
a. The name, location, period of construction, and a brief description of the Project. b. Contact information for the Contractor, including name, address, and telephone number.
c. Name, location, and description of any environmentally sensitive areas located on or adjoining the Project.
d. A list of major construction materials, waste, and activities. e. A list of BMPs to be used to control pollutant discharges from major construction materials, wastes, and activities.
f. A site plan (a construction plan may be used) indicating the location of BMPs where appropriate.
g. A certification statement that all required and selected BMPs will be effectively implemented.
4. At least one copy of the approved SWPPP shall be kept at the construction site and accessible to inspectors.
TEMPORARY STORM WATER POLLUTION CONTROLS 01 5723-4
5. Publication on the General Construction Permit details are available at:
State Water Resources Control Board Website:
http://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.shtml California Stormwater Quality Association:
http://www.cabmphandbooks.com
END OF SECTION 01 5723
SITE WATERING FOR DUST CONTROL 01 5726-1
SECTION 01 5726 - SITE WATERING FOR DUST CONTROL
PART 1 - GENERAL
1.01 DUST ABATEMENT
A. Preventative measures to limit the production of dust in amounts damaging to property, cultivated vegetation or domestic animals, or causing a nuisance to persons living in or occupying buildings in the vicinity shall be taken in to account. Responsibility for any damage resulting from dust originating from its operations shall be the CONTRACTOR’s. The dust abatement measures shall be maintained at all times during construction of the project, in accordance with the requirements of Navajo County.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.01 GENERAL
A. The CONTRACTOR shall take necessary measures to control any and all dust related to or as a result of construction activities under this Contract. The water necessary for the dust control operation will be Owner furnished, beyond that the CONTRACTOR shall be responsible to provide whatever means necessary to accomplish the task of Dust Control. The CONTRACTOR shall be responsible for any damage resulting from dust originating from construction activities under this Contract.
END OF SECTION 01 5726
SEISMIC DESIGN CRITERIA 01 6010-1
SECTION 01 6010 - SEISMIC DESIGN CRITERIA
PART 1 – GENERAL
1.01 SUMMARY
A. Section includes, Seismic design criteria for the following:
1. Anchorage design for all contractor/equipment manufacturer supplied mechanical and electrical equipment requiring seismic design for anchorage components (per Section 13 of ASCE 7-16).
2. Seismic design of tanks and anchorage of tanks (per Section 13 and 15 of ASCE 7-16)
3. Seismic design of ducting and suspended piping systems (per Section 13 of ASCE 7-16)
4. Seismic design of architectural components (per Section 13 of ASCE 7-16)
5. Other structures or items as specified or indicated on the Drawings.
1.02 REFERENCES
A. Latest Revision of the International Building Code (IBC) B. ASCE Standard 7-16.
1.03 SYSTEM DESCRIPTION AND SEISMIC DESIGN PARAMETERS
(PER Ninyo and Moore Geotech Report)
A.
B. Component Amplification Factor, and Response Modification Factors (ap, and Rp, respectively) in accordance with ASCE 7-16, “Minimum Design Loads for Buildings and Other Structures.” Reference “Geotechnical Structures Report and General Structural Notes.” C. Seismic parameters for Non-Building Structures Similar to Buildings, in accordance with ASCE 7- 16, “Minimum Design Loads for Buildings and Other Structures.” D. Component Importance Factor, Ip: 1.5
E. Do not use friction to resist sliding due to seismic forces.
F. Do not use more than 60 percent of the weight of the mechanical and electrical equipment for designing anchors for resisting overturning due to seismic forces.
G. Do not use more than 60 percent of the weight of the tank for resisting overturning due to seismic forces.
H. Use anchor bolts, bolts, or welded studs for anchors for resisting seismic forces. Anchor bolts used to resist seismic forces shall have a standard hex bolt head. Do not use anchor bolts fabricated from rod stock with a J shape. Concrete insert anchors/flush shells, chemical anchors, powder actuated fasteners, or other types of miscellaneous anchors shall also not be used unless indicated on the Drawings or accepted in writing by the Engineer.
I. Seismic forces must be resisted by direct bearing on the fasteners used to resist seismic forces. Do not use connections which use friction to resist seismic forces.
SEISMIC DESIGN CRITERIA 01 6010-2
1.04 SUBMITTALS
A. Submit shop drawings and seismic calculations in accordance with Section 01 3300 – Submittal Procedures.
B. Piping 12 inches and larger diameter shall have calculations submitted.
C. The party supplying calculations and pipe support details (registered engineer) does not need to be an employee of the equipment manufacturer’s company.
D. Calculations shall be signed and stamped by a Civil or Structural Professional Engineer, registered/licensed to practice in the state where the project is located (note: California registered PE is also acceptable). All calculations shall be provided in English / Imperial units.
PART 2 – PRODUCTS (Not Used)
PART 3 – EXECUTION (Not Used)
END OF SECTION 01 6010
PRODUCT OPTIONS 01 6200-1
SECTION 01 6200 – PRODUCT OPTIONS
PART 1 - GENERAL
1.01 DEFINITIONS
A. The word "Products" as used in the Contract Documents is defined to include purchased items for incorporation into the WORK, regardless of whether specifically purchased for the project or taken from stock of previously purchased products. The word "Materials," is defined as products which must be substantially cut, shaped, worked, mixed, finished, refined or otherwise fabricated, processed, installed or applied to form WORK. The word "Equipment" is defined as products with operational parts, regardless of whether motorized or manually operated, and particularly including products with service connections (wiring, piping and other like items). Definitions in this paragraph are not intended to negate the meaning of other terms used in the Contract Documents, including "specialties," "systems," "structure," "finishes," "accessories," "furnishings," special construction" and similar terms, which are self-explanatory and have recognized meanings in the construction industry.
B. Neither "Products" nor "Materials" nor "Equipment" includes machinery and equipment used for preparation, fabrication, conveying and erection of the WORK.
1.02 QUALITY ASSURANCE
A. Source Limitations: To the greatest extent possible for each unit of WORK, the CONTRACTOR shall provide products, materials and equipment of a singular generic kind from a single source.
B. Compatibility of Options: Where more than one choice is available as options for selection of a product, material or equipment, select an option, which is compatible with other products, materials or equipment. Compatibility is a basic general requirement of product, material and equipment selections.
1.03 PRODUCT DELIVERY AND STORAGE
A. Deliver and store the product in accordance with manufacturer's written recommendations and by methods and means that will prevent damage, deterioration and loss including theft. Delivery schedules shall be controlled to minimize long-term storage of products at the Site and overcrowding of construction spaces. In particular, ensure coordination to ensure minimum holding or storage times for flammable, hazardous, easily damaged or sensitive materials to deterioration, theft, and other sources of loss.
1.04 TRANSPORTATION AND HANDLING
A. Products shall be transported by methods to avoid damage and shall be delivered in undamaged condition in manufacturer's unopened containers and packaging.
B. Provide equipment and personnel to handle products, materials and equipment by methods to prevent soiling and damage.
C. Provide additional protection during handling to prevent marring and otherwise damaging products, packaging, and surrounding surfaces.
1.05 STORAGE AND PROTECTION
A. Products shall be stored in accordance with manufacturer's written instructions and with seals and labels intact and legible. Sensitive products shall be stored in weather-tight climate controlled enclosures and temperature and humidity ranges shall be maintained within tolerances required by manufacturer's recommendations.
PRODUCT OPTIONS 01 6200-2
B. For exterior storage of fabricated products, products shall be placed on sloped supports above ground. Products subject to deterioration shall be covered with impervious sheet covering and ventilation shall be provided to avoid condensation.
C. Loose granular materials shall be stored on solid flat surfaces in a well-drained area and shall be prevented from mixing with foreign matter.
D. Storage shall be arranged to provide access for inspection. Periodically inspect to assure products are undamaged and are maintained under required conditions.
E. Storage shall be arranged in a manner to provide access for maintenance of stored items and for inspection.
1.06 MAINTENANCE OF PRODUCTS IN STORAGE
A. Stored products shall be periodically inspected on a scheduled basis.
B. Comply with manufacturer's product storage requirements and recommendations.
C. Maintain manufacturer-required environmental conditions continuously.
D. Ensure that surfaces of products exposed to the elements are not adversely affected and that weathering of finishes does not occur.
E. For mechanical and electrical equipment, provide a copy of the manufacturer's service instructions with each item and the exterior of the package shall contain notice that instructions are included.
F. Products shall be serviced on a regularly scheduled basis, and a log of services shall be maintained and submitted as a record document prior to final acceptance by the ENGINEER in accordance with the Contract Documents.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 6200
MOBILIZATION 01 7113-1
SECTION 01 7113 – MOBILIZATION
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Mobilization shall include verification by the CONTRACTOR that all permits have been obtained; moving onto the site of all plant and equipment; furnishing and erecting plants, temporary buildings and other construction facilities; and implementing security requirements; all as required for the proper performance and completion of the WORK. Mobilization shall include the following principal items:
1. Moving onto the site all materials and equipment required for first month operations
2. Installing temporary construction power, wiring and lighting facilities if applicable
3. Establishing a fire protection system as required.
4. Developing a construction water supply as required.
5. Providing field office trailers, complete with all specified furnishings and utility services (if available) including telephones, telephone appurtenances and copying machine
6. Providing all on-site communication facilities including telephones
7. Providing on-site sanitary facilities and potable water facilities
8. Arranging for and erection of work and storage yard
9. Constructing and implementing security features and requirements complying with Section 01 3553 – Security Procedures.
10. Obtaining all required permits for the project.
11. Comply with all OSHA required notices and establish a safety program
12. Having the superintendent or authorized representatives at the job site as required for execution of the work
13. Provide and implement an on-site Construction SWPPP features and requirements complying with Section 01 5713 – Temporary Erosion and Sediment Control.
14. Provide and implement an on-site Dust Control Plan features and requirements complying with Section 01 5719 – Temporary Environmental Control.
15. Upon start of construction, the CONTRACTOR shall furnish and install a Project Identification Sign. The sign shall be painted by a professional experienced in sign painting.
The paint used shall resist weathering and fading for the scheduled construction project duration. Two, 4”X4”X8’ supports shall be supplied by the CONTRACTOR. The project identification sign shall be securely bolted to the supports and shall be installed and located as directed by the OWNER. The CONTRACTOR shall repair the sign structure and supports as necessary for the duration of the project. The sign and supports shall be maintained in a neat and clean condition. The CONTRACTOR shall remove and properly dispose of the sign upon completion of the project. Costs associated with supplying, erecting, and maintaining the project identification sign shall be considered incidental to the contract and no separate payment will be allowed.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 7113
FIELD ENGINEERING 01 7123-1
SECTION 01 7123 – FIELD ENGINEERING
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: Field engineering to establish lines and grades for the Work.
B. Related Sections: Section 01 7700 – Closeout Procedures
1.02 THE REQUIREMENT
A. The CONTRACTOR shall provide the initial surveying and staking control for the project. In addition, the CONTRACTOR shall provide the initial staking of the property and easement limits, clearing limits, influent and effluent lines, utilities, and excavation limits staking of structure corners with offsets as necessary for construction.
B. The CONTRACTOR shall provide all necessary staking following the OWNER initial staking as completed during the design of this project, as required to construct all items included in the plans and Scope of Work.
C. The ENGINEER shall survey the location of any underground utility line that the CONTRACTOR installs. This shall include all joints, hydrants and services. The CONTRACTOR shall notify the ENGINEER 48 hours in advance of backfilling to allow scheduling.
1.03 QUALITY ASSURANCE
A. Qualifications of Surveyor or Engineer: Registered civil engineer or land surveyor in state where Project is located.
B. Accuracy of stakes, alignments, and grades may be checked randomly by ENGINEER.
1. Notice of when checking will be conducted will be given.
2. When notice of checking is given, postpone parts of the Work affected by stakes, alignments or grades to be checked until checked.
3. Do not assume that ENGINEER's check substitutes or complements required field quality control procedures.
1.04 CONSTRUCTION STAKES, LINES, AND GRADES
A. Execute the Work in accordance with the lines and grades indicated.
B. Make distances and measurements on horizontal planes, except elevations and structural dimensions.
1.05 SURVEY REFERENCE POINTS
A. Basic reference line, a beginning point on basic reference line, and a bench mark will be provided, by OWNER as defined in the Contract.
B. From these reference points, establish other control and reference points as required to properly lay out the Work.
C. Locate and protect control points prior to starting sitework, and preserve permanent reference points during construction.
1. Make no changes or relocations without prior written notice.
2. Replace Project control point, when lost or destroyed, in accordance with original survey control.
D. Set monuments for principal control points and protect them from being disturbed and displaced.
1. Re-establish disturbed monuments.
2. When disturbed, postpone parts of the Work that are governed by disturbed monuments until such monuments are re-established.
FIELD ENGINEERING 01 7123-2
1.06 PROJECT SURVEY REQUIREMENTS
A. Establish minimum of 2 permanent bench marks on site referenced to data established by survey control points.
B. Record permanent bench mark locations with horizontal and vertical data on Project Record Documents.
C. Assume responsibility for accuracy of stakes, alignments, and grades by performing verifications and checking in accordance with standard surveying practice.
D. Locate all utilities installed within the project prior to backfilling. Make a complete survey at the line, hub, or joint locations.
1.07 RECORD DOCUMENTS
A. Once the CONTRACTOR has reached substantial completion the ENGINEER will survey the site in preparation of Record Documents in conjunction with the CONTRACTORS supplied as-built as specified in Section 01 7839 – Project Record Documents. The Owners final survey does not relieve the CONTRACTOR from his contractual responsibly.
B. Carefully note all deviations or changes from the original drawings and maintain complete, accurate log of control points and survey.
C. Submit all utility locate information and surveyed information in hard copy and AutoCAD format.
D. Affix civil engineer's or land surveyor's signature and registration number to Record Drawing to certify accuracy of information shown.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.01 GENERAL
A. The CONTRACTOR shall provide the initial surveying and staking control for the project. In addition, the CONTRACTOR shall provide the initial staking of the property and easement limits, clearing limits, influent and effluent lines, utilities, and excavation limits staking of structure corners with offsets as necessary for construction
B. The CONTRACTOR shall provide all required field engineering as necessary to complete the work as defined in the contract.
END OF SECTION 01 7123
CUTTING AND PATCHING 01 7329-1
SECTION 01 7329 - CUTTING AND PATCHING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Perform all WORK associated with cutting and patching for connection to existing service lines.
This shall be complete and operable, in accordance with the Contract Documents.
B. Do not cut and patch in a manner that would result in a failure of the WORK to perform as intended, decreased energy performance, increased maintenance, decreased-operational life or decreased safety.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Match existing materials for cutting and patching work with new materials conforming to Project Requirements.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Inspect conditions prior to WORK to identify scope and type of WORK required. Protect adjacent WORK. Notify CONTRACTOR and OWNER of WORK requiring interruption to building services or OWNER’s operations.
B. Perform WORK with Workmen skilled in the trades involved.
C. Cutting: Use cutting tools, not chopping tools. Make neat holes. Minimize damage to adjacent work. Check for concealed utilities and structure before cutting.
D. Patching: Make patches, seams and joints durable and inconspicuous. Comply with tolerances for new WORK.
E. Clean WORK area and areas affected by cutting and patching operations.
END OF SECTION 01 7329
CLEANING AND WASTE MANAGEMENT 01 7400-1
SECTION 01 7400 - CLEANING AND WASTE MANAGEMENT
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. On a continuous basis, maintain premises free from accumulations of waste, debris and rubbish, caused by operations.
B. At completion of WORK, remove waste materials, rubbish, tools, equipment, machinery and surplus materials, and clean all sight-exposed surfaces; leave Project clean and ready for operation/occupancy.
C. Related Sections:
1. Section 01 7329 – Cutting and Patching
2. Section 01 7700 – Closeout Procedures
1.02 SAFETY REQUIREMENTS
A. Hazards control:
1. Store volatile wastes in covered metal containers, and remove from premises daily.
2. Prevent accumulation of wastes, which create hazardous conditions.
3. Provide adequate ventilation during use of volatile or noxious substances.
B. Conduct cleaning and disposal operations to comply with local ordinances and anti-pollution laws.
1. Do not burn or bury rubbish and waste materials on Project site without written permission from the OWNER.
2. Do not dispose of volatile wastes such as mineral spirits, oil or paint thinner in storm or sanitary drains.
3. Do not dispose of wastes into streams or waterways.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Use only cleaning materials recommended by manufacturer of surface to be cleaned.
B. Use cleaning materials only on surfaces recommended by cleaning material manufacturer.
PART 3 - EXECUTION
3.01 DURING CONSTRUCTION
A. Execute cleaning to ensure that grounds and public properties are maintained free from accumulations of waste materials and rubbish.
B. Wet down dry materials and rubbish to prevent blowing dust.
C. At reasonable intervals during progress of Work, clean site and public properties, and dispose of waste materials, debris and rubbish.
D. Provide on-site containers for collection of waste materials, debris and rubbish.
E. Remove waste materials, debris and rubbish from site and legally dispose of at public or private dumping areas off OWNER's property.
F. Handle materials in a controlled manner with as few handlings as possible; do not drop or throw materials from heights.
G. Each subcontractor areas of work shall thoroughly be cleaned of all materials and equipment installed from their areas of work.
CLEANING AND WASTE MANAGEMENT 01 7400-2
3.02 FINAL CLEANING
A. Employ experienced workers, or professional cleaners, for final cleaning.
B. In preparation for substantial completion, conduct final inspection of sight-exposed interior and exterior surface, and of concealed spaces.
C. Repair, patch and touch up marred surfaces to specified finish, to match adjacent surfaces.
D. Broom clean paved surfaces; rake clean other surfaces of grounds.
E. Maintain cleaning until Project, or portion thereof, is occupied by OWNER.
F. The CONTRACTOR shall restore or replace existing property or structures as promptly and practicable as work progresses.
END OF SECTION 01 7400
CLOSEOUT PROCEDURES 01 7700-1
SECTION 01 7700 - CLOSEOUT PROCEDURES
PART 1 - GENERAL
1.01 RELATED REQUIREMENTS
A. Related Sections:
1. Section 00 7000 – Conditions of the Contract
2. Section 01 7400 – Cleaning and Waste Management
1.02 PERFORMANCE CLEAN WATER TESTING
A. Clean water testing shall be performed for all phases of the project. Certification of each clean water test shall be provided to the ENGINEER and OWNER prior to Substantial Completion of each phase.
B. Perform a pre-start systems check in order to provide an efficient transition for start-up of facility.
The performance testing shall proceed as follows:
1. Perform systems checks, which include verification of proper equipment installation, operation, and calibration with the manufacturers or their representatives. Certification of proper operation and installation of the equipment shall be provided by the CONTRACTOR and/ or Manufacturer.
2. Verify the performance of the equipment and controls through full scale operation using clean water. Water shall be conveyed to the facility and the basins shall be filled to their normal operating level. Treated effluent water for testing shall be provided by the OWNER.
Disinfection to a minimum of 2 ppm and not to exceed 4 ppm of chlorine shall be provided by the CONTRACTOR. A disinfection plan shall be provided to the ENGINEER.
3. Temporary piping and pumping equipment shall be installed by the CONTRACTOR for the conveyance of water to the facility for the purpose of clean water testing. All equipment shall be tested in normal operating mode to verify proper operation of all equipment in conjunction with the plant control system.
4. Water shall be recycled through the plant for a total systems check for a period of at least 24 hours, or until the Engineer has determined that no adjustments are necessary. At discretion and direction of the Engineer, make adjustments or repairs to coordinate the operation of the systems and extend the duration, terminate, and restart the pre-start systems check as necessary.
1.03 SUBSTANTIAL COMPLETION
A. Submit written certification to that the project phase is substantially complete.
B. Submit list of major items to be completed or corrected.
C. Engineer will make an inspection within seven days after receipt of certification, together with a representative.
D. Should ENGINEER consider that work is substantially complete:
1. Prepare, and submit to ENGINEER, a list of the items to be completed or corrected, as a. determined by on-site observation.
2. Engineer will prepare and issue a Certificate of Substantial Completion, containing:
a. Date of Substantial Completion.
b. List of items to be completed or corrected, verified and amended. c. The time required to complete or correct work of listed items. d. Responsibilities for:
1) Insurance
2) Utilities
3) Operation of mechanical, electrical and other systems CLOSEOUT PROCEDURES 01 7700-2
4) Maintenance and cleaning
5) Security
e. Signatures of: ENGINEER
3. Complete work listed for completion or correction, within designated time.
E. Should ENGINEER consider that work is not substantially complete:
1. He shall immediately notify, in writing, stating reasons.
2. Complete work, and send second written notice to ENGINEER, certifying that Project, or designated portion of project of substantially complete.
3. ENGINEER will re-review work.
1.04 FINAL INSPECTION
A. Submit written certification that:
1. Contract Documents have been reviewed.
2. Project has been inspected for compliance with Contract Documents.
3. Work has been completed in accordance with Contract Documents.
4. Equipment and systems have been tested in presence of ENGINEER and are operational.
5. Project is completed and ready for final inspection.
B. ENGINEER will make final on-site observation/review within seven (7) days after receipt of certification.
C. Should ENGINEER consider that work is finally complete in accordance with requirements of Contract Documents, he shall prepare and issue the following:
1. Certificate of Completion;
2. Complete sets of As-Builts received; and
3. A Request to make Project Closeout submittals.
D. Should ENGINEER consider that work is not finally complete:
1. He shall notify, in writing, stating reasons.
2. Take immediate steps to remedy the stated deficiencies, and send second written notice to ENGINEER certifying that work is complete.
3. ENGINEER will re-review the work.
1.05 FINAL CLEANING UP
A. The work will not be considered as completed and final payment made until all final cleanup has been done in a satisfactory manner. See Section 01 7400 – Cleaning and Waste Management for detailed requirements.
1.06 CLOSEOUT SUBMITTALS
A. Submit the following Closeout Submittals upon completion of the Work and at least 7 days prior to submitting Application for Final Payment:
1. Evidence of Compliance and Closeout with Requirements of Governing Authorities.
2. Project Record Documents.
3. Hydrostatic Test Results Documentation for Concrete Structures Section 03 0130 – Maintenance of Cast-In-Place Concrete/Water Leakage Testing.
4. Operation and Maintenance Manuals.
5. Equipment Field Service Installation, Certification, Certificate of Warranty and Evidence of Training per Section 01 4333 – Manufacturer’s Field Services.
6. Warranties and Bonds.
7. Keys and Keying Schedule.
8. Evidence of Payment and Release of Liens as outlined in Conditions of the Contract.
9. Release of claims as outlined in Conditions of the Contract.
10. Completed As-built Drawings and Documentation.
CLOSEOUT PROCEDURES 01 7700-3
11. Survey Record Documents as specified in Section 01 7123 – Field Engineering.
12. Certificate of Final Completion.
1.07 EVIDENCE OF COMPLIANCE WITH REQUIREMENTS OF GOVERNING AUTHORITIES A. Submit the following:
1. Certificate of Occupancy
2. Certificate of Inspection:
a. Mechanical:
1) City of Seal Beach
b. Electrical:
1) City of Seal Beach
1.08 PROJECT RECORD DOCUMENTS
A. Maintain at Project site, available to OWNER and ENGINEER, one copy of the Contract Documents, shop drawings and other submittals, in good order.
1. Mark and record field changes and detailed information contained in submittals and change orders.
2. Record actual depths, horizontal and vertical location of underground pipes, duct banks and other buried utilities. Reference dimensions to permanent surface features.
3. Identify specific details of pipe connections, location of existing buried features located during excavation, and the final locations of piping, equipment, electrical conduits, manholes, and pull boxes.
4. Identify location of spare conduits including beginning, ending and routing through pull boxes, and manholes. Record spare conductors, including number and size, within spare conduits, and filled conduits.
5. Provide schedules, lists, layout drawings, and wiring diagrams.
6. Make annotations with erasable colored pencil conforming to the following color code:
Additions: Red
Deletions: Green
Comments: Blue
Dimensions: Graphite
B. Maintain documents separate from those used for construction.
1. Label documents “RECORD DOCUMENTS”
C. Keep documents current:
2. Record required information at the time the material and equipment is installed and before permanently concealing.
D. Deliver record documents with the transmittal letter containing date, Project title, CONSTRUCTION MANAGER’S name and address, list of documents, and signature of CONSTRUCTION MANAGER.
E. During progress meetings, record documents will be reviewed to ascertain that changes have been recorded.
1.09 WARRANTIES AND BONDS
A. Provide executed Warranty or Guaranty Form if required by Contract Documents.
B. Provide specified additional warranties, guarantees, and bonds form manufacturers and suppliers.
1.10 CERTIFICATE OF FINAL COMPLETION
A. When the 7-day operational test has been successfully completed, ENGINEER will certify that new facilities are operationally complete. ENGINEER will submit a list of known items (punch-list) still to be completed or corrected prior to contract completion.
CLOSEOUT PROCEDURES 01 7700-4
B. List of items to be completed or corrected will be amended as items are resolved by CONSTRUCTION MANAGER.
C. When all items have been completed or corrected, submit written certification that the entire work is complete in accordance with the Contract Documents and request final inspection.
D. Upon completion of final inspection, ENGINEER will either prepare a written acceptance of the entire work or advise CONSTRUCTION MANAGER of work not complete. If necessary, inspection procedures will be repeated.
1.11 FINAL APPLICATION FOR PAYMENT
A. Submit final applications in accordance with requirements of Contractual Agreement.
1.12 FINAL CERTIFICATE FOR PAYMENT
A. OWNER will issue final certificate in accordance with provisions of Contractual Agreement.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 7700
OPERATION AND MAINTENANCE DATA 01 7823-1
SECTION 01 7823 - OPERATION AND MAINTENANCE DATA
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Compile product data and related information appropriate for maintenance and operation of equipment furnished under the Contract. Prepare Operating and Maintenance Manual as specified.
B. Instruct OWNER’s personnel in the maintenance and operation of equipment and systems as outlined herein.
C. In addition to Operating and Maintenance Data, the Manufacturer's printed recommended Installation Practice shall be included. If not part of the Operating and Maintenance Manual, separate written installation instructions shall be provided, serving to assist the CONTRACTOR in equipment installation.
D. Related Sections:
1. Section 00 7000 – Conditions of the Contract
2. Section 01 3300 – Submittal Procedures
1.02 OPERATING AND MAINTENANCE MANUAL
A. Every piece of equipment furnished and installed shall be provided with complete maintenance and operations manuals. These shall be detailed in instructions to the OWNER’s personnel. They shall be attractively bound for the OWNER’s records. After approval, the CONTRACTOR shall store all manuals until the completion of the project or until requested by the ENGINEER. The manuals will be stored and delivered to the OWNER in an organized format.
B. Provide three (3) hard copies plus one (1) electronic version in PDF format. Two (2) copies shall be delivered to the jobsite shipped with the equipment and one (1) copy shall be delivered to the CONTRACTOR’s main office.
1.03 SUBMITTALS
A. Submittals shall be made in accordance with Section 01 3300 – Submittal Procedures.
1.04 CONTENT OF MANUAL
A. Neatly typewritten table of contents for each volume, arranged in systematic order.
1. CONTRACTOR, name of responsible principal, address and telephone number.
2. A list of each product required to be included, indexed to the content of the volume.
3. List, with each product, the name, address and telephone number of:
a. Actual start and finish dates of completed activities since last progress meeting. b. Subcontractor or installer.
c. Maintenance contractor, as appropriate.
d. Identify the area of responsibility of each.
e. Local source of supply for parts and replacement.
4. Identify each product, by product name and other identifying symbols as set forth in Contract Documents.
B. Product Data:
1. Include only those sheets, which are pertinent to the specific product. References to other sizes and types or models of similar equipment shall be deleted or lined out.
2. Annotate each sheet to:
a. Clearly identify the specific product or part installed. b. Clearly identify the data applicable to the installation.
OPERATION AND MAINTENANCE DATA 01 7823-2
c. Provide a parts list for all new equipment items, with catalog numbers and other data necessary for ordering replacement parts.
d. Delete references to inapplicable information.
3. Clear and concise instructions for the operation, adjustment, lubrication, and other maintenance of the equipment including a lubrication chart.
C. Drawings:
1. Supplement product data with drawings as necessary to clearly illustrate:
a. Relations of component parts of equipment and systems. b. Control and flow diagrams.
2. Coordinate drawings with information in Project Record Documents to assure correct illustration of complete installation.
D. Written text, as required to supplement product data for the particular installation:
1. Organize in a consistent format under separate headings for different procedures.
2. Provide a logical sequence of instructions for each procedure.
E. Copy of each warranty, bond and service contract issued: Provide information sheet for OWNER's personnel.
1. Proper procedures in the event of failure.
2. Instances which might affect the validity of warranties or bonds.
F. The manuals must be approved by the OWNER before final payment on the equipment is made.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION 01 7823
OPERATIONS AND MAINTENANCE TRAINING 01 1820 -1
SECTION 01 8020 – OPERATIONS AND MAINTENANCE TRAINING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. This section covers the development and implementation of training programs that will identify skills and knowledge necessary to safely and efficiently operate and maintain the Lampson Well Treatment System.
B. The CONTRACTOR shall furnish all tools, equipment, materials, and supplies, and shall perform all functions and services required to complete the Work as specified herein. With the exception of safety and overview training, training shall be divided into separate categories for operations training and maintenance training with maintenance training further broken down to specific crafts.
C. The training requirements specified in other Sections of the Specifications shall be in addition to those specified in this Section.
D. No actual operations training of a piece of equipment will be permitted until the equipment is properly installed and is operational.
E. Operations training shall be a prerequisite to the beneficial use of the facility or any portion thereof and be completed a minimum of one week prior to the beneficial use of the Lampson Well Treatment System. Maintenance training shall occur after and within thirty (30) days of the beneficial use of the facility
1.02 TRAINING SCOPE
A. Manufacturer/Vendor Training
1. Manufacturer supplied (VENDOR) equipment training for all major plant equipment and subsystems shall be provided for the Operations and Maintenance groups as outlined in this section. The VENDOR training shall be provided by qualified instructors of the equipment manufacturers, i.e.: equipment field startup technician or their representative, as approved by the ENGINEER and may include both on and off-site training venues. Generally, manufacturer sales representatives will not be acceptable.
2. Classroom training shall be structured to develop a basic understanding of the design, function and capabilities of the equipment and the interrelationship with the process. In addition, routine operational and preventive maintenance, safety considerations, responses to abnormalities and startup, shutdown and troubleshooting will be covered.
3. Field training shall be scheduled to commence immediately following the classroom training and shall stress hands-on, performance based application of the classroom training. Equipment shall be started and relevant systems and components shall be demonstrated.
4. Off-site training, primarily for the technical crafts including Electricians, Instrument Technicians and Mechanics, shall focus on specialized, technical training and shall be provided by the manufacturer at their factory or training facility. In the event, the CITY requests specialized factory training on a particular piece of plant equipment, the contractor shall make arrangements with the applicable equipment manufacturer to provide such training.
B. Process Overview, Operations and Safety Training
1. 1.03 RESTORATION OF PAVEMENT
A. General: All paved areas including asphaltic concrete berms cut or damaged during construction shall be replaced with similar materials of equal thickness to match the existing adjacent undisturbed areas, except where specific resurfacing requirements have been called for in the Contract Documents or in the requirements of the agency issuing the permit. The pavement OPERATIONS AND MAINTENANCE TRAINING 01 1820 -2
restoration requirement to match existing sections shall apply to all components of existing sections, including sub-base, base, and pavement. Temporary and permanent pavement shall conform to the requirements of the affected pavement owner. Pavements that are subject to partial removal shall be neatly saw cut in straight lines.
1.04 EXISTING UTILITIES AND IMPROVEMENTS
A. General: Protect underground Utilities and other improvements, which may be impaired during construction operations, regardless of whether or not the Utilities are indicated on the Drawings.
Take all possible precautions for the protection of unforeseen Utility lines to provide for uninterrupted service and to provide such special protection as may be necessary.
B. Except where the Drawings indicate Utilities have been field located during design or certain Utility locations shall be exposed as part of the WORK, responsibility for exploratory excavations as it deems necessary to determine the exact locations and depths of Utilities, which may interfere with its work shall be required. All such exploratory excavations shall be performed as soon as practicable after Notice to Proceed and, in any event, a sufficient time in advance of construction to avoid possible delays progress.
C. The number of exploratory excavations required shall be that number which is sufficient to determine the alignment and grade of the utility.
D. OWNER's Right of Access: The right is reserved to the owners of public utilities and franchises to enter at any time upon any public street, alley, right-of-way, or easement for the purpose of making changes in their property made necessary by the WORK of this Contract.
E. Underground Utilities Indicated: Existing Utility lines that are indicated or the locations of which are made known prior to excavation and that are to be retained. All Utility lines that are constructed during excavation operations shall be protected from damage during excavation and backfilling if damaged, shall be immediately repaired or replaced, unless otherwise repaired by the owner of the damaged Utility. If the owner of the damaged facility performs its own repairs, reimbursement to said owner for the costs of repair shall be required.
F. Underground Utilities Not Indicated: In the event that the existing utility lines are damaged that are not indicated or the locations of which are not made known prior to excavation, a verbal report of such damage shall be made immediately, and a written report thereof shall be made promptly thereafter. Immediately notify the owner of the damaged Utility. If directed, repairs shall be made under the provisions for changes and extra work contained in their Contract Agreement.
G. Costs of locating and repairing damage, not due to failure to exercise reasonable care and removing or relocating such Utility facilities, not indicated in the Contract Documents, with reasonable accuracy and for equipment on the project, which was actually working on that portion of the WORK which was interrupted or idled by removal or relocation of such Utility facilities, and which was necessarily idled during such work will be paid for as extra work resulting in the issuing of a change order in accordance with the provisions of the Contractual Agreement.
H. Approval of Repairs: All repairs to a damaged Utility or improvement are subject to inspection and approval by an authorized representative of the Utility or improvement owner before being concealed by backfill or other work.
I. Maintaining in Service: Unless indicated otherwise, oil and gasoline pipelines, power, and telephone or the communication cable ducts, gas and water mains, irrigation lines, sewer lines, storm drain lines, poles, and overhead power and communication wires and cables encountered along the line of the WORK shall remain continuously in service during all the operations under the Contract, unless other satisfactory arrangements are made with the owner of said pipelines, duct, main, irrigation line, sewer, storm drain, pole, or wire or cable. Responsible for and shall repair all damage due to its operations shall be required, and the provisions of this Section shall not be abated even in the event such damage occurs after backfilling or is not discovered until after completion of the backfilling.
OPERATIONS AND MAINTENANCE TRAINING 01 1820 -3
1.05 NOTIFICATION
A. Prior to any excavation in the vicinity of any existing underground facilities, including all water, sewer, storm drain, gas, petroleum products, or other pipelines; all buried electric power, communications, or television cables; all traffic signal and street lighting facilities; and all roadway and state highway rights-of-way, notify the respective authorities representing the owners or agencies responsible for such facilities not less than 3 days nor more than 7 days prior to excavation so that a representative of said owners or agencies can be present during such work if they so desire.
PART 1 - PRODUCTS (Not Used)
PART 2 - EXECUTION (Not Used)
END OF SECTION 01 8020
MAINTENANCE OF EXISTING CONDITIONS 02 0100-1
SECTION 02 0100 - MAINTENANCE OF EXISTING CONDITIONS
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. The WORK of this Section as defined in the Contract includes all work necessary to satisfactorily prepare the site as shown on the accepted drawings and as specified herein. Following this preparation, the site shall be in such a condition as to easily continue with the next operation whether it be excavating, backfilling, or any other operations that are a part of the project. Site preparation includes clearing, grubbing, grading, tree and shrub removal, native grass stripping and removing and disposing of all debris within the limits of the project and such other areas as may be indicated on the plans or required work, except such objects as are designated to remain or are to be removed in accordance with the plans. This work shall also include the preservation from injury or defacement of all vegetation and objects designated to remain.
B. Related Sections:
1. Section 01 1400 – Work Restrictions
2. Section 01 1420 – Protection of Existing Facilities
3. Section 01 3100 – Project Management and Coordination
4. Section 01 5713 – Temporary Erosion and Sediment Control
5. Section 01 5719 – Temporary Environmental Controls
6. Section 01 5726 – Site Watering for Dust Control
7. Section 01 7113 – Mobilization
8. Section 01 7123 – Field Engineering
9. Division 31 – Earthwork
C. Soils Report: This work shall conform to the requirements of the latest Geotechnical Evaluation and or Soils Report.
1.02 SUBMITTALS
A. Submittals shall be made in accordance with Section 01 3300 – Submittal Procedures.
B. Shop Drawings: Submit clearing limits, staging, and site access plans and limits.
1.03 SITE SURVEY AND LAYOUT
A. The CONTRACTOR shall establish construction, and clearing limits by providing the initial site survey and field staking. The initial staking will include property line limits, casements and access points and structure locations with 100 ft offsets. The OWNER shall provide the contractor the survey data for the project to include the survey control points, hubs, etc and benchmarks for the site. The contractor shall layout required construction staking as defined in Section 01 7123 – Field Engineering.
1.04 PERMITS
A. Verify all required permits have been secured for this work. Comply with applicable local Air Pollution Control requirements. In the absence of specific ordinances, periodic watering shall be done to control dust throughout the work. Make all necessary arrangements for water required for this work.
PART 2 - PRODUCTS (NOT USED)
B629 LAMPSON WELL TREATMENT
MAINTENANCE OF EXISTING CONDITIONS 02 0100-2
PART 3 - EXECUTION
3.01 PRIMARY SITE ACCESS
A. The CONTRACTOR shall provide clearing, grubbing, and stripping as defined in the contract.
B. The CONTRACTOR shall develop any necessary access to the Site, including access entrance barriers to prohibit entry of unauthorized persons as defined in the Contract. The contractor shall provide at the project site access barriers to prohibit entry of unauthorized persons as defined in the Contract.
C. Adequately support existing structures, sidewalks, slabs, pavements, utilities, and other facilities that may be affected by the proposed construction as defined in the Contract.
D. Utility Interference: Where existing utilities interfere with the WORK, notify the utility owner before proceeding in accordance with the General Conditions.
3.02 CLEARING, GRUBBING AND STRIPPING
A. The CONTRACTOR shall perform this work as defined in the Geotechnical Evaluation and or Soils Report.
B. Construction areas shall be cleared of grass and weeds to at least a depth of 1 inch and cleared of structures, pavement, sidewalks, concrete or masonry debris, trees, logs, upturned stumps, loose boulders, and any other objectionable material of any kind which would interfere with the performance or completion of the WORK, create a hazard to safety, or impair the subsequent usefulness of the WORK, or obstruct its operation. Trees and other natural vegetation outside the actual lines of construction shall be protected from damage during construction.
C. Within the limits of clearing, the areas below the natural ground surface shall be grubbed to a depth necessary to remove all stumps, roots, buried logs and all other objectionable material. Septic tanks, drain fields, and connection lines and any other underground structures, debris or waste shall be removed if found on the Site. All objectionable material from the clearing and grubbing process shall be removed from the Site and wasted in approved safe locations.
3.03 OVER EXCAVATION, REGRADING AND BACKFILL UNDER FILL AREAS A. All grading and excavation shall conform to the requirements of the Geotechnical Evaluation and or Soils Report.
3.04 EXISTING UTILITY SERVICES
A. At start of work, CONTRACTOR shall locate and identify all utility services located within the construction limits (both underground and overhead). Utilize Blue Stake services and private location services as required, including potholing as may be necessary.
B. CONTRACTOR shall disconnect or reroute all existing services, where such services will be affected by construction operations. Comply with all instructions issued during the pre-construction conference regarding coordination, advance notice, emergency repairs, etc.
C. All DISCONNECTIONS OR TERMINATIONS SHALL BE PERFORMED IN SAFE MANNER, IN ACCORDANCE WITH APPLICABLE CODES AND REGULATIONS. PROVIDE ANY DISCONNECTS SWITCHES, VALVES, PLUGS, TEES, ETC., AS REQUIRED FOR THE VARIOUS LOCATIONS.
END OF SECTION 02 0100
B629 LAMPSON WELL TREATMENT
DEMOLITION AND STRUCTURE MOVING 02 4000-1
SECTION 02 4000 - DEMOLITION AND STRUCTURE MOVING
PART 1 - GENERAL
1.01 REQUIREMENT
A. Items required to be removed:
1. Reference plans for existing items to be removed. Removable items may include, but are not limited to concrete paving, asphaltic concrete pavement, base courses, manholes, and pipes.
1.02 REGULATORY REQUIREMENTS
A. Conform to applicable codes for disposal of debris.
B. Coordinate removal work with utility companies or appropriate party.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.01 PREPARATION
A. Obtain advance approval from ENGINEER for dimensions and limits of removal work.
B. Identify known utilities below grade. Stake and flag locations.
3.02 PROTECTION
A. Protect following from damage or displacement:
1. Adjacent public and private property.
2. Trees, plants, and other landscape features designated to remain.
3. Utilities designated to remain.
4. Pavement and utility structures designated to remain.
5. Bench marks, monuments, and existing structures designated to remain.
3.03 REMOVALS
A. Remove pavements and structures by methods that will not damage underground utilities. Do not use drop hammer near existing underground utilities.
B. Minimize amount of earth loaded during removal operations.
C. Where existing pavement is to remain, make straight saw cuts in existing pavement to provide clean breaks prior to removal. Do not break concrete pavement or base with drop hammer unless concrete or base has been saw cut to minimum depth of 2 inches.
D. When street and driveway saw cut location is greater than one-half of pavement lane width, remove pavement for full lane width or to nearest longitudinal joint as directed by ENGINEER.
E. Remove sidewalks and curbs to nearest existing dummy, expansion, or construction joint.
F. Unless noted otherwise or indicated in the Contract Documents, existing ends of pipe culverts or end of sewers which are to remain, shall have a 8-inch-thick masonry plug in pipe installed in the end of the pipe prior to backfill, with the backfill constructed in accordance with requirements of Section 31 0000 - Earthwork.
3.04 BACKFILL
A. Backfill of removal areas shall be in accordance with requirements of Division 31 - Earthwork.
3.05 DISPOSAL
A. Inlet frames, grates, and plates; and manhole frames and covers, may remain City property. Disposal shall be in accordance with requirements of Section 01 5719– Temporary Environmental Controls.
B629 LAMPSON WELL TREATMENT
DEMOLITION AND STRUCTURE MOVING 02 4000-2
B. Remove from site, debris resulting from work under this section in accordance with requirements of Section 01 5719 – Temporary Environmental Controls.
END OF SECTION 02 4000
B629 LAMPSON WELL TREATMENT
PAVING REMOVAL 02 4113-1
SECTION 02 4113 - PAVING REMOVAL
PART 1 - GENERAL
1.01 REQUIREMENTS
A. Excavation and compaction of materials for roadways and excavation and compaction of materials for roadside ditches.
B. Soils Report: This work shall conform to the requirements of the latest Geotechnical Evaluation and or Soils Report.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM D698 Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12.44 ft-lbf/ft3).
ASTM D2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.
ASTM D2922 Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
ASTM D3017 Standard Test Method for Water content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
1.03 SUBMITTALS
A. Submittals shall be made in accordance with Section 01 3300 – Submittal Procedures.
PART 2 - PRODUCTS
2.01 MATERIALS
1. Provide backfill which is excavated material, graded free of roots, lumps greater than 6 inches, rocks larger than 3 inches, organic material, and debris.
A. Provide structural backfill which is select material meeting following requirements:
1. Plasticity index: not less than 12 nor more than 20.
2. Maximum liquid limit: 45
PART 3 - EXECUTION
3.01 PREPARATION
A. Road excavation and backfill shall be in accordance with the Geotechnical Evaluation and or Soils Report.
B. Identify required lines, levels, and datum. Coordinate with Section 01 7123 - Field Engineering.
C. Identify and flag surface and aerial utilities.
D. Notify utility companies to remove or relocate utilities.
E. Identify, stake, and flag known utility locations below grade. Make temporary or permanent relocation of underground pipes, ducts, or utilities where indicated on Drawings.
F. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify ENGINEER and obtain instructions before proceeding in such areas.
PAVING REMOVAL 02 4113-2
3.02 PROTECTION
A. Protect Following from Damage or Displacement:
1. Trees, shrubs, lawns, existing structures, and other features outside of grading limits
2. Utilities either above or below grade, which are to remain
3.03 SOIL EXCAVATION
A. Excavate to lines and grades shown on Drawings.
B. Remove unsuitable material not meeting specifications. Backfill with embankment materials and compact to requirements of Division 31 – Earthwork.
C. At intersections, grade back at minimum slope of one inch per foot. Produce smooth riding junction with intersecting street. Maintain proper drainage.
D. When area is inadvertently over excavated, fill area in accordance with requirements of Division 31 – Earthwork at no additional cost to the Owner.
E. Remove material not qualified for use and excess soil not being reused from site in accordance with requirements of Section 01 5719 Temporary Environmental Controls.
3.04 COMPACTION
A. Maintain optimum moisture content of subgrade to attain required density.
B. Compact to following minimum densities at moisture content of optimum to 3 percent above optimum as determined by ASTM D698, unless otherwise indicated on Drawings:
1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum dry density
2. Other areas: Minimum density of 90 percent of maximum dry density
3.05 TOLERANCES
A. Top of compacted surface
1. Plus or minus 1/2 inch in cross section, or in 16-foot length B. Field Quality Control
1. Testing will be performed under provisions of Division 31 – Earthwork.
2. Test and analysis of soil materials will be performed in accordance with ASTM D4318, ASTM D2216, and ASTM D698.
C. Compaction testing will be performed in accordance with ASTM D698 or ASTM D2922 and ASTM D3017.
D. A minimum of three tests will be taken for each 1000 linear feet per lane of roadway.
E. When tests indicate Work does not meet specified compaction requirements, recondition moisture content as required, recompact, and retest until specified requirements are achieved. Where reconditioning and recompaction do not achieve specified requirements, remove and replace nonconforming Work, compact, and retest until specified requirements are achieved. Perform corrective work and retesting at no additional cost to Owner. Corrective measures for soft/unstable/pumping subgrade shall conform to Section 31 2323, 3.07.
3.06 PROTECTION
A. Prevent erosion at all times. Maintain ditches and cut temporary swales to allow natural drainage in order to avoid damage to roadway. Do not allow water to pond.
B. Distribute construction traffic evenly over compacted areas, where practical, to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting.
C. Maintain excavation and embankment areas until start of subsequent work. Repair and recompact slides, washouts, settlements, or areas with loss of density.
PAVING REMOVAL 02 4113-3
END OF SECTION 02 4113
MAINTENANCE OF CAST-IN-PLACE CONCRETE/ WATER LEAKAGE TESTING 03 0130-1 SECTION 03 0130 - MAINTENANCE OF CAST-IN-PLACE CONCRETE / WATER LEAKAGE
TESTING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. The CONTRACTOR shall clean, flush, and test hydraulic structures and appurtenant piping, in accordance with ACI 350.1/350.1R Tightness Testing of Environmental Concrete Structures.
However, if any local or state ordinances/regulations exist regarding this test procedure the ENGINEER should be notified immediately. The ENGINEER shall review the regulation and determine if it is applicable to the project prior to commencement of construction. Following the review the most stringent will govern.
B. The ACI 350.1/350.1R standard hydrostatic test (HST) criteria for these hydraulic structures are expressed as the maximum allowable percent loss per day of the test water volume. The designation for these structures is HST-050 or 0.050% per day of volume loss for all the structures.
C. It is the intent of this specifications section to compliment the requirements of ACI 350.1/350.1R not to override them. All testing requirements shall be per section 1.1A.
1.02 SUBMITTALS
A. Furnish per Section 01 3300 – Submittal Procedures
B. Testing Plan, Methods & Schedule for preliminary & final testing C. Testing Documentation Recording Forms for preliminary & final testing D. Methods of leak repair and product information
E. Upon completion of the test submit the completed Testing Documentation Recording Form showing results of test, dates etc. as required by the form for preliminary & final testing.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Related Sections:
1. Section 03 3000 – Cast in Place Concrete
2. Section 03 6000 – Grouting
3. Section 03 6423 – Epoxy Injection Grouting
PART 2 - PRODUCTS
2.01 MATERIALS REQUIREMENTS
A. Temporary valves, bulkheads, or other water control equipment and materials shall be as determined by the CONTRACTOR subject to the Engineer’s review. No materials shall be used which would be injurious to the facility or its future function.
PART 3 - EXECUTION
3.01 GENERAL
A. The CONTRACTOR shall develop and submit for review a form that will be used to record and document the testing as required in this section. At a minimum, the form shall include the project name, tank description, tank size, width, height, max operating depth, total volume in gallons of water required for testing, calculating allowable loss without evaporation, recorded readings with applicable reading dates, daily weather conditions, water temperature at 18 inches, recorded evaporations and signature and date blocks for the person recording the readings and a witness. In addition, the preliminary testing form shall include space for documentation of the visual inspection of each tank wall, which shall describe any leaks. The description of the leaks shall define the type of leak and methods of resolution.
B629 LAMPSON WELL TREATMENT
MAINTENANCE OF CAST-IN-PLACE CONCRETE/ WATER LEAKAGE TESTING 03 0130-2 B. Water for testing will be furnished by the OWNER; however, the CONTRACTOR shall make all necessary provisions for conveying the water from the OWNER designated source to the points of use as per the Contract.
C. The initial filling of a new tank shall not exceed a rate of 4ft/hr. Filling shall be continued until the water surface is at the design maximum liquid level or 4 inches. below any fixed overflow level, whichever is lower.
D. All hydraulic structures and appurtenant pressure piping shall be tested; those for potable water shall also be disinfected. Disinfection shall be accomplished by chlorination. All chlorinating and testing operations shall be done in the presence of the ENGINEER.
E. If industrial paint finishes or other protective coatings are to be applied to the interior surfaces of the hydraulic structure, such coatings shall be applied after all testing operations have been completed, unless approved by the ENGINEER. However, all construction joints in the tanks shall be caulked as per Section 07 9200 – Joint Sealants.
3.02 PRELIMINARY HYDRAULIC TESTING
A. Preliminary hydraulic testing shall conform to the following procedure:
1. All hydraulic structures shall be cleaned by thoroughly hosing down all surfaces with a highpressure hose and nozzle of sufficient size to deliver a minimum flow of 50 GPM. All water, dirt and foreign material accumulated in this cleaning operation shall be discharged from the structure or otherwise removed.
2. A thorough visual inspection of the tank foundation and walls for cracks shall be performed by the ENGINEER. Repairs shall be done in accordance with Section 03 3000 – Cast-in-Place Concrete.
3. Testing shall be performed in accordance with ACI 350.1/350.1R and prior to structure backfilling. The test shall not be performed sooner than 14 days after all portions of structure walls have been completed or at least 85% of design strength for all concrete elements. All pressure relief valves and wall penetrations shall be properly plugged prior to the hydrostatic test as to prevent leakage through the valve during testing. The tank shall be filled to an appropriate level as specified by the ENGINEER and a visual inspection of the outside walls shall be performed to determine any leaks over a 72-hour period. All observation shall be documented and recorded on a daily basis as specified. If leaks are observed, remove all water, repair the necessary areas and retest. The tanks shall have failed the test if water is observed flowing or seeping from the tank or if moisture can be transferred from the exterior surface to the dry hand.
3.03 TESTING OF HYDRAULIC STRUCTURES
A. General: Testing shall conform to American Concrete Institute (ACI) Standard 350.1/350.1R Tightness Testing of Environmental Engineering Concrete Structures. Tank structure testing and backfilling shall not be performed sooner than 14 days after all associated tank structural roof systems have been completed or at least 85% of design strength for all concrete elements. All pressure relief valves and wall penetrations shall be properly plugged prior to the hydrostatic test as to prevent leakage through the valve during testing. The test shall consist of filling the structure with water to the maximum operating water surface.
B. Leakage Test and Repairs:
1. After the structure has been filled to the test level, the water loss leakage test shall be performed as follows: an initial water level reading shall be made and recorded every 24-hours until the test has been completed. Concrete will be allowed to saturate for three days. After which the actual test shall begin. Measurements shall be taken every 24 hours at 2 separate locations if possible. The test period shall be at least the theoretical time required to lower the water surface 3/8-inches. assuming a loss of water at the maximum allowable rate. The test period need not be longer than five days. In uncovered or well-ventilated covered tanks evaporation and precipitation shall be measured. At the end of the test period, the water surface, temperature, evaporation and precipitation measurements shall be recorded at the B629 LAMPSON WELL TREATMENT
MAINTENANCE OF CAST-IN-PLACE CONCRETE/ WATER LEAKAGE TESTING 03 0130-3 previous locations. The structure shall be considered to have passed the test if the calculated change in water volume in the tank is less than or equal to the HST-050 criteria or 0.05% of the total volume of the tank. The volume loss if necessary can be corrected for evaporation, precipitation and temperature. The tank has failed if the loss is greater that the required criteria.
2. A restart of the test shall be required when test measurement become unreliable due to unusual precipitation or other external factors.
3. The CONTRACTOR shall be permitted to immediately retest a tank failing the test when no visible leakage is exhibited. If the tank fails the second time then the CONTRACTOR shall take other methods to determine the probable area(s) of leakage. The tank shall only be retested after the most probable area(s) of leakage are repaired. Any cracks shall be repaired before each test in accordance with Section 03 3000 - Cast-In-Place Concrete. The tanks shall be retested until they meet the required criterion.
3.04 TESTING OF APPURTENANT PIPING
A. Piping appurtenant to hydraulic structures shall be tested as specified in Section 33 0110.58 – Disinfecting of Water Utility Distribution.
END OF SECTION 03 0130
B629 LAMPSON WELL TREATMENT
CONCRETE FORMWORK 03 1113-1
SECTION 03 1113 – CONCRETE FORMWORK
PART 1 – GENERAL
1.01 THE REQUIREMENT
A. Furnish all materials for concrete formwork, bracing, shoring and supports and shall design and construct all falsework, all in accordance with the provisions of the Contract Documents.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Codes: All codes, as referenced herein.
B. Government Standards:
1. PS 1 Construction and Industrial Plywood
2. PS 20 American Softwood Lumber Standard
C. Commercial Standards:
1. ACI 117 Standard Tolerances for Concrete Construction and Materials
2. ACI 347 Guide to Formwork for Concrete
3. ACI 350R Environmental Engineering Concrete Structures
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 - Submittals.
B. Submittals shall include the following:
1. Proposed falsework showing general layout, sizes of members, anticipated stresses, grade of materials to be used in the falsework, means of protecting existing construction, which supports falsework, and typical soil conditions.
2. Form ties and all related accessories, including taper tie plugs, if taper ties are used.
3. Form gaskets.
4. Water stops
5. Joint location and pouring sequence.
1.04 QUALITY ASSURANCE
A. Tolerances: The variation from established grade or lines shall not exceed ¼-inch in 10 feet and there shall be no offsets or visible waviness in the finished surface. All other tolerances shall be within the tolerances of ACI 117 and ACI 350R.
B. Qualifications of Formwork Manufacturers: Use only forming systems manufactured by manufacturers having a minimum of five years’ experience, except as otherwise specified, or accepted in writing by the ENGINEER.
C. Regulatory Requirements: Install work of this Section in accordance with local, state, and federal regulations.
PART 2 – PRODUCTS
2.01 GENERAL
A. Except as otherwise expressly accepted by the ENGINEER, all lumber brought on the job site for use as forms, shoring, or bracing shall be new material. All forms shall be smooth surface forms and shall be of the following materials:
1. Walls: Steel or plywood panel
2. Columns: Steel, plywood or fiber glass
3. Roof and floor: Plywood
4. All other work: Steel panels, plywood or tongue and groove lumber B629 LAMPSON WELL TREATMENT
CONCRETE FORMWORK 03 1113-2
2.02 FORM AND FALSEWORK MATERIALS
A. Materials for concrete forms, formwork and falsework shall conform to the following requirements:
1. Lumber shall be Douglas Fir or Southern Yellow Pine, construction grade or better, in conformance with U.S. Product Standard PS 20.
2. Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded; exterior type Douglas Fir or Southern Yellow Pine plywood manufactured especially for concrete formwork and shall conform to the requirements of PS 1 for Concrete Forms, Class I, and shall be edge sealed.
3. Form materials shall be metal, wood, plywood or other approved material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line and grade shown. Metal forms shall be an approved type that will accomplish such results.
Wood forms for surfaces to be painted shall be Medium Density Overlaid plywood, MDO Ext. Grade.
B. Unless otherwise shown, exterior corners in concrete members shall be provided with ¾-inch chamfers. Re-entrant corners in concrete members shall not have fillets unless otherwise shown.
C. Forms and falsework to support the roof and floor slabs shall be designed for the total dead load, plus a live load of 50 psf (minimum). The minimum design load for combined dead and live loads shall be 100 psf.
2.03 FORM TIES
A. Form ties shall be provided with a plastic cone or other suitable means for forming a conical hole to ensure that the form tie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod ties, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1½ inches; and all such fasteners shall be such as to leave holes of regular shape for reaming. Form ties for water-retaining structures shall have integral waterstops.
Integral waterstops shall tightly fit the form tie so that they cannot be moved from mid-point of the tie. Form ties shall be Burke Penta-Tie System by The Burke Company; Richmond Snap-Tys by the Richmond Screw Anchor Company; or ENGINEER approved equal.
B. Removable taper ties may be used when approved by the ENGINEER. A preformed neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie. Use Burke Taper-Tie System by The Burke Company; Taper-Ty by the Richmond Screw Anchor Company; or ENGINEER approved equal.
PART 3 – EXECUTION
3.01 GENERAL
A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary.
The CONTRACTOR shall assume full responsibility for the adequate design of all forms, and any forms, which are unsafe or inadequate in any respect, shall promptly be removed from the WORK and replaced at the CONTRACTOR's expense. Provide worker protection from protruding reinforcement bars in accordance with applicable safety codes. A sufficient number of forms of each kind shall be provided to permit the required rate of progress to be maintained. The design and inspection of concrete forms, falsework and shoring shall comply with applicable local, state and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by CONTRACTOR personnel and by the ENGINEER, shall be in sufficient number, and properly installed. During concrete placement, the CONTRACTOR shall continually monitor plumb and string line form positions and immediately correct deficiencies.
B. Concrete forms shall conform to the shape, lines, and dimensions of members as called for on the Contract Drawings, and shall be substantial, free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided.
B629 LAMPSON WELL TREATMENT
CONCRETE FORMWORK 03 1113-3
3.02 FORM DESIGN
A. All forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete.
Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in accurate alignment to prevent the formation of ridges, fins, offsets or similar surface defects in the finished concrete. Plywood, 5/8-inch and greater in thickness, may be fastened directly to studding if the studs are spaced close enough to prevent visible deflection marks in the concrete. The forms shall be tight to prevent the loss of water, cement and fines during placing and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be provided with a gasket to prevent loss of fines and paste during placement and vibration of concrete. Such gasket may be a 1- to 1½-inch diameter polyethylene rod held in position to the underside of the wall form. Adequate clean-out holes shall be provided at the bottom of each lift of forms. The size, number and location of such clean-outs shall be as acceptable to the ENGINEER. Whenever concrete cannot be placed from the top of a wall form in a manner that meets the requirements of the Contract Documents, form windows shall be provided in, the size and spacing needed to allow placement of concrete to the requirements of Section 03 0300 - Cast-in-Place Concrete. The size, number and location of such form windows shall be as acceptable to the ENGINEER.
3.03 CONSTRUCTION
A. Vertical Surfaces: All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is shown. Not less than 1-inch of concrete shall be added to the thickness of the concrete member as shown where concrete is permitted to be placed against trimmed ground in lieu of forms. Such permission will be granted only for members of comparatively limited height and where the character of the ground is such that it can be trimmed to the required lines and will stand securely without caving or sloughing until the concrete has been placed.
B. Construction Joints: Concrete construction joints will not be permitted at locations other than those shown or specified, except as may be acceptable to the ENGINEER. When a second lift is placed on hardened concrete, special precautions shall be taken in the way of the number, location, and tightening of ties at the top of the old lift and bottom of the new to prevent any unsatisfactory affect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set in the forms where required.
C. Form Ties:
1. Embedded Ties: Holes left by the removal of form tie cones shall be reamed with suitable toothed reamers to leave the surface of the holes clean and rough before being filled with mortar as specified for "Finish of Concrete Surfaces" in Section 03 0300 - Cast-in-Place Concrete. Wire ties for holding forms will not be permitted. No form-tying device or part thereof, other than metal, shall be left embedded in the concrete. Ties shall not be removed in such manner as to leave a hole extending through the interior of the concrete members. The use of snap-ties, which cause spalling of the concrete upon form stripping or tie removal, will not be permitted. If steel panel forms are used, rubber grommets shall be provided where the ties pass through the form in order to prevent loss of cement paste. Where metal rods extending through the concrete are used to support or to strengthen forms, the rods shall remain embedded and shall terminate not less than 1-inch back from the formed face or faces of the concrete.
2. Removable Ties: Where taper ties are approved for use, the larger end of the taper tie shall be on the wet side of walls in water retaining structures. After the taper tie is removed, the hole shall be thoroughly cleaned and roughened for bond. A precast neoprene or polyurethane tapered plug shall be located at the wall centerline. The hole shall be completely filled with non-shrink grout for water bearing and below-grade walls. The hole shall be completely filled with nonshrink or regular cement grout for above-grade walls, which are dry on both sides. Exposed faces of walls shall have the outer 2 inches of the exposed face filled with a cement grout, which shall match the color and texture of the surrounding wall surface or approved equal.
B629 LAMPSON WELL TREATMENT
CONCRETE FORMWORK 03 1113-4
3.04 REUSE OF FORMS
A. Forms may be reused only if in good condition and only if acceptable to the ENGINEER. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces, which are permanently exposed to view. In the case of forms for the inside wall surfaces of hydraulic/water retaining structures, unused tie rod holes in forms shall be covered with metal caps or shall be filled by other methods acceptable to the ENGINEER.
3.05 REMOVAL OF FORMS
A. Careful procedures for the removal of forms shall be strictly followed, and this work shall be done with care to avoid injury to the concrete. No heavy loading on green concrete will be permitted.
In the case of roof slabs and above-ground floor slabs, forms shall remain in place until test cylinders for the roof concrete attain a minimum compressive strength of 75% of the 28-day strength specified in 03 0300 - Cast-in-Place Concrete; provided, that no forms shall be disturbed or removed under an individual panel or unit before the concrete in the adjacent panel or unit has attained 75% of the specified 28-day strength and has been in place for a minimum of 7 days. The time required to establish said strength shall be as determined by the ENGINEER. The CONTRACTOR shall contract with a testing agency that will make several test cylinders for this purpose from concrete used in the first group of roof panels placed. If the time so determined is more than the 7-day minimum, then that time shall be used as the minimum length of time. Forms for all vertical walls of waterholding structures shall remain in place at least 36 hours after the concrete has been placed; or, timeframe based upon pre-approved CONTRACTOR pour schedule.
Forms for all parts of the WORK not specifically mentioned herein shall remain in place for periods of time as recommended in ACI 347.
3.06 MAINTENANCE OF FORMS
A. Forms shall be maintained at all times in good condition, particularly as to size, shape, strength, rigidity, tightness and smoothness of surface. Forms, when in place, shall conform to the established alignment and grades. Before concrete is placed, the forms shall be thoroughly cleaned.
The form surfaces shall be treated with a nonstaining mineral oil or other lubricant acceptable to the ENGINEER. Any excess lubricant shall be satisfactorily removed before placing the concrete.
Where field oiling of forms is required, the CONTRACTOR shall perform the oiling at least two weeks in advance of their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete.
3.07 FALSEWORK
A. The CONTRACTOR shall be responsible for the design, engineering, construction, maintenance, and safety of all falsework, including staging, walkways, forms, ladders, and similar appurtenances, which shall equal or exceed the applicable requirements of the provisions of the OSHA Safety and Health Standards for Construction and the requirements specified herein.
B. All falsework shall be designed and constructed to provide the necessary rigidity and to support the loads. Falsework for the support of a superstructure shall be designed to support the loads that would be imposed if the entire superstructure were placed at one time.
C. Falsework shall be placed upon a solid footing, safe against undermining, and protected from softening. When the falsework is supported on timber piles, the maximum calculated pile loading shall not exceed 20 tons. When falsework is supported on any portion of the structure, which is already constructed, the load imposed by the falsework shall be spread, distributed and braced in such a way as to avoid any possibility of damage to the structure.
END OF SECTION 03 1113
B629 LAMPSON WELL TREATMENT
CONCRETE ACCESSORIES 03 0150-1
SECTION 03 0150 – CONCRETE ACCESSORIES
PART 1 – GENERAL
1.01 SECTION INCLUDES
A. Provision of waterstops embedded in concrete and spanning control, expansion, and/or construction joints to create a continuous diaphragm to prevent fluid migration.
B. Provision of strip applied expanding waterstop, embedded in concrete and spanning pipe penetrations, to create a continuous diaphragm for prevention of fluid migration.
1.02 REFERENCES
A. PVC Waterstop:
1. Corps of Engineers: CRD-C 572-74
2. American Society for Testing Materials (ASTM)
3. Bureau of Reclamation: C-902
4. Canadian General Standards Board: 41-GP-35M Types 1 & 3 B. Hydrophilic Waterstop: American Society for Testing Materials (ASTM)
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 013300 – Submittals.
B. Product Data:
1. Polyvinyl chloride waterstop: data of complete physical properties.
2. Stripped applied waterstop: data of complete physical properties.
C. Samples:
1. Polyvinyl chloride Waterstop
2. Strip applied waterstop
1.04 DELIVERY, STORAGE, AND HANDLING
A. PVC waterstops: Store waterstops under tarps to protect from oil, dirt, sunlight, and premature exposure to water.
B. Strip applied waterstop:
1. Protect waterstops from exposure to moisture that may cause premature waterstop expansion.
2. Store waterstops under cover to protect from oil, dirt, and sunlight.
PART 2 – PRODUCTS
2.01 PVC WATERSTOPS FOR JOINTS
A. Provide flexible PVC (polyvinyl chloride) waterstop as manufactured by Greenstreak, Ribbed with Centerbulb. Models No’s 735, 696, or equal.
B. PVC Waterstops shall be used at all process tank perimeter and interior walls, to provide a migration barrier and watertight structure, protecting the tank exterior environment from the tank process water.
C. PVC Waterstops shall be constructed with use of starter walls, where there are conflicts with top or outer reinforcement bars at a joint.
D. For retrofit waterstop installations Greenstreak Model 581 or 667 shall be used.
E. For non-moving joints, provide flexible PVC waterstop as manufactured by Greenstreak, Flat Ribbed Model No’s 679, 646, or equal.
B629 LAMPSON WELL TREATMENT
CONCRETE ACCESSORIES 03 0150-2
F. The PVC waterstop shall be extruded from an elastomeric plastic material of which the basic resin is prime virgin polyvinyl chloride. The PVC compound shall not contain any scrapped or reclaimed material or pigment whatsoever.
G. Performance Requirements as follows:
Property Test Method Required Limits
Water absorption ASTM D570 0.15% max
Tear Resistance ASTM D624 200 lb/in (35 kN/m) min.
Ultimate Elongation ASTM D638 350% min.
Tensile Strength ASTM D638 2000 psi (13.78 Mpa) min.
Low Temperature Brittleness ASTM D746 No Failure @ -35o F (-37o C) Stiffness in Flexure ASTM D747 600 psi (4.13 Mpa) min.
Specific Gravity ASTM D792 1.45 max.
Hardness, Shore A ASTM D2240 79 +3
Tensile Strength after accelerated extraction CRD-C572 1850 psi (11.03 Mpa) min.
Elongation after accelerated extraction CRD-C572 300% min.
Effect of Alkalies after 7 days:
Weight Change
Hardness Change
CRD-C572
between -0.10% / +0.25%
+/- 5 points
2.02 STRIP APPLIED WATERSTOP FOR PIPING & PENETRATIONS THROUGH THE TANK A. Provide strip applied expanding waterstop comprised of bentonite clay, hydrophilic polymers, and butyl rubber. Product shall be SWELLSTOP, as supplied by Greenstreak, Inc., or equal.
B. Performance Requirements:
Property Test Method Required Limits
Specific Gravity ASTM D71 1.55 +/- 5%
Penetration ASTM D217 @ 77o F 40 +/- 5 at 150 GTL
Volatile Matter ASTM D6 1% max.
Application Temperature Range -10oto 125o F (-23o- 52o C) Service Temperature Range -30oto 180o F (-34o- 82o C)
2.03 HYDROPHILIC / STRIP APPLIED WATERSTOP FOR CONCRETE CAST AGAINST
EXISTING CONCRETE STRUCTURES AND FOR PIPING PENETRATIONS THROUGH
THE TANK
A. Provide strip applied expanding waterstop comprised of modified chloropene rubber. Product shall be “HYDROTITE”, as supplied by Greenstreak, Inc., CJ-1030-4M, or equal.
B. The waterstop shall be a combination of chloroprene rubber and chloroprene rubber modified to impart hydrophilic properties.
C. The waterstop shall have a delay coating to inhibit initial expansion due to moisture present in fresh concrete.
B629 LAMPSON WELL TREATMENT
CONCRETE ACCESSORIES 03 0150-3
D. Performance Requirements as follows:
1. Chloroprene Rubber:
Property Test Method Required Limits
Tensile Strength ASTM D412 1300 PSI min.
Ultimate Elongation ASTM D412 400% min.
Hardness (Shore A) ASTM D2240 50 +/- 5
Tear Resistance ASTM D624 100 /inch min.
2. Modified Chloroprene (Hydrophilic) Rubber:
Property Test Method Required Limits
Tensile Strength ASTM D412 350 PSI min.
Ultimate Elongation ASTM D412 600% min.
Hardness (Shore A) ASTM D2240 52 +/- 5
Tear Resistance ASTM D624 50 lb/inch
Expansion Ratio Volumetric Change - Distilled Water @ 70o F 3 to 1 min.
2.04 ACCESSORIES
A. PVC Waterstops:
1. Provide factory made waterstop fabrications for all changes of direction, intersections, and transitions leaving only straight butt joint splices for the field.
2. Provide hog rings or grommets spaced at 12 inches on center along length of waterstop.
3. Provide Teflon coated thermostatically controlled waterstop splicing irons for field butt splices.
B. Strip Applied Waterstops:
1. Provide SWELLSTOP Primer Adhesive to continuously secure SWELLSTOP to concrete or equal.
2. Provide concrete nails as required to secure SWELLSTOP and HYDROTITE in vertical or overhead applications or equal.
3. On rough concrete surfaces apply LEAKMASTER to smooth surfaces and adhere to HYDROTITE.
101 – EXECUTION
3.1 INSTALLATION
A. PVC Waterstop:
1. Refer to manufacturer installation recommendations.
2. Field butt splices shall be heat fused welded using a teflon covered thermostatically controlled waterstop splicing iron at approximately 380 degrees F. Follow approved manufacturer recommendations.
3. Lapping of waterstop, use of adhesives, or solvents shall not be allowed.
4. Center waterstop in joint and secure waterstop in correct position using hog rings or grommets spaced at 12” on centers along the length of the waterstop and wire tie to adjacent reinforcing steel.
B. Strip Applied Waterstop:
1. Refer to manufacturer installation recommendations.
2. Apply primer/adhesive to dry pipe or pipe sleeve surface, 2 inches wide continuously along the joint, maintaining a minimum of 2 inches clear cover to concrete face.
B629 LAMPSON WELL TREATMENT
CONCRETE ACCESSORIES 03 0150-4
3. Primer adhesive shall be allowed to “dry to the touch” (typically 30 minutes to several hours; dependent on site conditions) prior to application of waterstop.
4. Continuously adhere waterstop to pipe or pipe sleeve utilizing primer adhesive and maintaining a minimum of 2 inches clear cover to concrete face.
5. Apply waterstop the same day as primer adhesive.
6. Waterstop shall be butt spliced pressing ends together ensuring no separation or air pockets
7. Protect waterstop from moisture, dirt, oil, and sunlight during the progress of the work
8. Remove release paper from waterstop immediately prior to concrete placement.
9. Inspect waterstop for premature swelling, discontinuity, and debris contamination prior to concrete pour. Replace unacceptable waterstop.
10. Place and thoroughly vibrate concrete, taking care not to disturb or displace the waterstop.
Do not allow vibrator to contact the waterstop.
END OF SECTION 03 0150
B629 LAMPSON WELL TREATMENT
JOINTS IN CONCRETE 03 1516-1
SECTION 03 1516 – CONCRETE CONSTRUCTION JOINTS
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Construct all joints in concrete at the locations shown. Joints required in concrete structures are of various types and will be permitted only where shown, unless specifically accepted by the ENGINEER.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C920 Specifications for Elastomeric Joint Sealants ASTM D412 Test Methods for Rubber Properties in Tension ASTM D624 Test Method for Rubber Property -- Tear Resistance ASTM D638 Test Method for Tensile Properties of Plastics ASTM D746 Test Method for Brittleness Temperature of Plastics and Elastomers by Impact ASTM D747 Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam
ASTM D1056 Specification for Flexible Cellular Materials -- Sponge or Expanded Rubber ASTM D1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction
ASTM D2240 Test Method for Rubber Property -- Durometer Hardness ASTM D2241 Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDRSeries)
1.03 TYPES OF JOINTS
A. Construction Joints: Provide where shown on the plans. When fresh concrete is placed against a hardened concrete surface, the joint between the two (2) pours is called a construction joint. Unless otherwise specified, all joints in water bearing members shall be provided with a waterstop and sealant groove of the shape specified and shown. The space so formed shall be filled with a joint sealant material as specified in Section 07 9200 – Joint Sealants.
B. Contraction Joints: Provide where shown on the plans. Contraction joints are similar to construction joints except that the fresh concrete shall not bond to the hardened surface of the first pour, which shall be coated with a bond breaker. The slab reinforcement shall be stopped 4½ inches from the joint; which is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the second pour. Waterstop and/or sealant groove shall also be provided when specified or shown.
C. Expansion Joints: Provide where shown on the plans. To allow the concrete to expand freely, a space is provided between the two pours, the joint shall be formed as shown. This space is obtained by placing a filler joint material against the first pour, which acts as a form for the second pour.
Unless otherwise specified, all expansion joints in water bearing members shall be provided with a waterstop as shown.
D. The space so formed shall be filled with a joint sealant material as specified in Section 07 9200 – Caulking and Joint Sealant. In order to keep the two (2) walls or slab elements in line the joint shall also be provided with a sleeve-type dowel as shown.
E. Control Joints: The function of the control joint is to provide a weaker plane in the concrete, where shrinkage cracks will probably occur. Saw-cut in the concrete shall be provided at a minimum of 15 feet in both North/South and East/West directions. Control joints shall be 3/8 inch in width.
This groove is afterward filled with a joint sealant material as specified in Section 07 9200 – Caulking and Joint Sealant.
B629 LAMPSON WELL TREATMENT
JOINTS IN CONCRETE 03 1516-2
1.04 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. Waterstops: Prior to production of the material required under this contract, qualification samples shall be submitted. Such samples shall consist of extruded or molded sections of each size or shape to be used, and shall be accomplished so that the material and workmanship represents in all respects the material to be furnished under this contract. The balance of the material to be used under this contract shall not be produced until after the ENGINEER has reviewed the qualification samples. As defined in Section 03 0150 - Concrete Accessories.
C. Joint Location: Submit placement shop drawings showing the location and type of all joints for each structure, along with the associated pour sequence.
1.05 QUALITY ASSURANCE
A. Waterstop Inspection: It is required that all waterstop field joints shall be subject to rigid inspection, and no such work shall be scheduled or started without having made prior arrangements with the ENGINEER to provide for the required inspections. Not less than 24 hour notice shall be provided to the ENGINEER for scheduling such inspections.
B. All field joints in waterstops shall be subject to rigid inspection for misalignment, bubbles, inadequate bond, porosity, cracks, offsets and other defects, which would reduce the potential resistance of the material to water pressure at any point. All defective joints shall be replaced with material, which shall pass said inspection, and all faulty material shall be removed from the site and disposed of at no additional cost.
C. The following waterstop defects represent a partial list of defects, which shall be grounds for rejection:
1. Offsets at joints greater than 1/16-inch or 15% of material thickness, at any point, whichever is less.
2. Exterior crack at joint, due to incomplete bond, which is deeper than 1/16-inch or 15% of material thickness, at any point, whichever is less.
3. Any combination of offset or exterior crack which will result in a net reduction in the cross section of the waterstop in excess of 1/16-inch or 15% of material thickness at any point, whichever is less.
4. Misalignment of joint, which result in misalignment of the waterstop in excess of ½-inch in 10 feet.
5. Porosity in the welded joint as evidenced by visual inspection.
6. Bubbles or inadequate bonding which can be detected with a penknife test. (If, while prodding the entire joint with the point of a pen knife, the knife breaks through the outer portion of the weld into a bubble, the joint shall be considered defective.) D. Waterstop Samples: Prior to use of the waterstop material in the field, a sample of each size or shape of material to be used shall be submitted to the ENGINEER for review. These samples shall be fabricated so that the material and workmanship represent in all respects the fittings to be furnished under this contract. Field samples of fabricated fittings (crosses, tees, etc.) may be selected at random by the ENGINEER for testing by a laboratory at no additional expense to the ENGINEER. When tested, they shall have a tensile strength across the joints equal to at least 600 psi.
E. Construction Joint Sealant: See Section 07 9200 – Joint Sealants.
PART 2 - PRODUCTS
2.01 PVC AND HYDROPHILIC WATERSTOP
A. General: As defined in Section 03 0150 – Concrete Accessories.
2.02 BACKING ROD
A. Backing rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be compatible with the joint sealant material used and shall have a tensile strength of not less than 40 B629 LAMPSON WELL TREATMENT
JOINTS IN CONCRETE 03 1516-3
psi and a compression deflection of approximately 25% at 8 psi. The rod shall be 1/8-inch larger in diameter than the joint width except that a 1-inch diameter rod shall be used for a ¾-inch-wide joint.
2.03 BOND BREAKER
A. Bond breaker shall be Super Bond Breaker as manufactured by Burke Company, San Mateo, California; Select Cure CRB as manufactured by Select Products Co., Upland, California; or ENGINEER approved equal. It shall contain a fugitive dye so that areas of application will be readily distinguishable. Provide where shown on the plans.
2.04 SLIP DOWELS
A. Slip dowels in joints shall be A36 smooth epoxy-coated bars, conforming to ASTM A775. Provide where shown on the plans.
PART 3 - EXECUTION
3.01 GENERAL
A. Waterstops of the type specified herein shall be embedded in the concrete across joints as shown.
All waterstops shall be fully continuous for the extent of the joint. Splices necessary to provide such continuity shall be accomplished in conformance to printed instructions of manufacturer of the waterstops. Suitable precautions and means to support and protect the waterstops during the progress of the work and shall repair or replace at its own expense any waterstops damaged during the progress of the work shall be taken. All waterstops shall be stored so as to permit free circulation of air around the waterstop material.
B. When any waterstop is installed in the concrete on one side of a joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than two (2) days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete.
3.02 SPLICES IN PVC WATERSTOPS
A. When applicable, splices in waterstops shall be performed by heat-sealing the adjacent waterstop sections in accordance with the manufacturer's printed recommendations. It is essential that:
1. The material not be damaged by heat sealing.
2. The splices have a tensile strength of not less than 60 percent of the unspliced materials tensile strength.
3. The continuity of the waterstop ribs and of its tubular center axis be maintained.
B. Butt joints of the ends of two (2) identical waterstop sections may be made while the material is in the forms.
C. All joints with waterstops involving more than two (2) ends to be jointed together, and all joints which involve an angle cut, alignment change, or the joining of two (2) dissimilar waterstop sections shall be prefabricated prior to placement in the forms, allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon being inspected and approved, such prefabricated waterstop joint assemblies shall be installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in the forms.
D. Where a centerbulb waterstop intersects and is jointed with a non-centerbulb waterstop, care shall be taken to seal the end of the centerbulb, using additional PVC material if needed.
3.03 JOINT CONSTRUCTION
A. Setting Waterstops: In order to eliminate faulty installation that may result in joint leakage, particular care shall be taken of the correct positioning of the waterstops during installation.
Adequate provisions must be made to support and anchor the waterstops during progress and to insure the proper placement and or embedment in the concrete. The symmetrical halves of the waterstops shall be equally divided between the concrete pours at the joints. The center axis of the waterstops shall be coincident with the joint openings. Maximum density and imperviousness of B629 LAMPSON WELL TREATMENT
JOINTS IN CONCRETE 03 1516-4
the concrete shall be insured by thoroughly working it near all joints.
B. In placing flat-strip hydrotite waterstops in the forms, means shall be provided to prevent them from being folded over by the concrete as it is placed. Unless otherwise shown, all hydrotite waterstops shall be held in place with light wire ties on 12-inch centers, which shall be passed through the edge of the hydrotite waterstop and tied to the curtain of reinforcing steel. Horizontal hydrotite waterstops, with their flat face in a vertical plane, shall be held in place with continuous supports to which the top edge of the hydrotite waterstop shall be tacked. In placing concrete around horizontal hydrotite waterstops, with their flat face in a horizontal plane, concrete shall be worked under the hydrotite waterstops by hand so, as to avoid the formation of air and rock pockets.
C. In placing centerbulb waterstops in expansion joints, the centerbulb shall be centered on the joint filler material.
D. Waterstop in vertical wall joints shall stop 6 inches from the top of the wall where such waterstop does not connect with any other waterstop and is not to be connected to for a future concrete placement.
E. Joint Location: Construction joints, and other types of joints, shall be provided where shown. When not shown, construction joints shall be provided at 25-foot maximum spacing for all concrete construction, unless noted otherwise. Where joints are shown spaced greater than 40-feet apart, additional joints shall be provided to maintain the 25-foot maximum spacing. The location of all joints, of any type, shall be submitted for acceptance by the ENGINEER.
F. Joint Preparation: Special care shall be used in preparing concrete surfaces at joints where bonding between two (2) sections of concrete is required. Unless otherwise shown, such bonding will be required at all horizontal joints in walls. Surfaces shall be prepared in accordance with the requirements of Section 03 0300 - Cast-in-Place Concrete. Except on horizontal wall construction joints, wall to slab joints or where otherwise shown or specified, at all joints where waterstops are required, the joint face of the first pour shall be coated with a bond breaker as shown on the plans.
G. Construction Joint Sealant: Construction joints in water-bearing floor slabs, and elsewhere as shown, shall be provided with tapered grooves, which shall be filled with a construction joint sealant. The material used for forming the tapered grooves shall be left in the grooves until just before the grooves are cleaned and filled with joint sealant. After removing the forms from the grooves, all laitance and fins shall be removed, and the grooves shall be sandblasted. The grooves shall be allowed to become thoroughly dry, after which they shall be blown out; immediately thereafter, install the joint sealant per Section 07 9200 – Caulking and Joint Sealant they shall be primed, bond breaker tape placed in the bottom of the groove, and filled with the construction joint sealant. The primer used shall be supplied by the same manufacturer supplying the sealant. No sealant will be permitted to be used without a primer. Care shall be used to completely fill the sealant grooves. Areas designated to receive a sealant fillet shall be thoroughly cleaned, as outlined for the tapered grooves, prior to application of the sealant.
END OF SECTION 03 1516
B629 LAMPSON WELL TREATMENT
CONCRETE REINFORCING 03 2000-1
SECTION 03 2000 - CONCRETE REINFORCING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Furnish, fabricate and place all concrete reinforcement steel, welded wire fabric, couplers, and concrete inserts for use in reinforced concrete construction and perform all appurtenant work, including installation of all the wires, clips, supports, chairs, spacers, and other accessories, all in accordance with the Contract Documents.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Codes: All codes, as referenced herein are specified in Section 01 4219 - Reference Standards.
B. Commercial Standards:
ACI 315 Details and Detailing of Concrete Reinforcement ACI 318 Building Code Requirements for Reinforced Concrete CRSI MSP-1 Concrete Reinforcing Steel Institute Manual of Standard Practice AWS D1.4 Structural Welding Code - Reinforcing Steel
ASTM A82 Specification for Steel Wire, Plain, for Concrete Reinforcement ASTM A615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A775 Specification for Epoxy-Coated Reinforcing Steel Bars
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. Submittals shall include shop bending diagrams, placing lists, drawings of all reinforcement steel prior to fabrication and mill test reports.
C. Details of the concrete reinforcement steel and concrete inserts shall be submitted at the earliest possible date after receipt by the CONTRACTOR of the Notice to Proceed. Said details of reinforcement steel for fabrication and erection shall conform to ACI 315 and the requirements specified and shown. The shop bending diagrams shall show the actual lengths of bars, to the nearest inch measured to the intersection of the extensions (tangents for bars of circular cross section) of the outside surface. The shop drawings shall include bar placement diagrams, which clearly indicate the dimensions of each bar splice.
D. Where mechanical couplers are required or permitted to be used to splice reinforcement steel, submit manufacturer's literature which contains instructions and recommendations for installation for each type of coupler used; certified test reports which verify the load capacity of each type and size of coupler used; and shop drawings which show the location of each coupler with details of how they are to be installed in the formwork.
E. If reinforcement steel is spliced by welding at any location, submit mill test reports, which shall contain the information necessary for the determination of the carbon equivalent as specified in AWS D1.4. Submit a written welding procedure for each type of weld for each size of bar which is to be spliced by welding; merely a statement that AWS procedures will be followed is not acceptable.
F. Submit all reinforcing product mill certificates.
1.04 QUALITY ASSURANCE
A. If requested by the ENGINEER, the CONTRACTOR shall provide samples from each heat of reinforcement steel delivered in a quantity adequate for testing. Costs of all tests will be paid by the CONTRACTOR.
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CONCRETE REINFORCING 03 2000-2
B. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit certifications of procedure qualifications for each welding procedure used and certification of welder qualifications, for each welding procedure, and for each welder performing the work. Such qualifications shall be as specified in AWS D1.4.
C. If requested by the ENGINEER, the CONTRACTOR shall provide samples of each type of welded splice used in the WORK in a quantity and of dimensions adequate for testing. At the discretion of the ENGINEER, radiographic testing of direct butt-welded splices will be performed. The CONTRACTOR shall provide assistance necessary to facilitate testing. The CONTRACTOR shall repair any weld, which fails to meet the requirements of AWS D1.4. The costs of testing will be paid by the CONTRACTOR.
PART 2 - PRODUCTS
2.01 REINFORCEMENT STEEL
A. Reinforcement Steel for all cast-in-place reinforced concrete construction shall conform to the following requirements:
1. Bar reinforcement shall conform to the requirements of ASTM A 615 for Grade 60 Billet Steel Reinforcement or as otherwise shown.
2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A185 and the details shown; provided, that welded wire fabric with longitudinal wire of W4 size wire and smaller shall be either furnished in flat sheets or in rolls with a core diameter of not less than 10 inches; and provided further, that welded wire fabric with longitudinal wires larger than W4 size shall be furnished in flat sheets only.
3. Spiral reinforcement shall be cold-drawn steel wire conforming to the requirements of ASTM A82.
B. Accessories:
1. Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers and other devices to position reinforcement during concrete placement. All bar supports shall meet the requirements of the CRSI Manual of Standard Practice including special requirements for supporting epoxy coated reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum protection with a 1/8-inch minimum thickness of plastic coating, which extends at least ½-inch from the concrete surface. Plastic shall be gray in color.
2. Concrete blocks (dobies), used to support and position reinforcement steel, shall have the same or higher compressive strength as specified for the concrete in which it is located. Wire ties shall be embedded in concrete block bar supports.
C. Epoxy coating for reinforcing and accessories, where specified or shown, shall conform to ASTM A775.
2.02 MECHANICAL COUPLERS
A. Mechanical couplers shall be provided where shown and where approved by the ENGINEER. The couplers shall develop a tensile strength, which exceeds 125% of the yield strength of the reinforcement bars being spliced at each splice.
B. Where the type of coupler used is composed of more than one component, all components required for a complete splice shall be supplied. This shall apply to all mechanical splices, including those splices intended for future connections.
C. The reinforcement steel and coupler used shall be compatible for obtaining the required strength of the connection. Straight threaded type couplers shall require the use of the next larger size reinforcing bar or shall be used with reinforcing bars with specially forged ends which provide upset threads which do not decrease the basic cross section of the bar.
D. Couplers shall be Lenton Form Saver as manufactured by Erico Products; Dowel Bar Splicer System as manufactured by Richmond Screw Anchor Company; or ENGINEER approved equal.
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CONCRETE REINFORCING 03 2000-3
2.03 WELDED SPLICES
A. Welded splices shall be provided where shown and where approved by the ENGINEER. All welded splices of reinforcement steel shall develop a tensile strength, which exceeds 125% of the yield strength of the reinforcement bars, which are connected.
B. All materials required to conform the welded splices to the requirements of AWS D1.4 shall be provided.
2.04 EPOXY GROUT
A. Epoxy for grouting reinforcing bars shall be specifically formulated for such application, for the moisture condition, application temperature and orientation of the hole to be filled. Epoxy grout shall meet the requirements found in Section 03 6000 - Grouting.
PART 3 - EXECUTION
3.01 GENERAL
A. All reinforcement steel, welded wire fabric, couplers and other appurtenances shall be fabricated, and placed in accordance with the requirements of the Building Code and the Supplementary Requirements specified herein.
3.02 FABRICATION
A. General:
1. Reinforcement steel shall be accurately formed to the dimensions and shapes shown, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318, except as modified by the Contract Drawings. Stirrups and tie bars shall be bent around a pin having a diameter not less than 1½-inch for No. 3 bars, 2-inch for No. 4 bars, and 2½-inch for No. 5 bars. Bends for other bars shall be made around a pin having a diameter not less than 6 times the bar diameter, except for bars larger than 1-inch, in which case the bends shall be made around a pin of 8 bar diameters. Bars shall be bent cold.
2. The CONTRACTOR shall fabricate reinforcement bars for structures in accordance with bending diagrams, placing lists and placing drawings. Said drawings, diagrams and lists shall be prepared by the CONTRACTOR as specified under Section 01 3300 – Submittal Procedures.
B. Fabricating Tolerances: Bars used for concrete reinforcement shall meet the following requirements for fabricating tolerances:
1. Sheared length: +/- 1-inch
2. Depth of truss bars: + 0, - ½-inch
3. Stirrups, ties and spirals: +/- ½-inch
4. All other bends: +/- 1-inch
3.03 PLACING
A. Reinforcement steel shall be accurately positioned as shown, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. All reinforcement steel shall be supported by concrete, plastic or metal supports, spacers or metal hangers, which are strong and rigid enough to prevent any displacement of the reinforcement steel.
Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used, in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. All concrete blocks used to support, reinforcement steel shall be tied to the steel with wire ties, which are embedded in the blocks. For concrete over formwork, the CONTRACTOR shall furnish concrete, metal, plastic or other acceptable bar chairs and spacers.
B. Limitations on the use of bar support materials shall be as follows:
1. Concrete Dobies: Permitted at all locations except where architectural finish is required.
2. Wire Bar Supports: Permitted only at slabs over dry areas, interior dry wall surfaces and exterior wall surfaces.
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CONCRETE REINFORCING 03 2000-4
3. Plastic Bar Supports: Permitted at all locations except on grade.
C. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage.
D. Bars additional to those shown which may be found necessary or desirable by the ENGINEER for the purpose of securing reinforcement in position shall be provided by the CONTRACTOR at its own expense.
E. Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ACI 318 except where in conflict with the requirements of the Building Code.
F. Bars may be moved as necessary to avoid interference with other reinforcement steel, conduits or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be as acceptable to the ENGINEER.
G. Accessories supporting reinforcing bars shall be spaced such that there is no deflection of the accessory from the weight of the supported bars. When used to space the reinforcing bars from wall forms, the forms and bars shall be located so that there is no deflection of the accessory when the forms are tightened into position.
3.04 SPACING OF BARS
A. The clear distance between parallel bars (except in columns and between multiple layers of bars in beams) shall be not less than the nominal diameter of the bars nor less than 11/3 times the maximum size of the coarse aggregate, nor less than 1-inch.
B. Where reinforcement in beams or girders is placed in two (2) or more layers, the clear distance between layers shall be not less than one inch.
C. In columns, the clear distance between longitudinal bars shall be not less than 1½ times the bar diameter, nor less than 1½ times the maximum size of the coarse aggregate, nor less than 1½ inches.
D. The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars.
3.05 SPLICING
A. General:
1. Reinforcement bar splices shall only be used at locations shown. When it is necessary to splice reinforcement at points other than where shown, the character of the splice shall be as acceptable to the ENGINEER.
2. Unless, otherwise indicated, dowels shall match the size and spacing of the spliced bar.
B. Splices of Reinforcement:
1. The length of lap for reinforcement bars, unless otherwise shown shall be in accordance with ACI 318-89, Section 12.15.1 for a Class B splice.
2. Splices in column spiral reinforcement, when necessary, shall be made by welding or by a lap of 1½ turns.
C. Bending or Straightening: Reinforcement shall not be straightened or rebent in a manner, which will injure the material. Bars with kinks or bends not shown shall not be used. All bars shall be bent cold, unless otherwise permitted by the ENGINEER. No bars partially embedded in concrete shall be field-bent except as shown or specifically permitted by the ENGINEER.
D. Couplers, which are located at a joint face, shall be a type, which can be set either flush or recessed from the face. The couplers shall be sealed during concrete placement to completely eliminate concrete or cement paste from entering. Couplers intended for future connections shall be recessed a minimum of ½-inch from the concrete surface. After the concrete is placed, the coupler shall be plugged with plastic plugs, which have an O-ring seal and the recess filled with sealant to prevent any contact with water or other corrosive materials. Threaded couplers shall be plugged.
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CONCRETE REINFORCING 03 2000-5
E. Unless noted otherwise, mechanical coupler spacing and capacity shall match the spacing and capacity of the reinforcing shown for the adjacent section.
3.06 CLEANING AND PROTECTION
A. Reinforcement steel shall at all times be protected from conditions conducive to corrosion until concrete is placed around it.
B. The surfaces of all reinforcement steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcement shall be reinserted and, if necessary recleaned.
3.07 EMBEDMENT OF DRILLED REINFORCING STEEL DOWELS
A. Hole Preparation:
1. The hole diameter shall be as recommended by the epoxy manufacturer but shall be no larger than 0.25-inch greater than the diameter of the outer surface of the reinforcing bar deformations.
2. The depth of the hole shall be as recommended by the epoxy manufacturer to fully develop the bar but shall not be less than 12 bar diameters, unless noted otherwise.
3. The hole shall be drilled by methods, which do not interfere with the proper bonding of epoxy.
4. Existing reinforcing steel in the vicinity, of proposed holes shall be located prior to drilling.
The location of holes to be drilled shall be adjusted to avoid drilling through or nicking any existing reinforcing bars.
5. The hole shall be blown clean with clean, dry compressed air to remove all dust and loose particles.
6. Epoxy shall be injected into the hole through a tube placed to the bottom of the hole. The tube shall be withdrawn as epoxy is placed but kept immersed to prevent formation of air pockets. The hole shall be filled to a depth that insures that excess material will be expelled from the hole during dowel placement.
7. Dowels shall be twisted during insertion into the partially filled hole so as to guarantee full wetting of the bar surface with epoxy. The bar shall be inserted slowly enough to avoid developing air pockets.
END OF SECTION 03 2000
B629 LAMPSON WELL TREATMENT
CAST-IN-PLACE CONCRETE 03 3000-1
SECTION 03 3000 - CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Furnish all materials for concrete in accordance with the provisions of this Section and form, mix, place, cure, repair, finish, and do all other work as required to produce finished concrete, in accordance with the requirements of the Contract Documents.
B. Soils Report: This work shall conform to the requirements of the latest Geotechnical Evaluation and or Soils Report.
C. The following types of concrete are covered in this Section:
1. Structural Concrete: Concrete to be used in all cases except where indicated otherwise in the Contract Documents.
2. Sitework Concrete: Concrete to be used for curbs, gutters, catch basins, sidewalks, pavements, fence and guard post embedment, underground duct bank encasement and all other concrete appurtenant to electrical facilities unless otherwise indicated.
3. Lean Concrete: Concrete to be used for thrust blocks, pipe trench cut-off blocks and cradles that are detailed on the Drawings as un-reinforced. Lean concrete shall be used as protective cover for dowels intended for future connection.
D. The term "hydraulic structure" used in these specifications means environmental engineering concrete structures for the containment, treatment or transmission of water, wastewater or other fluids.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Related Sections:
Section 01 3300 Submittal Procedures
Section 01 4500 Quality Control
Section 03 0130 Maintenance of Cast-in-Pace Concrete/ Water Leakage Testing Section 03 1113 Structural Cast-in-Place Concrete Forming Section 03 1516 Concrete Construction Joints
Section 03 2000 Concrete Reinforcing
Section 03 3053 Miscellaneous Cast-in-Place Concrete
Section 03 6000 Grouting
Section 03 6423 Epoxy Injection Grouting
B. Commercial Standards:
ACI 117 Standard Tolerances for Concrete Construction and Materials ACI 214 Recommended Practice for Evaluation of Strength Test Results of Concrete ACI 301 Structural Concrete for Buildings
ACI 306.1 Cold Weather Concreting
ACI 309 Consolidation of Concrete
ACI 315 Details and Detailing of Concrete Reinforcement ACI 318 Building Code Requirements for Reinforced Concrete ACI 350R Environmental Engineering Concrete Structures
ASTM C31 Practices for Making and Curing Concrete Test Specimens in the Field B629 LAMPSON WELL TREATMENT
CAST-IN-PLACE CONCRETE 03 3000-2
ASTM C33 Concrete Aggregates
ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C94 Ready-Mixed Concrete
ASTM C136 Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C143 Test Method for Slump of Hydraulic Cement Concrete ASTM C150 Portland Cement
ASTM C156 Test Methods for Water Retention by Concrete Curing Materials ASTM C157 Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete
ASTM C192 Practices for Making and Curing Concrete Test Specimens in the Laboratory ASTM C260 Air-Entraining Admixtures for Concrete
ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete ASTM C494 Chemical Admixtures for Concrete
ASTM C1077 Practice for Laboratories Testing Concrete and Concrete Aggregates for use in Construction & Criteria for Laboratory Evaluation
ASTM D175 Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types) ASTM D448 Classifications for Sizes of Aggregate for Road and Bridge Construction ASTM D2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate ASTM E119 Method for Fire Tests of Building Construction and Materials
1.03 SYSTEM DESCRIPTIONS
A. Performance Requirements:
1. General:
a. Except as otherwise specified, provide concrete composed of Portland cement, aggregate, and water so proportioned and mixed as to produce plastic, cohesive workable mixture in accordance with requirements as specified in this Section and suitable to specific conditions of placement.
b. Due to the corrosivity of the soil and recommendations from the Geotechnical Evaluation, concrete shall be made with cement that provides sulfate resistance and that has a maximum water-cementitious materials ratio and minimum compressive strength set forth in 2006 IBC and ACI 318. See also the Geotechnical Evaluation. c. Proportion fine and coarse aggregates in a manner such as not to produce harshness in placing nor honeycombing in structures.
2. Water tightness of Concrete Work: It is intent of this Section to secure for every part of the Work concrete and grout of homogeneous structure, which when hardened will have required strength, water tightness, and durability. As provided in ACI 350.1/350.1R Concrete for Environmental Structures.
a. It is recognized that some surface hairline cracks and crazing will develop in concrete surfaces.
b. Construction, contraction, and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods specified, for purpose of reducing number and size of these expected from specified concrete mixes. c. Watertight: Repair cracks as described in this Section which develop in walls or slabs and repair cracks which show any signs of leakage until all leakage is stopped. d. If patching does not stop the leakage and at the engineer’s discretion the installing CONTRACTOR shall pressure inject visible cracks, other than hairline cracks and crazing, in following areas with epoxy as specified in Section 03 6423 – Epoxy Injection Grouting.
1) Floors and walls of water bearing structures.
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CAST-IN-PLACE CONCRETE 03 3000-3
2) Walls and overhead slabs of passageways or occupied spaces, outsides of which are exposed to weather or may be washed down and are not specified to receive separate waterproof membrane.
3) Other Items Not Specified to Receive Separate Waterproof Membrane: Slabs over water channels, wet walls, reservoirs, and other similar surfaces.
3. Workmanship and Methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI 318, Manuals, and Recommended Practices.
1.04 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. Product Data: Submit data completely describing products.
C. Information on Heating Equipment to Be Used for Cold Weather Concreting: Submit information on type of equipment to be used for heating materials and/or new concrete in process of curing during excessively cold weather.
D. For conditions that promote rapid drying of freshly placed concrete such as low humidity, high temperature, and wind: Submit corrective measures proposed for use prior to placing concrete.
E. Copies of Tests of Concrete Aggregates: Submit certified copies in triplicate of commercial laboratory tests not more than 90 days old of all samples of concrete aggregates.
1. Fine Aggregate:
a. Clay lumps
b. Reactivity
c. Shale and chert.
d. Soundness.
e. Color.
f. Decantation.
2. Coarse Aggregate:
a. Clay lumps and friable particles
b. Reactivity
c. Shale and chert
d. Soundness
e. Abrasion loss
f. Coal and lignite
g. Materials finer than 200 sieve
F. Sieve Analysis: Submit sieve analysis of fine and coarse aggregates being used in triplicate at least every 3 weeks and at any time there is significant change in grading of materials.
G. Concrete Mixes: Submit full details, including mix design calculations for concrete mixes proposed for use for each class of concrete
1. Include information on correction of batching for varying moisture contents of fine aggregate.
2. Submit source quality test records with mix design submittal.
H. If There is Change in Aggregate Source, Aggregate Quality from Same Source: Submit new set of design mixes covering each class of concrete.
I. If Either Fine or Coarse Aggregate Is Batched from More than One Bin: Submit analyses for each bin, and composite analysis made up from these, using proportions of materials to be used in mix.
J. Cement Mill Tests: Include alkali content, representative of each shipment of cement for verification of compliance with specified requirements.
K. Pozzolan Certificate of Compliance: Identify source of pozzolan and certify compliance with requirements of ASTM C618.
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CAST-IN-PLACE CONCRETE 03 3000-4
L. Information on mixing equipment.
M. Drying shrinkage test data.
N. Packing and Shipping:
1. Deliver, store, and handle concrete materials in manner as to prevent damage and inclusion of foreign substances.
2. Deliver and store packaged materials in original containers until ready for use.
3. Deliver aggregate to mixing site and handle in such a manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.
O. Acceptance at Site: Reject material containers or materials showing evidence of water or other damage.
P. Test Batch Test Data:
1. Submit data for each test cylinder.
2. Submit data that identifies mix and slump for each test cylinder.
Q. Sequence of Concrete Placing: Submit proposed sequence of placing concrete showing proposed beginning and ending of individual placements.
R. Ties to be used and the tie hole patching procedure and methods and materials.
S. Curing Compound Other than Specified Compound: Submit complete data on proposed compound.
T. Repair of Defective Concrete: Submit mix design for grout or product data if mixed onsite.
U. Acceptance of Method of Concrete Repair: Make no repair until the ENGINEER has accepted method.
1.05 QUALITY ASSURANCE
A. General
1. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C94/C94M requirements for production facilities and equipment.
2. Tests for compressive strength and shrinkage of concrete shall be performed as indicated herein. Test for determining slump will be in accordance with the requirements of ASTM C143.
3. The cost of all laboratory tests on concrete will be borne by the CONTRACTOR. The laboratory will meet or exceed the requirements of ASTM C1077.
4. Concrete for testing shall be supplied by the CONTRACTOR at no additional cost to the OWNER, and the CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and cleanup of excess material.
B. Field Testing of Concrete:
1. During progress of construction, the CONTRACTOR will have tests made to determine whether the concrete, as being produced, complies with requirements specified.
2. Tests will be performed in accordance with ASTM C31, ASTM C39, and ASTM C172.
3. The testing company will make and deliver test cylinders to the laboratory and testing expense will be borne by the CONTRACTOR.
4. Required Number Cylinders:
a. Not less than 3 cylinder specimens, 6 inch diameter by 12 inch long, will be tested for each 150 cubic yards of each class of concrete placed and not less than 3 specimens for each half day’s placement.
b. One cylinder will be broken at 7 days and two at 28 days.
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CAST-IN-PLACE CONCRETE 03 3000-5
5. The Testing Agency shall:
a. Test slump of concrete using slump cone in accordance with the requirements of ASTM C143.
b. Furnish test equipment.
c. Do not use the concrete that does not meet specification requirements in regards to slump, but remove such concrete from project site.
d. Test slump at the beginning of each placement, as often as necessary to keep slump within the specified range, and when requested to do so by the ENGINEER. e. Make provisions for and furnish concrete for test specimens, and provide manual assistance to the ENGINEER in preparing said specimens. f. Assume responsibility for care of and providing of curing conditions for test specimens in accordance with ASTM C31.
C. Enforcement of Strength Requirement:
1. Concrete is expected to reach higher compressive strength than that which is indicated on the drawings and herein as specified compressive strength f’c.
2. Strength Level of Concrete: Will be considered acceptable if the following conditions are satisfied.
a. Average of all sets of 3 consecutive test results is greater or equal to specified compressive strength f’c.
b. No individual strength test (average of 2 cylinders) falls below specified compressive strength f’c by more than 500 pounds per square inch.
c. Whenever one, or both, of 2 conditions stated above is not satisfied, provide additional curing of affected portion followed by cores taken in accordance with ASTM C42 and ACI 318 and comply with the following requirements.
1) If additional curing does not bring average of 3 cores taken in affected area to at least specified compressive strength f’c, designate such concrete in affected area as defective.
2) The ENGINEER may require the CONTRACTOR to strengthen defective concrete by means of additional concrete, all at the CONTRACTOR’s expense.
D. Construction Tolerances: The CONTRACTOR shall set and maintain concrete forms and perform finishing operations to ensure that the completed WORK is within tolerances. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Tolerance is the permissible variation from lines, grades, or dimensions indicated on the Drawings. Where tolerances are not stated in the specifications, permissible deviations will be in accordance with ACI 117.
1. The following construction tolerances apply to finished walls and slab unless otherwise indicated:
Item Tolerance
Variation of the Constructed Linear Outline
from the Established Position in Plan
In 10 feet: 1/4-in
In 20 feet or more: 1/2-in
Variation from the Level or from the Grades
Shown
In 10 feet: 1/4-in
In 20 feet or more: 1/2-in
Variation from the Plumb In 10 feet: 1/4-in
In 20 feet or more: 1/2-in
Variation in the Thickness of Slabs and Walls Minus 1/4-in Plus 1/2-in
Variation in the Locations and Sizes of Slabs
and Wall Openings
Plus or minus 1/4-in
Variation in Weirs Hydraulic Control Structures Max deviation in elevation 1/4 in (total) B629 LAMPSON WELL TREATMENT
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1.02 PROJECT CONDITIONS
A. Environmental Requirements:
1. Hot weather concreting:
a. When Ambient Air Temperature Is Above 90 degrees Fahrenheit: Prior to placing concrete, cool forms and reinforcing steel to by water cooling to below 90 degrees Fahrenheit.
b. Temperature of Concrete Mix at Time of Placement: Keep temperature below 90 degrees Fahrenheit by methods which do not impair quality of concrete.
2. Cold Weather Concreting:
a. Concrete placed below ambient air temperature of 45 degrees Fahrenheit and falling or below 40 degrees Fahrenheit: Make provision for heating water. b. If materials have been exposed to freezing temperatures to degree that any material is below 35 degrees Fahrenheit: Heat such materials.
c. Heating Water, Cement, or Aggregate Materials:
1) Do not heat in excess of 160 degrees Fahrenheit.
d. Protection of Concrete in Forms:
1) Protect by means of covering with tarpaulins, or other acceptable covering. 2) Provide means for circulating warm moist air around forms in manner to maintain temperature of 50 degrees Fahrenheit for at least 5 days.
3. For conditions that promote rapid drying of freshly placed concrete such as low humidity, high temperature, and wind: Take corrective measures to minimize rapid water loss from concrete. a. Furnish and use sufficient number of maximum and minimum self-recording thermometers to adequately measure temperature around concrete.
1.03 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in such a manner as to complete any single placing operation to construction, contraction, or expansion joint.
PART 2 - PRODUCTS
2.01 CONCRETE MATERIALS
A. Aggregate
1. General:
a. Provide concrete aggregates that are sound, uniformly graded, and free of deleterious material in excess of allowable amounts specified.
b. Grade aggregate in accordance with ASTM D75 and C136. c. Provide unit weight of fine and coarse aggregate which produces in place concrete with weight of not less than 140 pounds per cubic foot.
B. Fine Aggregate:
1. Provide fine aggregate for concrete or mortar consisting of clean, natural sand or of sand prepared from crushed stone or crushed gravel.
2. Do not provide aggregate having deleterious substances in excess of the following percentages by weight of contaminating substances. In no case shall total exceed percent listed.
Item Test Method Percent
Removed by Decantation (dirt, silt, etc.) ASTM C117 3
Shale or Chert ASTM C295 1
Clay Lumps ASTM C142 1
3. Except as otherwise specified, grade fine aggregate from coarse to fine in accordance with requirements of ASTM C33.
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C. Coarse Aggregate:
1. General: Provide coarse aggregate consisting of gravel or crushed stone made up of clean, hard, durable particles free from calcareous coatings, organic matter, or other foreign substances.
2. Weight: Not exceeding 15 percent, for thin or elongated pieces having length greater than 5 times average thickness.
3. Deleterious Materials: Not in excess of following percentages by weight, and in no case having total of all deleterious substances exceeding 2 percent.
Item Test Method Percent
Shale or Chert ASTM C295 1
Coal and Lignite ASTM C123 1/4
Clay Lumps and Friable Particles ASTM C142 1/4
Materials Finer than Number 200 Sieve ASTM C117 1/2*
NOTE: (*) Except when material finer than Number 200 sieve consists of crusher dust, maximum amount shall be 1 percent.
4. Grading:
a. Aggregate: As specified in ASTM C33, Size Number 57, except as otherwise specified or authorized in writing by the ENGINEER.
b. Aggregate for Concrete for Encasement of Electrical Conduits:
1) Graded as specified in ASTM C33, Size Number 8.
2) Provide concrete utilizing this aggregate equal to 2500 psi concrete in all other respects, and is designated as Class CE.
D. Portland Cement:
1. General: Conform to specifications and tests for ASTM C150, except as specified otherwise.
2. Low Alkali Portland: Have total alkali containing not more than 0.60 percent, unless specified otherwise, and or where soil conditions permit such use.
3. Exposed Concrete in Any Individual Structure: Use only one brand of Portland cement.
4. Cement for Finishes: Provide cement from the same source and of same type as concrete to be finished.
E. Admixtures:
1. General:
a. Do not use admixtures of any type, except as specified, unless written authorization has been obtained from the ENGINEER.
b. Compatible with concrete and other admixtures.
c. Do not use admixtures containing chlorides calculated as chloride ion in excess of 0.5 percent by weight.
d. Use in accordance with manufacturer’s recommendations and add each admixture to concrete mix separately.
2. Water Reducing Admixture:
a. May be used at the CONTRACTOR’s option.
b. Conform to ASTM C494, Type A or Type D.
c. Not contain air entraining agents.
d. Liquid form before adding to the concrete mix.
e. No decrease in cement is permitted as result of use of water reducing admixture.
3. Superplasticizers or Flyash: Are not to be used without acceptance by ENGINEER.
F. Water:
1. Water for Concrete, Washing Aggregate, and Curing Concrete: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.
2. Chlorides and Sulfate Ions:
a. Water for Conventional Reinforced Concrete: Use water not containing more than 1,000 (mg/L) of chlorides calculated as chloride ion, no more than 1,000 (mg/L) of sulfates calculated as sulfate ion.
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b. Water for Pre-stressed or Post-tensioned Concrete: Use water not containing more than 650 (mg/L) milligrams per liter of chlorides calculated as chloride ion, nor more than 800 (mg/l) of sulfates calculated as sulfate ion.
G. Conduit Encasement Coloring Agent:
1. Color: Red color concrete used for encasement of electrical ducts, conduits, and similar type items.
2. Manufacturers: One of the following or equal.
a. Frank D, Davis Company, Red Oxide Number 117.
b. I. Reiss Company, Inc., equivalent product.
3. Conduit Encasement Concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.
H. Keyway Material: Lumber.
I. All curing compounds shall be white pigmented and resin based conforming to ASTM C309, Type D. Sodium silicate compounds shall not be allowed. Concrete curing compound shall be Kurez by Euclid Chemical Company; MB-429 as manufactured by Mater Builders; L&M Cure R; or equal.
Water based resin curing compounds shall be used only where local air quality regulations prohibit the use of a solvent based compound. Water based curing compounds shall be Aqua-Cure by Euclid Chemical Company; Masterkure-W by Master Builders; L&M Cure R-2; or equal.
J. Manufacturers: One of the following or equal.
1. WR Meadows
2. CGM Incorporated
K. Plastic Membrane Curing: Use polyethylene film.
1. Color: White
2. Thickness: Minimum 6 mils
3. Loss of Moisture: Not to exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156
2.02 CONCRETE DESIGN REQUIREMENTS
A. General: Concrete shall be composed of cement, admixtures, aggregates, and water of the qualities indicated. The exact proportions in which these materials are to be used for different parts of the work will be determined during the trial batch. In general, the mix shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage, and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results at no additional cost to the OWNER. All changes shall be subject to review by the ENGINEER.
B. Fine Aggregate Composition: In mix designs for structural concrete, the percentage of fine aggregate in total aggregate by weight, shall be as indicated in the following table.
Fineness Modulus Maximum Percent
2.7 or less 41
2.7 to 2.8 42
2.8 to 2.9 43
2.9 to 3.0 44
For other concrete, the maximum percentage of fine aggregate of total aggregate, by weight, shall not exceed 50.
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C. Water-Cement Ratio and Compressive Strength: Concrete shall have the following minimum properties unless noted otherwise on the plans:
Type of Work Min 28-Day
Compr. Strength
(psi)
Max Size
Aggregate (in)
Minimum
Cement per
cubic yard (lbs)
Non Air Max
W/C Ratio (by
weight)
Structural Concrete 5,000
4,500
4,000
1 1
1 564
564
564
*
0.38 0.45
Pea Gravel Mix 4,000 3/8 752 0.40
Sitework Concrete 3,000 1 470 0.50
Lean Concrete 2,000 1 376 0.60
NOTES: W/C ration shall be based upon the Geotechnical Evaluation and or Soils Report-- Refer to the Evaluation for W/C, and other site dependent concrete recommendations. See the Structural Plan notes for strength application and location.
The CONTRACTOR is cautioned that the limiting parameters above are not a mix design. Additional cement or water reducing agent may be required to achieve workability required by the CONTRACTOR's construction methods and aggregates. The CONTRACTOR is responsible for providing concrete with the required workability.
For strengths above 4500 psi (non-air) concrete proportions shall be established from either existing field data or trial mixes. This information shall be submitted by the ready mix company through the CONTRACTOR for review by the ENGINEER before it will be approved. The average compressive strength from the test record must equal or exceed the ACI 318 requirements for average compressive strength.
D. Adjustments to Mix Design: The mixes shall be changed whenever such change is necessary or desirable to secure the required strength, density, workability, and surface finish, and the CONTRACTOR shall be entitled to no additional compensation because of such changes.
2.03 CONSISTENCY
A. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place without segregation and which can be compacted by vibratory methods to give the desired density, impermeability, and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C143. The slumps shall be as follows:
Part of Work Slump (in)
All concrete, unless indicated otherwise 3 inches plus or minus 1-inch With high range water reducer added 7 inches plus or minus 2 inches Pea gravel mix 7 inches plus or minus 2 inches
Ductbanks 5 inches plus or minus 1-inch
2.04 MIXES
A. Measurements of Materials:
1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the ENGINEER.
2. Furnish apparatus for weighing aggregates and cement that is suitably designed and constructed for this purpose.
3. Accuracy of Weighing Devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within one percent of desired amount of that material.
4. Measuring or Weighing Devices: Subject to review by the ENGINEER, and bear valid seal of the Sealer of Weights and Measures having jurisdiction.
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5. Weighing Cement:
a. Weigh cement separately.
b. Cement in Unbroken Standard Packages (Sacks): Need not be weighed. c. Bulk Cement and Fractional Packages: Weigh such cement.
6. Mixing Water: Measured by volume or by weight.
B. Concrete Proportions and Consistency:
1. Concrete Consistency and Composition:
a. Provide concrete that can be worked readily into corners and angles of forms and around reinforcement without excessive vibration and without permitting materials to segregate or free water to collect on surface.
b. Prevent unnecessary or haphazard changes in consistency of concrete.
2. Ratio of Coarse Aggregate to Fine Aggregate: Not less than 1.0 nor more than 2.0 for all concrete Classes, with exception of Class CE.
3. Aggregate:
a. Obtain aggregate from source which is capable of providing uniform quality, moisture content, and grading during any single day’s operation.
4. Concrete Mix Water to Cement Ratio, Cement Content, and Slump Range: Conform to values specified in Section 2.2.C and per the Geotechnical Evaluation and or Soils Report.
5. Concrete Batch Weighs: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.
6. Mixture Modification: If required, by the ENGINEER, modify mixture within limits set forth in this Section.
C. Concrete Mixes:
1. Proportioning of Concrete Mix: Proportion mixes on required average on compressive strength f’c as defined in the contract documents.
2. Mixes:
a. Adjusting of Water: After acceptance, do not change mixes without acceptance by ENGINEER, except that at all times adjust batching of water to compensate for free moisture content of fine aggregate.
b. Total Water Content of Each Concrete Class: Not exceed those specified in Section
2.2.C, unless noted otherwise or specified in the Geotechnical Evaluation and or Soils Report.
c. Checking Moisture Content of Fine Aggregate: Furnish satisfactory means at batching plant for checking moisture content of fine aggregate.
3. Change in Mixes: Undertake new trial batch and test program as specified in this Section.
D. Hand Mixed Concrete:
1. Hand mix concrete only when acceptable to the ENGINEER.
2. Prepare hand mixed concrete on watertight, level platform in batches not to exceed 1/3 cubic yard each.
3. Aggregate:
a. First spread required amount of coarse aggregate on platform in an even and uniform layer, and then over such aggregate spread proper proportion of fine aggregate. b. Combined Depth of Both Such Layers: Not be greater than one foot.
4. Cement:
a. First evenly spread required quantity of cement over fine aggregate. b. Then turn entire batch with shovels at least twice before adding water.
5. Water:
a. Then uniformly sprinkle or spray proper amount of water over batched materials. b. Then turn with shovels not less than three times before being removing from platform.
2.05 SOURCE QUALITY CONTROL
A. Tests:
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1. Concrete Mixes:
a. After concrete mixes have been accepted by ENGINEER, have trial batches of the accepted mix designs prepared by testing laboratory acceptable to the ENGINEER. b. Prepare trial batches by using specified cement and aggregates proposed to be use for the work.
c. Trial Batches: Provide batches of sufficient quantity to determine slump, workability, consistency, and finishing characteristics, and to provide sufficient test cylinders. d. Test Cylinders: Provide cylinders having six inch diameter by 12 inch length and that are prepared in accordance with ASTM C31 for tests specified in this Section. e. Determine slump in accordance with ASTM C143.
f. Test Cylinders from Trial Batch:
1) Test 8 cylinders for compressive strength in accordance with ASTM C39. 2) Test 4 cylinders at 7 days and 4 at 28 days.
3) Establish ratio between 7 day and 28 day strength for mix. Seven day strength may be taken as satisfactory indication of 28 day strength provided effects on concrete of temperature and humidity between 7 day and 28 day are taken into account. 4) Average Compressive Strength of 4 Test Cylinders Tested at 28 Days: Equal to or greater than required average compressive strength f’c on which concrete mix design is based.
g. Drying Shrinkage:
1) Prepare 5 drying shrinkage specimens in accordance with ASTM C157, except as modified herein.
2) Remove drying shrinkage specimens from molds at age of 23 hours plus or minus 1 hour after trial batching, then immediately place them in water at 73 degrees Fahrenheit plus or minus 3 degrees for at least 30 minutes and then measure specimens within 30 minutes thereafter to determine original length. Then submerge specimens in saturated lime water at 73 degrees Fahrenheit plus or minus three degrees for moist curing.
3) Make measurements to determine expansion expressed as percentage of original length at age 7 days. Use length at age 7 days as base length for drying shrinking calculations.
4) Immediately store specimens in humidity controlled room maintained at 73 degrees Fahrenheit plus or minus 3 degrees and 50 percent plus or minus 4 relative humidity for remainder of the test.
5) Make and report measurements to determine shrinkage expressed as percentage of base length separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing.
6) Drying Shrinkage Deformation:
7) Measure drying shrinkage deformation of each specimen as difference between base length and length after drying at each test age.
8) Measure average drying shrinkage deformation of specimens to nearest 0.0001 inch at each test age.
9) If drying shrinkage of any specimen departs from average of test age by more than
0.0004 inch, disregard results obtained from that specimen and test another specimen.
10) Shrinkage of trial batch concrete at 28 days drying age shall not exceed 0.045 percent maximum.
h. If trial batch tests do not meet specified requirements for slump, strength, workability, consistency, drying shrinkage, and finishing, change concrete mix design proportions and, if necessary, source of aggregate. Make additional trial batches and tests until an acceptable trial batch is produced that meets requirements of this Section. i. Perform test batches and tests required to establish trial batches and acceptability of materials without change in Contract Price.
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j. Do not place concrete until the concrete mix design and trial batch have been accepted by ENGINEER.
2. Required Average Compressive Strength:
a. Determine required average compressive strength (f’c) for selection of concrete proportions for mix design, for each class of concrete, using calculated standard deviation and its corresponding specified compressive strength f’c, in accordance with ACI 318, Part 3, Chapter 5.
b. When test records of at least 30 consecutive tests that span period of not less that 45 calendar days are available, establish standard deviation as described in ACI 318, Part 3, Chapter 5 and as modified as follows herein.
c. Provide test records from which to calculate standard deviation that represent materials, quality control procedures, and conditions similar to materials, quality control procedures, and conditions expected to apply in preparation of concrete for the Work. d. Provide changes in materials and proportions within test records that are more restricted than those for the Work.
e. Specified Compressive Strength (f’c) of Concrete Used in Test Records: Within 1,000 pounds per square inch of that specified for the Work.
f. When lacking adequate test records for calculation of standard deviation meeting requirements, determine required average compressive strength f’c from the following table.
Specified Compressive Strength f'c
(pounds per square inch)
Required Average Compressive Strength
f'c (pounds per square inch)
Less than 3,000 f'c + 1,000
3,000 to 5,000 f'c + 1,200
Over 5,000 f'c + 1,400
3. Pozzolan:
a. Sampling and Testing:
1) Sample and test pozzolan in accordance with ASTM C311. 2) In Computing Water to Cement Ratio and Cement Content per Cubic Yard of Concrete: Consider cement weight to be weight of Portland cement plus 100 percent of weight of fly ash.
4. Aggregate:
a. Testing of concrete aggregate is at CONTRACTOR’s expense. b. Sieves:
1) Use sieves with square openings for testing grading or aggregates. 2) Sieve Analysis: If sieve analysis indicates significant change in materials, the ENGINEER may require that new mix design be submitted and accepted before further placing of concrete.
c. Sample aggregate in accordance with ASTM D75 and C136. d. Fine Aggregate:
1) Provide fine aggregate not containing strong alkali nor organic matter which gives color darker than standard color when tested in accordance with ASTM C40. 2) Provide aggregate having soundness complying with requirements of ASTM C33 when tested in accordance with ASTM C88.
3) Provide aggregate complying with reactivity requirements of ASTM C33 when tested in accordance with ASTM C289.
e. Coarse Aggregate:
1) Soundness when tested in accordance with ASTM C88: Have loss not greater than 10 percent when tested with sodium sulfate.
2) Abrasion Loss: Not exceed 45 percent after 500 revolutions when tested in accordance with ASTM C131.
3) Reactivity: Not exceed limits specified in Appendix of ASTM C33 when tested in accordance with ASTM C89.
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f. Portland Cement:
1) Determination Alkali Content: Determine by method set forth in ASTM C114.
PART 3 - EXECUTION
3.01 PROPORTIONING AND MIXING
A. Proportioning: Proportioning of the mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301.
B. Mixing: Mixing shall conform to the requirements of Chapter 7 of said ACI 301 Specifications.
C. Slump: Slumps shall be as indicated herein.
D. Retempering: Retempering of concrete or mortar which has partially hardened shall not be permitted.
3.02 PREPARATION OF SURFACES FOR CONCRETING
A. General: Earth surfaces shall be thoroughly wetted by sprinkling prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud and debris at the time of placing concrete.
B. Joints in Concrete: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been stopped or interrupted so that, as determined by the ENGINEER, the new concrete cannot be incorporated integrally with that previously placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface for good bonding. Except where the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all laitance, loose or defective concrete, foreign material, and be roughened to a minimum ¼-inch amplitude. Such cleaning and roughening shall be accomplished by hydroblasting or sandblasting (exposing aggregate) followed by thorough washing. All pools of water shall be removed from the surface of construction joints before the new concrete is placed.
C. After the surfaces have been prepared, all approximately horizontal construction joints shall be covered with a 6-inch lift of a pea gravel mix. The mix shall be placed and spread uniformly. Wall concrete shall follow immediately and shall be placed upon the fresh pea gravel mix.
D. Placing Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means, that will secure proper union with subsequent work; provided that construction joints shall be made only where acceptable to the ENGINEER.
E. Embedded Items: No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the ENGINEER at least 4 hours before placement of concrete. All surfaces of forms and embedded items that have become encrusted with dried grout from previous work shall be cleaned before the surrounding or adjacent concrete is placed.
F. All inserts or other embedded items shall conform to the requirements herein.
G. All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms at locations indicated on the Drawings or shown by shop drawings and shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is the responsibility of the CONTRACTOR.
H. Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 180 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by hydro-blasting or sandblasting (exposing aggregate). The joint surface shall be coated with an epoxy bonding agent unless indicated otherwise by the ENGINEER.
I. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the WORK. No concrete shall be deposited underwater nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be B629 LAMPSON WELL TREATMENT
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permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, shall be subject to the review of the ENGINEER.
J. Corrosion Protection: Pipe, conduit, dowels and other ferrous items required to be embedded in concrete construction shall be so positioned and supported prior to placement of concrete that there will be a minimum of 2 inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted.
K. Openings for pipes, inserts for pipe hangers and brackets, and anchors shall, where practicable, be provided during the placing of concrete.
L. Anchor bolts shall be accurately set and shall be maintained in position by templates while being embedded in concrete.
M. Cleaning: The surfaces of all metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed.
3.03 HANDLING, TRANSPORTING, AND PLACING
A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete.
B. Non-Conforming Work or Materials: Concrete which during or before placing is found not to conform to the requirements indicated herein shall be rejected and immediately removed from the work. Concrete which is not placed in accordance with these Specifications, or which is of inferior quality, shall be removed and replaced by the CONTRACTOR at no additional cost to the OWNER.
C. Unauthorized Placement: No concrete shall be placed except in the presence of a duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER in writing at least 24 hours in advance of placement of any concrete.
D. Placement in Wall and Column Forms: Concrete shall not be dropped through reinforcement steel or into any deep form, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, means such as hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete exceed 4 feet in walls and 8 feet in columns below the ends of ducts, chutes or buggies. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6 feet in horizontal direction. Concrete in wall forms shall be deposited in uniform horizontal layers not deeper than 2 feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in wall forms shall not exceed 5 feet of vertical rise per hour.
Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway.
E. Casting New Concrete Against Old: Epoxy adhesive bonding agent shall be applied to the old surfaces according to the manufacturer's written recommendations. This provision shall not apply to joints where hydrotite waterstop is provided. See Section 03 1516 – Concrete Construction Joints.
F. Conveyor Belts and Chutes: All ends of chutes, hopper gates, and all other points of concrete discharge throughout the CONTRACTOR'S conveying, hoisting, and placing system shall be designed and arranged so that concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyor belts, if used, shall be of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the indicated consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered.
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G. Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an up-slope direction.
H. Temperature of Concrete: The temperature of concrete when it is being placed shall be not more than 90 degrees F nor less than 55 degrees F for sections less than 12 inches thick nor less than 50 degrees for all other sections. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the minimum temperature. When the temperature of the concrete is 85 degrees F or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the CONTRACTOR shall employ effective means, such as pre-cooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete, as it is placed, below 90 degrees F. The CONTRACTOR shall not be entitled to any additional compensation on account of the foregoing requirements.
I. Cold Weather Placement:
1. Placement of concrete shall conform to ACI 306.1 - Cold Weather Concreting, and the following.
2. Remove all snow, ice, and frost from the surfaces, including reinforcement, against which concrete is to be placed. Before beginning concrete placement, thaw the subgrade to a minimum depth of 6 inches. All reinforcement and embedded items shall be warmed to above 32 degrees F prior to concrete placement.
3. Maintain the concrete temperature above 50 degrees F for at least 5 days after placement.
3.04 PUMPING OF CONCRETE
A. General: If the pumped concrete does not produce satisfactory end results, the CONTRACTOR shall discontinue the pumping operation and proceed with the placing of concrete using conventional methods.
B. Pumping Equipment: The pumping equipment shall have two (2) cylinders and be designed to operate with one cylinder in case the other one is not functioning. In lieu of this requirement, the CONTRACTOR may have a standby pump on the site during pumping.
C. The minimum diameter of the hose conduits shall be in accordance with ACI 304.2R.
D. Pumping equipment and hose conduits that are not functioning properly shall be replaced.
E. Aluminum conduits for conveying the concrete shall not be permitted.
F. Field Control: Concrete samples for slump and test cylinders will be taken at the placement end of the hose.
3.05 ORDER OF PLACING CONCRETE
A. The order of placing concrete in all parts of the WORK shall be acceptable to the ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints at the indicated locations. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 5-days for hydraulic structures and 2-days for all other structures before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the two (2) adjacent wall panels have cured at least 10 days for hydraulic structures and 4-days for all other structures.
B. The surface of the concrete shall be level whenever a run of concrete is stopped. To insure a level, straight joint on the exposed surface of walls, a wood strip at least ¾-inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about ½-inch above the underside of the strip.
About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and all laitance shall be removed.
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3.06 TAMPING AND VIBRATING
A. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and compacted, throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete. Vibrators shall be Group 3 per ACI 309, high speed power vibrators (8,000 to 12,000 rpm) of an immersion type in sufficient number and with at least one standby unit as required. Group 2 vibrators may be used only at specific locations when accepted by the ENGINEER.
B. Care shall be used in placing concrete around hydrotite waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated.
Where flat-strip type hydrotite waterstops are placed horizontally, the concrete shall be worked under the hydrotite waterstops by hand, making sure that all air and rock pockets have been eliminated.
Concrete surrounding the hydrotite waterstops shall be given additional vibration over and above that used for adjacent concrete placement to assure complete embedment of the hydrotite waterstops in the concrete.
C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred or worked with suitable appliances, tamping bars, shovels or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the required results within 15 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall not contact the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents.
3.07 FINISHING CONCRETE SURFACES
A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing or roughness of any kind, and shall present a finished, smooth, continuous hard surface. Allowable deviations from plumb or level and from the alignment, profiles and dimensions shown are defined as tolerances and are indicated in Part 1, above. These tolerances are to be distinguished from irregularities in finish as described herein. Aluminum finishing tools shall not be used.
B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects. Where architectural finish is required, it shall be as indicated. Surface holes larger than ½-inch in diameter or deeper than ¼-inch are defined as surface defects in basins and exposed walls and shall be patched per Section 3.11 Treatment of Surface Defects.
C. Unformed Surfaces: After proper and adequate vibration and tamping, all unformed top surfaces of slabs, floors, walls and curbs shall be brought to a uniform surface with suitable tools. Immediately after the concrete has been screeded, it shall be treated with a liquid evaporation retardant. The retardant shall be used again after each work operation as necessary to prevent drying shrinkage cracks. The classes of finish specified for unformed concrete surfaces are designated and defined as follows:
1. Finish U1 - Sufficient leveling and screeding to produce an even, uniform surface with surface irregularities not to exceed 3/8-inch. No further special finish is required.
2. Finish U2 - After sufficient stiffening of the screeded concrete, surfaces shall be float finished with wood or metal floats or with a finishing machine using float blades. Excessive floating of surfaces while the concrete is plastic and dusting of dry cement and sand on the concrete surface to absorb excess moisture will not be permitted. Floating shall be the minimum necessary to produce a surface that is free from screed marks and is uniform in texture. Surface irregularities shall not exceed 1/4-inch. Joints and edges shall be tooled where indicated or as determined by the ENGINEER.
3. Finish U3 - After the finish U2 surface has hardened sufficiently to prevent excess of fine material from being drawn to the surface, steel troweling shall be performed with firm pressure such as will flatten the sandy texture of the floated surface and produce a dense, uniform surface B629 LAMPSON WELL TREATMENT
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free from blemishes, ripples, and trowel marks. The finish shall be smooth and free of all irregularities.
4. Finish U4 - Trowel the Finish U3 surface to remove local depressions or high points. In addition, the surface shall be given a light hairbroom finish with brooming perpendicular to drainage unless otherwise indicated. The resulting surface shall be rough enough to provide a nonskid finish.
D. Unformed surfaces shall be finished according to the following schedule:
UNFORMED SURFACE FINISH SCHEDULE
Area Finish
Grade slabs and foundations to be covered with concrete or fill material U1 Water bearing slabs with slopes 10 percent and less U3
Water bearing slabs with slopes greater than 10 percent U4 Slabs not water bearing U4
Top surface of walls U3
3.08 CURING
A. General: All concrete shall be cured for not less than 7 days after placing, in accordance with the methods indicated below for the different parts of the WORK.
Surface to be Cured or Damp proofed Method
Wall sections with forms removed 1
Construction joints between footings and walls, and between floor slab 2 and columns
Encasement concrete and thrust blocks 1 or 2
All concrete surfaces not specifically indicated in this paragraph 1 Floor slabs on grade in hydraulic structures 1 or 2
Slabs not on grade 1 or 2
B. Method 1: The surface shall be sprayed with a liquid white pigmented curing compound.
1. It shall be applied in accordance with the manufacturer's printed instructions at a maximum coverage rate of 200 square feet per gallon and in such a manner as to cover the surface with a uniform film which will seal thoroughly.
2. Where the curing compound method is used, care shall be exercised to avoid damage to the seal during the 7-day curing period. If the seal is damaged or broken before the expiration of the curing period, the break shall be repaired immediately by the application of additional curing compound over the damaged portion.
3. Wherever curing compound has been applied by mistake to surfaces against which concrete subsequently is to be placed and to which it is to adhere, compound shall be entirely removed by wet sandblasting just prior to the placing of new concrete.
4. Curing compound shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces and within 2 hours after removal of forms. Repairs to formed surfaces shall be made within the 2-hour period; provided, however, that any such repairs which cannot be made within the said 2-hour period shall be delayed until after the curing compound has been applied. When repairs are to be made to an area on which curing compound has been applied, the area involved shall first be wet-sandblasted to remove the curing compound.
5. At all locations where concrete is placed adjacent to a panel which has been coated with curing compound, the panel shall have curing compound
C. Method 2: This method applies to both walls and slabs.
1. The concrete shall be kept continuously wet by the application of water for a minimum period of at least seven (7) consecutive days beginning immediately after the concrete has reached final set or forms have been removed.
2. Until the concrete surface is covered with the curing medium, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed.
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3. Curing blankets shall be used as a curing medium to retain the moisture during the curing period. The curing medium shall be weighted or otherwise held substantially in contact with the concrete surface to prevent being dislodged by wind or any other causes. All edges shall be continuously held in place.
4. The curing blankets and concrete shall be kept continuously wet by the use of sprinklers or other means both during and after normal working hours.
5. Immediately after the application of water has terminated at the end of the curing period, the curing medium shall be removed, any dry spots shall be rewetted and curing compound shall be immediately applied in accordance with Method 4 above.
6. The CONTRACTOR shall dispose of excess water from the curing operation to avoid damage to the work.
3.09 PROTECTION
A. The CONTRACTOR shall protect all concrete against injury until final acceptance at the CONTRACTOR’s own expense and at no additional cost to the OWNER B. Fresh concrete shall be protected from damage due to rain, hail, sleet or snow. The CONTRACTOR shall provide such protection while the concrete is still plastic and whenever precipitation is imminent or occurring.
3.10 CURING IN COLD WEATHER
A. The CONTRACTOR shall protect all concrete against injury from cold weather until final acceptance at the CONTRACTOR’s own expense and at no additional cost to the OWNER.
B. Concrete cured by an application of curing compound will require no additional protection from freezing if the protection at 50 degrees F for 72 hours is obtained by means of approved insulation in contact with the forms or concrete surfaces; otherwise the concrete shall be protected against freezing temperatures for 72 hours immediately following 5 days protection at 50 degrees F. Concrete cured by water shall be protected against freezing temperatures for 3 days immediately following the 72 hours of protection at 50 degrees F.
C. Discontinuance of protection against freezing temperatures shall be such that the drop in temperature of any portion of the concrete will be gradual and will not exceed 40 degrees F in 24 hours. In the spring, when the mean daily temperature rises above 40 degrees F for more than three (3) successive days, the specified 72-hour protection at a temperature not lower than 50 degrees F may be discontinued for as long as the mean daily temperature remains above 40 degrees F; provided, that the concrete shall be protected against freezing temperatures for not less than 48 hours after placement.
D. Where artificial heat is employed, special care shall be taken to prevent the concrete from drying.
Use of un-vented heaters will be permitted only when unformed surfaces of concrete adjacent to the heaters are protected for the first 24 hours from an excessive carbon dioxide atmosphere by application of curing compound; provided, that the use of curing compound for such surfaces is otherwise permitted by these Specifications.
3.11 TREATMENT OF SURFACE DEFECTS
A. As soon as forms are removed, all exposed surfaces shall be carefully examined and any irregularities shall be immediately patched or ground in a satisfactory manner in order to secure a smooth, uniform and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until after inspection by the ENGINEER. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall be repaired as indicated below. Concrete containing extensive voids, holes, honeycombing, or similar depression defects shall be completely removed and replaced. All repairs and replacements herein required shall be promptly executed at no increased cost to the OWNER.
B. Defective surfaces to be repaired shall be cut back from true line a minimum depth of ½-inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required B629 LAMPSON WELL TREATMENT
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in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, plus not less than 1/32-inch depth of the surface film from all hard portions by means of an efficient sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in advance of shooting with shotcrete or with cement mortar so that while the repair material is being applied, the surfaces underneath will remain moist but not so wet as to overcome the suction upon which a good bond depends. The material used for repair proposed shall consist of a mixture of one sack of cement to 3-cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white Portland cement as is required to make the color of the patch match the color of the surrounding concrete. In hydraulic structures the material used for repair shall be hydraulic cement as defined in this Section under Products.
C. Holes left by tie-rod cones shall be rubber stopped and grouted. Holes then shall be repaired in an approved manner with dry-packed cement grout. Holes left by form-tying devices having a rectangular cross-section and other imperfections having a depth greater than their least surface dimension shall not be reamed but shall be repaired in an approved manner with dry-packed cement grout.
D. All repairs shall be built up and shaped in such a manner that the completed work will conform to the requirements of this Section, as applicable, using approved methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section.
E. Prior to filling any structure with water, all cracks that may have developed shall be "vee'd" as indicated in specs or in the field and filled with sealant conforming to the requirements of Section 03 1516 – Concrete Construction Joints. This repair method shall be done on the water bearing face of members. Prior to backfilling, faces of members in contact with fill, which are not covered with a waterproofing membrane shall also have cracks repaired as indicated herein.
3.12 PATCHING HOLES IN CONCRETE
A. Patching Small Holes:
1. Holes which are less than 12 inches in the least dimension and extend completely through concrete members shall be filled.
2. Small holes in members which are water-bearing or in contact with soil or other fill material shall be filled with non-shrink grout or hydraulic cement in wet tanks. Where a face of the member is exposed to view, the non-shrink grout shall be held back 2 inches from the finished surface. The remaining 2 inches shall then be patched according to the Paragraph entitled "Treatment of Surface Defects."
3. Small holes through all other concrete members shall be filled with non-shrink grout or hydraulic cement, with exposed faces treated as above.
B. Patching Large Holes:
1. Holes which are larger than 12 inches in the least dimension shall have a keyway chipped into the edge of the opening all around, unless a formed keyway exists. The holes shall then be filled with concrete as indicated herein.
2. Holes which are larger than 24 inches in the least dimension and which do not have reinforcing steel extending from the existing concrete, shall have reinforcing steel set in grout in drilled holes. The reinforcing added shall match the reinforcing in the existing wall unless indicated otherwise.
3. Large holes in members which are water bearing or in contact with soil or other fill shall have a bentonite type hydrotite waterstop material placed around the perimeter of the hole in accordance with Section 03 1516 – Concrete Construction Joints, unless there is an existing hydrotite waterstop in place.
3.13 CARE AND REPAIR OF CONCRETE
A. The CONTRACTOR shall protect all concrete against injury or damage from excessive heat, lack of moisture, overstress or any other cause until final acceptance. Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete B629 LAMPSON WELL TREATMENT
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found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed WORK, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete at no additional cost to the OWNER.
END OF SECTION 03 3000
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SECTION 03 3053 - MISCELLANEOUS CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.01 REQUIREMENT
A. Cast-in-place concrete work for utility construction or rehabilitation, such as slabs on grade, small vaults, site-cast bases for precast units, utility concrete encasement, kickers, and in-place liners for manhole rehabilitation.
1.02 REFERENCES
A. Commercial Standards:
ACI 117 Standard Tolerances for Concrete Construction and Materials.
ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete.
ACI 302.1R Guide for Concrete Floor and Slab Construction.
ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete.
ACI 308 Standard Practice for Curing Concrete.
ACI 309R Guide for Consolidation of Concrete.
ACI 311 Guide for Concrete Plant Inspection and Field Testing of Ready-Mix Concrete.
ACI 315 Details and Detailing of Concrete Reinforcement.
ACI 318 Building Code Requirements for Reinforced Concrete and Commentary.
ACI 544 Guide for Specifying, Mixing, Placing, and Finishing Steel Fiber Reinforced Concrete.
ASTM A82 Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
ASTM A185 Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.
ASTM A615 Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.
ASTM A767 Standard Specifications for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement.
ASTM A775 Standard Specification for Epoxy-Coated Reinforcing Steel Bars.
ASTM A820 Standard Specification for Steel Fibers for Fiber-Reinforced Concrete.
ASTM A884 Specification for Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement.
ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the Field.
ASTM C33 Standard Specification for Concrete Aggregates.
ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
ASTM C42 Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.
ASTM C94 Standard Specification for Ready-Mixed Concrete.
ASTM C138 Standard Test Method for Unit Weight Yield and Air Content (Gravimetric) of Concrete.
ASTM C143 Standard Test Method for Slump of Hydraulic Cement Concrete.
ASTM C150 Standard Specification for Portland Cement.
ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete.
ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concrete by Volumetric Method.
ASTM C231 Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.
ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete.
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ASTM C309 Standard Specifications for Liquid Membrane-Forming Compounds for Curing Concrete.
ASTM C494 Standard Specification for Chemical Admixtures for Concrete.
ASTM C595 Standard Specification for Blended Hydraulic Cements.
ASTM C685 Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing.
ASTM C1064 Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete.
ASTM C1077 Standard Practice for Laboratory Testing of Concrete and Concrete Aggregate for Use in Construction and Criteria for Laboratory Evaluation.
CRSI MSP-1 Manual of Standard Practice. AK. CRSI - Placing Reinforcing Bars.
FEDERAL
SPECIFICATION
SS-S-210A
Sealing Compound, Preformed Plastic, for Expansion Joints and Pipe Joints
NRMCA Concrete Plant Standards
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. Submit proposed mix design and test data for each type and strength of concrete in Work.
C. Submit laboratory reports prepared by independent testing laboratory stating that materials used comply with requirements of this Section.
D. Submit manufacturer's mill certificates for reinforcing steel. Provide specimens for testing when required by ENGINEER.
E. Submit certification from concrete supplier that materials and equipment used to produce and deliver concrete comply with this Specification.
F. When required on Drawings, submit shop drawings showing reinforcement type, quantity, size, length, location, spacing, bending, splicing, support, fabrication details, and other pertinent information.
G. For hydrotite waterstops, submit product information sufficient to indicate compliance with this Section, including manufacturer's descriptive literature and specifications.
1.04 HANDLING AND STORAGE
A. Cement: Store cement off of ground in well-ventilated, weatherproof building.
B. Aggregate: Prevent mixture of foreign materials with aggregate and preserve gradation of aggregate.
C. Reinforcing Steel: Store reinforcing steel to protect it from mechanical injury and formation of rust.
Protect epoxy-coated steel from damage to coating.
PART 2 - PRODUCTS
2.01 CONCRETE MATERIALS
A. Cementitious Material:
1. Portland Cement: ASTM C150, Type II, unless use of Type III is authorized by ENGINEER; or ASTM C595, Type IP. For concrete in contact with sewage use Type II cement.
2. When aggregates are potentially reactive with alkalis in cement, use cement not exceeding
0.6 percent alkali content in form of Na20 + 0.6581(20.
B. Water: Clean, free from harmful amounts of oils, acids, alkalis, or other deleterious substances, and meeting requirements of ASTM C94.
C. Aggregate:
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1. Coarse Aggregate: ASTM C33. Unless otherwise indicated, use following ASTM standard sizes: No. 357 or No. 467; No. 57 or No. 67, No. 7. Maximum size: Not larger than 1/5 of narrowest dimension between sides of forms, nor larger than 3/4 of minimum clear spacing between reinforcing bars.
2. Fine Aggregate: ASTM C33.
3. Determine potential reactivity of fine and coarse aggregate in accordance with Appendix to ASTM C33.
D. Air Entraining Admixtures: ASTM C260.
E. Chemical Admixtures:
1. Water Reducers: ASTM C494, Type A.
2. Water Reducing Retarders: ASTM 494, Type D.
3. High Range Water Reducers (Superplasticizers): ASTM C494, Types F and G.
F. Prohibited Admixtures: Admixtures containing calcium chloride, thiocyanate, or materials that contribute free chloride ions in excess of 0.1 percent by weight of cement.
G. Reinforcing Steel:
1. Use new billet steel bars conforming to ASTM A615, ASTM A767, or ASTM A775, grade 40 or grade 60, as shown on Drawings. Use deformed bars except where smooth bars are specified. When placed in work, keep steel free of dirt, scale, loose or flaky rust, paint, oil or other harmful materials.
2. Where shown, use welded wire fabric with wire conforming to ASTM A185 or ASTM A884.
Supply gauge and spacing shown, with longitudinal and transverse wires electrically welded together at points of intersection with welds strong enough not to be broken during handling or placing.
3. Wire: ASTM A82. Use 16 1/2 gauge minimum for tie wire, unless otherwise indicated.
H. Fiber:
1. Fibrillated Polypropylene Fiber:
a. Addition Rate: 1.5 pounds of fiber per cubic yard of concrete. b. Physical Properties:
1) Material: Polypropylene
2) Length: 1 /2 inch or graded
3) Specific Gravity: 0.91
c. Acceptable Manufacturer: W. R. Grace Company, Fibermesh, or approved equal.
2. Steel Fiber: Comply with applicable provisions of ACI 544 and ASTM A820. a. Ratio: 50 to 200 pounds of fiber per cubic yard of concrete. b. Physical Properties
1) Material: Steel
2) Aspect Ratio (for fiber lengths of 0.5 to 2.5 inch, length divided by diameter or equivalent diameter): 30:1 to 100:1
3) Specific Gravity: 7.8
4) Tensile Strength: 40-400 ksi.
5) Young's Modulus: 29,000 ksi
6) Minimum Average Tensile Strength: 50,000 psi
7) Bending Requirements: Withstand bending around 0.125-inch diameter mandrel to angle of 90 degrees, at temperatures not less than 60 degrees F, without breaking
I. Curing Compounds: Type 2 white-pigmented liquid membrane-forming compounds conforming to ASTM C309.
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2.02 FORM WORK MATERIALS
A. Lumber and Plywood: Seasoned and of good quality, free from loose or unsound knots, knot holes, twists, shakes, decay and other imperfections which would affect strength or impair finished surface of concrete. Use S4S lumber for facing or sheathing. Forms for bottoms of caps: At least 2 inch (nominal) lumber or 3/4 inch form plywood backed adequately to prevent misalignment. For general use, provide lumber of 1-inch nominal thickness or form plywood of approved thickness.
B. Form work for Exposed Concrete Indicated to Receive Rubbed Finish: Form or form-lining surfaces free of irregularities; plywood of 1/4 inch minimum thickness, preferably oiled at mill.
C. Chamfer Strips and Similar Moldings: Redwood, cypress, or pine that will not split when nailed and which can be maintained to true line. Use mill-cut molding dressed on all faces.
D. Form Ties: Metal or fiberglass of approved type with tie holes not larger than 7/8 inch in diameter.
Do not use wire ties or snap ties.
E. Metal Forms: Clean and in good condition, free from dents and rust, grease, or other foreign materials that tend to disfigure or discolor concrete in gauge and condition capable of supporting concrete and construction loads without significant distortion. Countersink bolt and rivet heads on facing sides. Use only metal forms which present smooth surface and which line up properly.
2.03 PRODUCTION METHODS
A. Use either ready-mixed concrete conforming to requirements of ASTM C94, or concrete produced by volumetric batching and continuous mixing in accordance with ASTM C685.
2.04 MEASUREMENT OF MATERIALS
A. Measure dry materials by weight, except volumetric proportioning may be used when concrete is batched and mixed in accordance with ASTM C685.
B. Measure water and liquid admixtures by volume.
2.05 DESIGN MIX
A. Use design mixes prepared by certified testing laboratory in accordance with ASTM C1077 and conforming to requirements of this section.
B. Proportion concrete materials based on ACI 211.1 to comply with durability and strength requirements of ACI 318, Chapters 4 and 5, and this specification. Prepare mix design of Class A concrete so minimum cementitious content is 564 pounds per cubic yard. Submit concrete mix designs to ENGINEER for review.
C. Proportioning on basis of field experience or trial mixtures in accordance with requirements at Section 5.3 of ACI 318 may be used, when approved by ENGINEER.
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D. Classification:
CLAS
S TYPE
MINIMUM
COMPRESSIVE
STRENGTH
(LBS./SQ. IN.)
MAXIMU
M W/C
RATIO
AIR
CONTENT
(PERCENT)
CONSISTENCY
RANGE IN
SLUMP
(INCHES)
7-DAY 28-DAY
A Structural 3,200 4,000 0.45 4± 2 to 4*
B Encasement - 2,500 0.67 4± 5 to 7
C Pipe Block
Fill, Thrust
Block
- 1,500 - 4± 5 to 7
* When ASTM C494, Type F or Type G admixture is used to increase workability, this range may be 6 to 9.
E. Add steel or polypropylene fibers only when called for on Drawings or in another section of these Specifications.
F. Determine air content in accordance with ASTM C138, ASTM C173 or ASTM C231.
G. Use of Concrete Classes: Use classes of concrete as indicated on Drawings and other Specifications.
Use Class B for concrete encasement of piping or conduit not located directly under the structure.
When directly under the structure, use structure class concrete, see Section 03 3000 – Cast-In-Place Concrete. Use Class C for unreinforced concrete used for plugging pipes, seal slabs, thrust blocks, trench dams, tunnel inverts and concrete fill unless indicated otherwise. Use Class A for all other applications.
H. Conduit Encasement Coloring Agent:
1. Color: Red color concrete used for encasement of electrical ducts, conduits, and similar type items.
2. Manufacturers: One of the following or equal.
a. Frank D, Davis Company, Red Oxide Number 117.
b. Reiss Company, Inc., equivalent product.
3. Conduit Encasement Concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.
2.06 PVC HYDROTITE WATERSTOPS
A. Refer to Section 03 0150 – Concrete Accessories and 03 1516 – Concrete Construction Joints.
2.07 RESILIENT HYDROTITE WATERSTOP
A. Refer to Section 03 0150 – Concrete Accessories and 03 1516 – Concrete Construction Joints.
PART 3 - EXECUTION
3.01 FORMS AND SHORING
A. Provide mortar-tight forms sufficient in strength to prevent bulging between supports. Set and maintain forms to lines designated such that finished dimensions of structures are within tolerances specified in ACI 117. Construct forms to permit removal without damage to concrete. Forms may be given slight draft to permit ease of removal. Provide adequate clean out openings. Before placing concrete, remove extraneous matter from within forms.
B. Install rigid shoring having no excessive settlement or deformation. Use sound timber in shoring centering. Shim to adjust and tighten shoring with hardwood timber wedges.
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C. Design Loads for Horizontal Surfaces of Forms and Shoring: Minimum fluid pressure, 175 pounds per cubic foot; live load, 50 pounds per square foot. Maximum unit stresses: 125 percent of allowable stresses used for form materials and for design of support structures.
D. Back form work with sufficient number of studs and wales to prevent deflection.
E. Re-oil or lacquer liner on job before using. Facing may be constructed of ¾-inch plywood made with waterproof adhesive backed by adequate studs and wales. In such cases, form lining will not be required.
F. Unless otherwise indicated, form outside corners and edges with triangular ¾-inch chamfer strips (measured on sides).
G. Remove metal form ties to depth of at least ¾-inch from surface of concrete. Do not burn off ties.
Do not use pipe spreaders. Remove spreaders which are separate from forms as concrete is being placed.
H. Treat facing of forms with approved form coating before concrete is placed. When directed by ENGINEER treat both sides of face forms with coating. Apply coating before reinforcement is placed. Immediately before concrete is placed, wet surface of forms which will come in contact with concrete.
3.02 PLACING REINFORCEMENT
A. Place reinforcing steel accurately in accordance with approved Drawings. Secure steel adequately in position in forms to prevent misalignment. Maintain reinforcing steel in place using approved concrete and hot-dip galvanized metal chairs and spacers. Place reinforcing steel in accordance with CRSI Publication "Placing Reinforcing Bars." Request inspection of reinforcing steel by ENGINEER and obtain acceptance before concrete is placed.
B. Minimum spacing center-to-center of parallel bars: 2 1/2 times nominal bar diameter. Minimum cover measured from surface of concrete to face of reinforcing bar unless shown otherwise on Drawings: 3 inches for surfaces cast against soil or subgrade, 2 inches for other surfaces.
C. Detail bars in accordance with ACI 315. Fabricate reinforcing steel in accordance with CRSI Publication MSP-1, "Manual of Standard Practice." Bend reinforcing steel to required shape while steel is cold. Excessive irregularities in bending will be cause for rejection.
D. Do not splice bars without written approval of ENGINEER. Approved bar bending schedules or placing drawings constitute written approval. Splice and development length of bars shall conform to ACI 318, Chapters 7 and 12, and as shown on Drawings. Stagger splices or locate at points of low tensile stress.
3.03 EMBEDDED ITEMS
A. Install conduit and piping as shown on Drawings. Accurately locate and securely fasten conduit, piping, and other embedded items in forms.
B. Install hydrotite waterstops as specified in other sections and according to manufacturer's instructions. Securely position hydrotite waterstops at joints as indicated on Drawings. Protect hydrotite waterstops from damage or displacement during concrete placing operations.
3.04 BATCHING, MIXING AND DELIVERY OF CONCRETE
A. Measure, batch, mix, and deliver ready-mixed concrete in accordance with ASTM C94, Sections 8 through 11. Produce ready-mixed concrete using automatic batching system as described in NRMCA Concrete Plant Standards, Part 2 - Plant Control Systems.
B. Measure, mix and deliver concrete produced by volumetric batching and continuous mixing in accordance with ASTM C685, Sections 6 through 8.
C. Maintain concrete workability without segregation of material and excessive bleeding. Obtain approval of ENGINEER before adjustment and change of mix proportions.
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D. Ready-mixed concrete delivered to site shall be accompanied by batch tickets providing information required by ASTM C94, Section 16. Concrete produced by continuous mixing shall be accompanied by batch tickets providing information required by ASTM C685, Section 14.
E. When adverse weather conditions affect quality of concrete, postpone concrete placement. Do not mix concrete when air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until concrete has cured for minimum of 3 days at 70 degrees F or 5 days at 50 degrees F.
F. Clean, maintain and operate equipment so that it thoroughly mixes material as required.
G. Hand-mix only when approved by ENGINEER.
3.05 PLACING CONCRETE
A. Give sufficient advance notice to ENGINEER at least 24 hours prior to commencement of operations to permit inspection of forms, reinforcing steel, embedded items and other preparations for placing concrete. Place no concrete prior to ENGINEER of Record's approval.
B. Schedule concrete placing to permit completion of finishing operations in daylight hours. However, when necessary to continue after daylight hours, light site as required. When rainfall occurs after placing operations are started, provide covering to protect work.
C. Use troughs, pipes and chutes lined with approved metal or synthetic material in placing concrete so that concrete ingredients are not separated. Keep chutes, troughs and pipes clean and free from coatings of hardened concrete. Allow no aluminum material to be in contact with concrete.
D. Limit free fall of concrete to 4 feet. Do not deposit large quantities of concrete at one location so that running or working concrete along forms is required. Do not jar forms after concrete has taken initial set; do not place strain on projecting reinforcement or anchor bolts.
E. Use tremies for placing concrete in walls and similar narrow or restricted locations. Use tremies made in sections, or provide in several lengths, so that outlet may be adjusted to proper height during placing operations.
F. Place concrete in continuous horizontal layers approximately 12 inches thick. Place each layer while layer below is still plastic.
G. Compact each layer of concrete with concrete spading implements and mechanical vibrators of approved type and adequate number for size of placement. When immersion vibrators cannot be used, use form vibrators. Apply vibrators to concrete immediately after depositing. Move vibrator vertically through layer of concrete just placed and several inches into plastic layer below. Do not penetrate or disturb layers previously placed which have partially set. Do not use vibrators to aid lateral flow concrete. Closely supervise consolidation to ensure uniform insertion and duration of immersion.
H. Handling and Placing Concrete: Conform to ACI 302.1R, ACI 304R and ACI 309R.
3.06 HYDROTITE WATERSTOPS
A. Refer to Section 03 1516 – Concrete Construction Joints.
3.07 CONSTRUCTION JOINTS
A. Definitions:
1. Construction joint: Contact surface between plastic (fresh) concrete and concrete that has attained initial set.
2. Monolithic: Manner of concrete placement to reduce or eliminate construction joints; joints other than those indicated on Drawings will not be permitted without written approval of ENGINEER. Where so approved, make additional construction joints with details equivalent to those indicated for joints in similar locations.
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3. Preparation for Construction Joints: Roughen surface of concrete previously placed, leaving some aggregate particles exposed. Remove laitance and loose materials by sandblasting or high-pressure water blasting. Keep surface wet for several hours prior to placing of plastic concrete.
3.08 CURING
A. Comply with ACI 308. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type III cement has been used. Start curing as soon as free water has disappeared from concrete surface after placing and finishing. A curing day is any calendar day in which temperature is above 50 degrees F for at least 19 hours. Colder days may be counted when air temperature adjacent to concrete is maintained above 50 degrees F. In continued cold weather, when artificial heat is not provided, removal of forms and shoring may be permitted at end of calendar days equal to twice required number of curing days. However, leave soffit forms and shores in place until concrete has reached specified 28 day strength, unless directed otherwise by ENGINEER.
B. Cure formed surfaces not requiring rubbed-finished surface by leaving forms in place for full curing period. Keep wood forms wet during curing period. Add water as needed for other types of forms.
Or, at Subcontractor's option, forms may be removed after 2 days and curing compound applied.
C. Rubbed Finish:
1. At formed surfaces requiring rubbed finish, remove forms as soon as practicable without damaging surface.
2. After rubbed-finish operations are complete, continue curing formed surfaces by using either approved curing/sealing compounds or moist cotton mats until normal curing period is complete.
D. Unformed Surfaces: Cure by membrane curing compound method.
1. After concrete has received final finish and surplus water sheen has disappeared, immediately seal surface with uniform coating of approved curing compound, applied at rate of coverage recommended by manufacturer or as directed by ENGINEER. Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of compound.
2. Thoroughly agitate compound during use and apply by means of approved mechanical power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items, hand-powered spray equipment may be used. Prevent loss of compound between nozzle and concrete surface during spraying operations.
3. Do not apply compound to dry surface. When concrete surface has become dry, thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities, pinholes or other defects, or when rain falls on newly coated surface before film has dried sufficiently to resist damage, apply additional coat of compound at specified rate of coverage.
3.09 REMOVAL OF FORMS AND SHORING
A. Remove forms from surfaces requiring rubbing only as rapidly as rubbing operation progresses.
Remove forms from vertical surfaces not requiring rubbed-finish when concrete has aged for required number of curing days. When curing compound is used, do not remove forms before 2 days after concrete placement.
B. Leave soffit forms and shores in place until concrete has reached specified 28-day strength, unless directed otherwise by ENGINEER.
3.10 DEFECTIVE WORK
A. Immediately repair defective work discovered after forms have been removed. When concrete surface is bulged, uneven, or shows excess honeycombing or form marks which cannot be repaired satisfactorily through patching, remove and replace entire section.
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3.11 FINISHING
A. Patch honeycomb, minor defects and form tie holes in concrete surfaces with cement mortar mixed one part cement to two parts fine aggregate. Repair defects by cutting out unsatisfactory material and replacing with new concrete, securely keyed and bonded to existing concrete. Finish making junctures between patches and existing concrete as inconspicuous as possible. Use stiff mixture and thoroughly tamp into place. After each patch has stiffened sufficiently to allow for greatest portion of shrinkage, strike off mortar flush with surface.
B. Apply rubbed finish to exposed surfaces of formed concrete structures as noted on Drawings. After pointing has set sufficiently, wet surface with brush and perform first surface rubbing with No. 16 carborundum stone, or approved equal. Rub sufficiently to bring surface to paste, to remove form marks and projections, and to produce smooth, dense surface. Add cement to form surface paste as necessary. Spread or brush material, which has been ground to paste, uniformly over surface and allow to reset. In preparation for final acceptance, clean surfaces and perform final finish rubbing with No. 30 carborundum stone or approved equal. After rubbing, allow paste on surface to reset; then wash surface with clean water. Leave structure with clean, neat and uniform-appearing finish.
C. Apply wood float finish or broom finish to concrete slabs.
3.12 FIELD QUALITY CONTROL
A. Testing shall be performed under provisions of Section 01 4529 - Testing Laboratory Services.
B. Unless otherwise directed by ENGINEER, following minimum testing of concrete is required.
Testing shall be performed by qualified individuals employed by approved independent testing agency, and conform to requirements of ASTM C1077.
1. Take concrete samples in accordance with ASTM C172.
2. Make one set of four compression test specimens for each mix design at least once per day and for each 150 cubic yards or fraction thereof. Make, cure and test specimens in accordance with ASTM C31 and ASTM C39.
3. When taking compression test specimens, test each sample for slump according to ASTM C143, for temperature according to ASTM C1064, for air content according to ASTM C231, and for unit weight according to ASTM C138.
4. Inspect, sample and test concrete in accordance with ASTM C94, Section 13, 14, and 15, and ACI 311-5R.
C. Test Cores: Conform to ASTM C42.
D. Testing High Early Strength Concrete: When Type III cement is used in concrete, specified 7-day and 28-day compressive strengths shall be applicable at 3 and 7 days, respectively.
E. If 7-day or 3-day test strengths (as applicable for type of cement being used) fail to meet established strength requirements, extended curing or resumed curing on those portions of structure represented by test specimens may be required. When additional curing fails to produce required strength, strengthening or replacement of portions of structure which fail to develop required strength may be required by ENGINEER, at no additional cost to Owner.
3.13 PROTECTION
A. Protect concrete against damage until final acceptance by the ENGINEER.
B. Protect fresh concrete from damage due to rain, hail, sleet, or snow. Provide protection while concrete is still plastic, and whenever precipitation is imminent or occurring.
C. Do not backfill around concrete structures or subject them to design loadings until components of structure needed to resist loading are complete and have reached specified 28 day compressive strength, except as authorized otherwise by the ENGINEER.
END OF SECTION 03 3053
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SECTION 03 40 00 – PRECAST CONCRETE
PART 1 -- GENERAL
1.01 THE REQUIREMENT
A. The CONTRACTOR shall furnish all tools, equipment, materials, and supplies and shall perform all labor required to complete the precast concrete work in accordance with the Contract Documents.
B. This Section covers the design, fabrication, delivery and installation of all plant precast concrete units, including connections, complete, in place, as shown and specified.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 6000 – Grouting.
B. Section 07 9200 – Joint Sealants.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Comply with reference standards of the GENERAL REQUIREMENTS.
B. Comply with the current provisions of the following Codes and Standards, as applicable:
1. Commercial Standards:
ACI 301 Specifications for Structural Concrete
ACI 304 Guide for Measuring, Mixing, Transporting and Placing Concrete ACI 311 Guide for Concrete Plant Inspection and Testing of Ready-Mixed Concrete ACI 315 Details and Detailing of Concrete Reinforcement ACI 318 Building Code Requirements for Reinforced Concrete ACI 347 Guide to Formwork for Concrete
ACI 350 Code Requirements for Environmental Engineering Concrete Structures AWS A5.4 Welding Rods and Electrodes
AWS D1.1 Welding and Cutting
AWS D1.4 Structural Welding Code – Reinforcing Steel
ASTM A184 Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement
ASTM A185 Specification for Steel Welded Wire, Fabric, Plain, for Concrete Reinforcement ASTM A193 Specification for Alloy-Steel and Stainless Steel Bolting Materials for HighTemperature Service ASTM A194 Specification for Carbon and Alloy Steel Nuts for Bolts for High-Pressure and High-Temperature Service
ASTM A351 Specification for Steel Castings, Austenitic, for High-Temperature Service ASTM A497 Specification for Welded Deformed Steel Wire Fabric for Concrete Reinforcement
ASTM A580 Specification for Stainless and Heat-Resisting Steel Wire ASTM A615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement
ASTM A666 Specification for Austenitic Stainless Steel, Sheet, Strip, Plate, and Flat Bar for Structural Applications
ASTM A775 Specifications for Epoxy-Coated Reinforcing Steel Bars ASTM C33 Specification for Concrete Aggregates
ASTM C67 Method for Sampling and Testing Brick and Structural Clay Tile ASTM C127 Test Method for Specific Gravity and Absorption of Coarse Aggregate ASTM C128 Test Method for Specific Gravity and Absorption of Fine Aggregate ASTM C150 Specification for Portland Cement
ASTM C173 Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method
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ASTM C 204 Test Method for Fineness of Portland Cement by Air Permeability Apparatus ASTM C31 Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete ASTM C311 Method for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete
ASTM C494 Test Method for Shear Fatigue of Sandwich Core Materials ASTM D2240 Test Method for Rubber Property -- Durometer Hardness AWS B2.1 Specification for Welding Procedure and Performance Qualification AWS D1.4 Structural Welding Code - Reinforced Steel
PCI MNL-116 Manual for Quality Control for Plants and Production of Structural Precast Concrete Products
PCI MNL-117 Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products
PCI MNL-121 Manual for Structural Design of Architectural Precast Concrete
2. Government Standards:
CSS Caltrans Standard Specifications.
1.04 CONTRACTOR SUBMITTALS
A. Submittals shall be made in accordance with the GENERAL REQUIREMENTS.
B. Shop Drawings
1. Shop drawings shall provide details in accordance with ACI 315 and ACI 318 including installation details.
2. Shop drawings, including design computations, shall be stamped and signed by a civil or structural engineer registered in the State of California and shall be approved by the ENGINEER.
3. Shop drawings shall indicate precast unit identification marks, location of units in the WORK, elevations, fabrication details, welding details, reinforcement, connections, dimensions, interface with adjacent members, and special handling instructions in sufficient detail to cover manufacture, handling, and erection. Shop drawings shall include erection drawings. Shop drawings shall also include design computations for above mentioned drawings.
4. Shop drawings shall be divided into complete separate submittals for each structure. Each complete submittal shall consist of a panel schedule and shop drawings. a. Panel Schedule: Showing all exterior elevations of the structure, including all precast concrete enclosure faces exposed to view, in its associated shop drawing submittal.
Elevations at a minimum scale of 1/8" = 1'-0" shall be drawn, identifying the type and location of each panel by a number which corresponds to the panel number appearing on an associated shop drawing; this same number shall be permanently marked on the back of each panel as they are fabricated.
b. Shop Drawings: Showing all elevations, dimensions, horizontal and vertical sections, openings, inserts, reinforcing, anchorage devices, pick-up points, details, design computations, and other requirements for each different type of panel to be incorporated into the portion of the project covered by the submittal. Drawings shall be 24 inches x 36 inches maximum.
F. Mix Proportions: Prior to commencing operations, including fabrications of the precast concrete for any mock-up, a statement shall be submitted giving the nominal maximum aggregate size and proportions of all ingredients that will be used in the manufacture of concrete. The statement shall include test results from an approved testing laboratory, with certification stamp and signature by a Civil or Structural Engineer registered in the State of California. No substitutions shall be made in materials used in the concrete mix without approval and additional tests to verify that the concrete properties are satisfactory.
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G. Test Reports: Tests for compressive strength of concrete shall be performed by an approved independent commercial testing laboratory at no cost to the CITY. Copies of test reports including all test data and all test results shall be submitted for review and approval of the ENGINEER.
H. Certificates of Compliance: Certificates of compliance shall be submitted attesting that materials and products meet or exceed specified requirements.
I. Manufacturer's Qualifications: A statement shall be submitted giving the qualifications of the precast concrete Manufacturer, and evidence that the Manufacturer and plant are PCI certified.
1.05 QUALITY ASSURANCE
A. General Requirements: Design precast members under direct supervision of a professional structural engineer experienced in design of precast concrete units, registered in the State and conforming to requirements of PCI MNL-121 and to ACI 318.
1. Precast Manufacturer and erectors shall be qualified in accordance with PCI MNL-117 and MNL-116.
2. Welding shall be in accordance with AWS D1.1, AWS D12.1, AWS B2.1, and AWS A5.4.
3. Manufacture, Transportation and Installation: The Manufacturer shall specialize in providing precast products and services normally associated with precast concrete construction with high quality architectural finishes similar to that indicated on drawings, using procedures complying with PCI MNL-116 and MNL-117, and PCI plant certified for at least 5 years.
4. Use adequate number of skilled workers who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and methods needed for proper performance of the work of this Section.
1.06 DESIGN REQUIREMENTS
A. General: The precast concrete panel and connection designs shown hereon represent minimum precast construction requirements. The Manufacturer shall verify the panel and connection designs for all handling, erection, and service conditions, and shall provide any additional materials necessary to meet the design conditions.
B. Concrete Mix: The concrete mix shall be designed by the Manufacturer, with certification stamp and signature by a Civil or Structural Engineer registered in the State of California, and approved by the ENGINEER, using the materials and quantities specified to meet all of the requirements of this specification.
1. Proportioning of Concrete Mixes: Mixes shall be proportioned by weight except water and admixtures may be batched by volume if desired. Trial mixes and testing to meet requirements of the strengths of concrete specified is the CONTRACTOR's responsibility.
Design mix shall contain similar materials as those proposed for use in the WORK.
2. Admixtures: Concrete shall contain an air entraining admixture in proportion so as to provide 4 percent plus or minus 1 percent total air in the concrete as determined by ASTM C 173 or C 231. Set retarding admixtures may be used provided cement content is not reduced. Water reducing admixtures may be used provided they are used in the mix design studies. Highrange water reducers (superplasticizers) shall be used only where specifically called for in this Section, otherwise superplasticizers shall not be used without written approval from the ENGINEER. No admixture may contain chlorides, bromides, or fluorides.
3. Water: Clean, potable water. The CONTRACTOR shall provide tests to assure that no more than 200 parts per million total aggregated content of chlorides, bromides, and fluorides are present.
C. Formwork: Formwork shall be designed to withstand high-frequency vibration and to ensure finished units.
D. Pickup Points and Boxouts: Pickup points, boxouts, and inserts on panel faces and surfaces to be exposed are prohibited except as approved by the ENGINEER.
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1.07 DELIVERY, STORAGE AND HANDLING
A. General: Deliver precast concrete units to the job-site in such quantities and at such times as to assure the continuity of construction. Precast members shall be handled to position consistent with their shape and design; they shall be lifted and supported from design incorporated support points and provided with strong backs and other devices as required. Lifting or handling equipment shall be capable of maintaining units during manufacture, storage, transportation, erection, and in position for fastening.
B. Blocking and supports, lateral restraints and protective materials during transport and storage shall be clean, non-staining, without causing harm to exposed surfaces, including temporary support to prevent bowing and warping. Lateral restraints shall be provided to prevent undesirable horizontal movement. Edges and exposed faces of members shall be protected to prevent straining, chipping, or spalling of concrete.
C. Units shall be marked with date of production and final position in structure in location not visible after erection.
D. Precast units shall be stored off the ground in a manner to keep markings visible, and to prevent cracking, distortion, warping, staining or other physical damage, and they shall be protected from weather, marring, and overload.
E. Stainless Steel Hardware: Stainless steel hardware shall be transported, handled, stored, and protected in wood crates.
PART 2 -- PRODUCTS
2.01 CONCRETE MATERIALS
A. Cement: ASTM C150, Type II, "low alkali," white color. "Low alkali" requirement may be waived if not reactive as defined in Appendix to ASTM C 33. Submit laboratory test reports.
B. Aggregate: ASTM C33, 1/2-inch maximum coarse aggregate size fine aggregate ratio to total aggregate volume = 0.35 min, 0.55 max.
1. Water Absorption, Coarse Aggregate: ASTM C127
2. Water Absorption, Fine Aggregate: ASTM C128.
C. Reinforcing Steel: ASTM A615, Grade 60, deformed epoxy coated in accordance with ASTM A775.
D. Welded Wire Fabric:
1. Plain: ASTM A185, epoxy coated.
2. Deformed Steel: ASTM A497, epoxy coated.
3. Fabricated Steel Bar or Rod Mats: ASTM A184, epoxy coated.
E. Tie Wire: ASTM A580, Type 316L, cold finished annealed.
F. Air Entrainment Admixture: ASTM C260.
G. Water Reducing or Retarding Admixtures: ASTM C494, Type C, D, or F/G, with no chloride, bromide, and fluoride ingredients.
H. Silica Fume Slurry Admixture: 45 to 50 percent silica fume, water, and superplasticizer as dispersant. Silica Fume: 85 percent amorphous silicon dioxide in accordance with ASTM C311; loss on ignition shall not exceed 6 percent and moisture shall not exceed 3 percent in accordance with ASTM C311. Surface area not less than 10,000 square meters per kilogram at bed porosity of
0.50 in accordance with ASTM C204.
Reduce water in mix by 5.6 to 9.5 lbs for each gallon of slurry added to mix, as recommended by slurry Manufacturer used.
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I. Pigment: Pure mineral type, color-resistant to alkalis, nonfading. Color as required to produce finished concrete matching color and appearance of prebid sample and the 72-inch by 72-inch sample at the ENGINEER's field office.
2.02 SUPPORT DEVICES AND ACCESSORIES
Unless otherwise specified on the project plans, the following requirements shall apply:
For Corrosive Environments:
A. Connecting and Support Devices: ASTM A666, Type 316L stainless steel.
B. Bolts: ASTM A193, Grade B8M (Type 316).
C. Nuts and Washers: ASTM A194, Grade 8M (Type 316).
D. Weld Filler Metal for Stainless Steel: Stainless steel to stainless steel; AWS A5.4, Grade 316L filler metal; stainless steel to carbon steel, AWS A5.4, Grade 309 filler metal, 3/32-inch diameter.
E. Primer: Zinc-dust, zinc oxide primer in a phenolic resin spare varnish vehicle, TT-P-641 Type III (for galvanized surfaces).
F. Plates, Angles, Anchors, and Studs: ASTM A666, Type 316L stainless steel. Austenitic Steel Castings for Embedments and Anchorage Assemblies: ASTM A351, Type CF3M, with Type 316 stainless steel bolts, nuts, and washers.
Normal Conditions:
A. Connecting and support devices, bolts, nuts, washers, inserts, and anchorage devices exposed to view, moisture, or weather shall be hot-dipped galvanized steel.
B. Anchorage devices shall be fabricated from ASTM A36, and shall be hot-dip galvanized in accordance with ASTM A123.
C. Plates, Angles, Anchors, studs, and other metal accessories exposed to view, moisture, or weather shall be hot-dipped galvanized steel.
D. Reglets: Plastic, shaped and flanged to remain in place once cast; tape closed to prevent concrete intrusion.
E. Bearing Pads: Neoprene, molded to size or cut from molded sheet, 70-80 Type A durometer, ASTM D 2240.
F. Sealant: Specified in Section 07 92 00, "Joint Sealants." G. Gaskets: ASTM C 509, preformed, firm, cellular, neoprene, sized to be under constant compression at the joints, and manufactured in lengths to minimize field splices.
2.03 FORMS AND MOLDS
A. Forms: Manufacturer's standard with smooth, hard, dense, and rigid casting surface; without bow, warpage, oil canning, or other imperfections. Comply with PCI MNL 117, Division V, Section 2, Article 5.2.1.
B. Form Release Agent: Manufacturer's standard, non-staining, nonpetroleum based; compatible with concrete surface sealer.
C. Surface Sealer: Clear, flat, penetrating, nonyellowing, non-clouding solution; high concentration of organosilane in an aqueous alcoholic vehicle which is designed to provide water repellent concrete surfaces from which graffiti can be easily removed. Oil-type silicones, paraffins, waxes, vinyls, modified urethanes, or acrylics shall not be used. Sealant shall be tested by Manufacturer and proved compatible with surface sealer.
D. Molds: Fabricate using steel, concrete, fiberglass, reinforced plastic or wood.
1. Selection of materials for molds shall be at manufacturer's option, except that wood shall not be use without specific prior approval of the ENGINEER.
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2. Cast elements in molds of rigid construction, accurate in detail with precise corners and arises, and designed to provide close control of dimensions, radii, and details as indicated on the Contract Drawings.
3. Prior to casting of precast elements, molds shall have surface joints, radii, and corners filled, ground, filed, straightened, or otherwise removed to provide finished concrete surface that is smooth and dense, free of honeycombing, air pockets, offsets, sinkages, or other irregularities.
4. Mold Release Agents: Synthetic resin or organic compound containing no wax, oil, silicates, or varnish, and compatible with specified coatings, sealants, fresh concrete, curing process, and adhesives.
5. Cast molds with release agents to facilitate removal of elements from molds.
2.04 MIX
Silica Fume Concrete: Minimum 5,000 psi (unless noted otherwise on the project plans), 28-day compressive strength; aggregate 3/8-inch max; water - 305 lbs per cu yd; cement - 750 lbs per cu yd; w/c ratio 0.40 max; slump range 3 inches to 5 inches with silica fume slurry; air entrainment 4 percent plus or minus 1 percent; 7.5 percent dry silica fume by weight of cement, provided through specified silica fume slurry; add superplasticizer to achieve desired working slump for precast concrete as may be required by silica fume slurry Manufacturer. Add colorant as required to achieve match with ENGINEER's sample. Moist cure by spray mist.
2.05 FABRICATION
A. General: Precast concrete units shall be fabricated by a licensed shop in accordance with ACI 318, PCI MNL-116 (structural features), PCI MNL-117 (nonstructural features, surface treatments, patching, and tolerances). Plant records and quality control program shall be maintained during production of precast units. Records and access to plant shall be available to the ENGINEER upon request.
Rigid molds shall be used, constructed to maintain precast unit uniform in shape, size, and finish, free from castings and dents, gouges, oil canning, or other irregularities that will adversely affect appearance or strength of units. Consistent quality shall be maintained during manufacture.
Equipment for handling epoxy-coated reinforcing bars shall have protected contact areas. Bundles of coated bars shall be lifted at multiple pickup points to prevent bar-to-bar abrasion from sags in the bundles. Coated bars or bundles of coated bars shall not be dropped or dragged. Coated bars shall be stored on protective cribbing. The maximum amount of damage shall not exceed 2 percent of the surface area of each bar.
Reinforcing steel, anchors, inserts, plates, angles, and other cast-in-place items shall be embedded as indicated on shop drawings. Reinforcement shall be fabricated and placed in conformance with ACI 318. No tack welding of or to reinforcement permitted. Welding when allowed shall conform to AWS D1.4 requirements. No carbon steel chairs, spacers, nails or tie wire shall be used in positioning reinforcing and embedments.
Adequate reinforcing steel shall be provided to control cracking. Maximum permissible crack width:
Surfaces exposed to weather: 0.005 inch.
Surfaces exposed to view but not weather: 0.01 inch
Connecting devices, plates, angles, items fit to steel framing members, inserts, bolts, and accessories shall be fabricated to permit initial placement and final attachment.
Anchors, inserts, lifting devices, and other accessories shall be placed and embedded in accordance with approved shop drawings, accurately positioned in their designed location and anchored to prevent dislocation during panel construction. Do not use powder actuated fasteners for surface attachment of accessory items except as specifically approved by the ENGINEER and specifically accepted by the precast unit manufacturer. Flashing reglets shall be placed and embedded continuous and straight, with lifting devices to permit removal after erection.
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Units shall be moist cured with water mist to develop concrete quality and to minimize surface drying and appearance blemishes such as nonuniformity, staining, or surface cracking.
Precast units shall be removed from formwork using procedures conforming to PCI MNL-117.
Minor patching in plant acceptable, providing structural adequacy and appearance of units are not impaired. Each precast unit shall be identified with corresponding code on erection drawings, in location not visible to finished work.
Repair of damaged epoxy coating, when required, shall be made with patching material conforming to ASTM A775. Repair shall be in accordance with the material Manufacturer's recommendations.
B. Fabrication and Tooling of Stainless Steel Connections and Embedments: All tools used during fabrication shall be made of stainless steel. Use of carbon steel tools is prohibited.
Welding of stainless steel shall conform to AWS A5.4, AWS B2.1 and AWS D1.1, using tungsten inert gas procedures and 316L filler metal for stainless steel to stainless steel and 309 filler metal for stainless steel to carbon steel. Surfaces shall be sanded smooth (do not grind), and oxidized discoloration removed (blue heat tint). Threaded parts of stainless steel bolts shall be lubricated with graphite suspended in alcohol (Neo-Lube) every time that nut is run on or off the threads. No other lubricant is acceptable.
Erection slings, cables, blocking, hardware and restraints shall be nonmetallic or stainless steel.
Cribbing or crating shall be wood.
2.06 FINISH OF PRECAST UNITS
A. Backs and Sides (Unexposed Edges): Smooth, dense, uniform surface free from blemishes.
Defects in backs and sides (unexposed edges) shall be repaired as approved.
B. Faces: Appearance, color, and texture finish of all panels shall match appearance, color and texture of the approved sample panels constructed by the CONTRACTOR. Panels that do not match shall be rejected. Repairs will be acceptable only if structural adequacy and appearance of product are not impaired and the repair and surrounding area match the approved sample panels at the ENGINEER's field office.
Mechanical finishing of panels at precast plant shall be at essentially the same age (or strength) of concrete to assure finished appearance is uniform from panel to panel.
To reduce possibility of stains occurring during transportation and erection, sealer shall be applied at the plant as recommended by Manufacturer and the precaster and shall be guaranteed in writing that sealer will not alter or yellow the original precast concrete color in any way and that it is compatible with the joint sealants to be used on the project. Seal finish surfaces of precast units to be exposed in completed work as follows: apply a uniform coat of surface sealer in accordance with Manufacturer's written instructions. Apply sealer by method and in quantity required to provide coverage specified by sealer Manufacturer. Forty-eight hours after application of sealer, apply water to face of each panel in sufficient quantity to determine if full sealer coverage was achieved. Panels not fully sealed shall be resealed and retested. A second coat shall be applied at the jobsite after erection and cleanup in accordance with the Manufacturer's instructions.
PART 3 -- EXECUTION
3.01 INSTALLATION
A. Examination: The CONTRACTOR shall verify that the structure, anchors, devices, and openings are ready to receive work of this Section. Beginning of installation means acceptance of existing condition.
B. Preparation: The CONTRACTOR shall provide for erection procedures and induced loads, during erection, maintain temporary bracing in place until final support is provided, provide necessary hoisting equipment and safety and protective devices.
B629 LAMPSON WELL TREATMENT
PRECAST CONCRETE 03 4000-8
C. Erection: The units shall be erected in accordance with approved shop/erection drawings without damage to shape or finish or adjacent work. Damaged panels shall be replaced or repaired. Unless otherwise shown, members shall be erected level and plumb within allowable tolerances.
The CONTRACTOR shall align and maintain uniform horizontal and vertical joints as erection progresses, provide approved shims and wedges as required, and when members required adjustment beyond design or tolerance criteria, discontinue affected work. Units shall be secured in place and field welds, scratches and otherwise damaged steel surfaces shall be touched up.
The vertical units shall be set dry, without grout, attaining joint dimension with lead or plastic shims and spacers.
Pickup points, boxouts, inserts, bearing surfaces, and open spaces at connections and joints shown shall be grouted with non-shrink grout system(s) recommended by the manufacturer of the precast units, in accordance with Section 03 60 00, "Grouting". The color and texture of concrete surfaces of adjacent areas shall be finished to match in the same plane. Provide forms or other acceptable method to retain the grout in place until it is sufficiently hard to support itself. Pack spaces with stiff grout material, tamping voids completely full. Place the grout in a manner to finish smooth, plumb, and level with adjacent concrete surfaces. Keep grouted surfaces damp for not less than 24-hours after grout has taken its initial set. Promptly remove grout material from exposed surfaces before it hardens.
D. Tolerances: In accordance with requirements of PCI MNL-117 unless otherwise indicated.
1. Variation from Plane of Location: 1/4-inch in 10 feet and 3/8-inch in 100 feet maximum, compensating not cumulative.
2. Offset from True Alignment between Two Connecting Members: 1/4-inch maximum.
3. Out of Square: 1/8-inch in 10 feet maximum, noncumulative.
4. Variation in Dimensions Indicated in Shop Drawings: Plus or minus 1/8-inch.
5. Misalignment of Anchors, Inserts, Openings: 1/8-inch, maximum.
6. Bowing or Warpage of Units: 1/700 of panel dimension.
7. Exposed Joint Dimension: 3/4-inch plus or minus 1/8-inch.
8. Location of Reglets: 1/4-inch from true position.
E. Joint Sealing: Specified in Section 07 9200, Joint Sealants.
3.02 CLEANING
A. Not sooner than 72 hours after joints are sealed, faces and other exposed surfaces of precast units shall be cleaned using a cleaning detergent recommended by the sealer manufacturer and water applied with a soft bristle brush, and thoroughly rinsed using clean water or other approved procedures.
B. Units shall be cleaned when temperature and humidity conditions are such that surfaces dry rapidly (e.g., 70 degrees F and rising, 50 percent Relative Humidity or less).
C. Discolorations which cannot be removed by these procedures shall be considered defective work, and repaired or replaced as directed by ENGINEER.
D. Just before final acceptance by the ENGINEER, clean precast units to remove dirt and stains.
3.03 PROTECTION
Adjacent surfaces shall be protected from damage during sealing and cleaning operations and against damage, disfiguration or discoloration from subsequent operations. Noncombustible shielding shall be used during welding operations.
END OF SECTION 03 4000
B629 LAMPSON WELL TREATMENT
GROUTING 03 6000-1
SECTION 03 6000 – GROUTING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Provide and place grout in accordance with the Contract Documents.
B. Section Includes:
1. Concrete Mortar
2. Grout
3. Drypack Mortar
4. Non-shrink Grout.
5. Epoxy grout.
6. Non-shrink epoxy grout.
C. Related Sections:
1. Section 03 3000 – Cast in Place Concrete.
2. Section 03 6423 – Epoxy Injection Grouting
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
C109 Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2 inch or 50 millimeter cube specimens).
C230 Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.
C531 Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of ChemicalResistant Mortars, Grouts, Monolithic Surfacing and Polymer Concretes.
C579 Test Method for Compressive Strength of Chemical-Resistant Mortars and Monolithic Surfacing.
C827 Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures.
C939 Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).
C1090 Test Method for Measuring Change in Height of Cylindrical Specimens from HydraulicCement Grout.
C1107 Standard Specification for Packaged Dry, Hydraulic-Cement Grout (non-shrink).
C1181 Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts .
1.03 SUBMITTALS
A. Furnish submittals in accordance with Section 01 3300 – Submittal Procedures.
B. Grout: Submit manufacturer’s Literature and certified test data prior to installation of any grout mixes.
1.04 DELIVERY, STORAGE, AND HANDLING
A. All materials shall be delivered to the jobsite in their original, unopened packages or containers, clearly labeled with the manufacturer’s product identification and printed instructions.
B. All materials shall be stored in a cool dry place and in accordance with the manufacturer’s recommendations.
C. All materials shall be handled in accordance with the manufacturer’s instructions.
1.05 PROJECT/SITE CONDITIONS
A. Refer to manufacturer’s literature or contact the manufacturer for any special physical or environmental limitations that may be required for use of products B629 LAMPSON WELL TREATMENT
GROUTING 03 6000-2
1.06 PROJECT/SITE CONDITIONS
A. Refer to manufacturer’s literature or contact the manufacturer for any special physical or environmental limitations that may be required for use of products.
1.07 WARRANTIES
A. Non-shrink Grout: The manufacturer shall warranty that the non-shrink grout will never go below its initial placement volume when tested in accordance with ASTM C1107.
B. Non-shrink Epoxy Grout: The manufacturer shall warranty that the non-shrink epoxy grout will show negligible shrinkage or expansion when tested in accordance with ASTM C531.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Concrete Mortar:
1. General: Consist of concrete mixture with coarse aggregate removed and water quantity adjusted as required.
2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water: White Cement.
B. Grout: Consist of mixture of Portland cement and sand.
C. Dry-pack:
1. Mortar consists of mixture of Portland cement and sand.
2. Hydraulic Cement Manufacturers
a. Aqua Plug
b. Unitex Hydraulic Cement
c. Thoro Water Plug
D. Non-shrink Grout:
1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 928. c. L&M Construction Chemicals, Inc., Omaha, NE, CRYSTEX
2. Non-shrink grout shall be a proportioned and prepackaged cement-based mixture. It shall contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings. It shall require only the addition of potable water.
3. Potable water for pre-soaking, mixing, and curing shall be clean and free of oils, acids, alkalies, organics, and any other deleterious matter.
4. Bleeding: Non-shrink grout shall be free from the emergence of mixing water from within or the presence of water on its surface.
5. Non-shrink grout shall be in accordance with ASTM C1107.
6. Consistency: Non-shrink grout shall remain at a minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230. If at a fluid consistency, it shall be verified in accordance with ASTM C939.
7. Dimensional Stability (height change): Non-shrink grout shall be in accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees to 90 degrees. It shall show 90 percent or greater bearing area under bases or baseplates.
B629 LAMPSON WELL TREATMENT
GROUTING 03 6000-3
8. Compressive Strength: Non-shrink grout shall show minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from the time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by C 1107.
E. Epoxy Grout:
1. Consist of mixture of epoxy and sand.
2. Sand: Clean, bagged, graded, and kiln dried silica sand.
F. Non-shrink Epoxy Grout:
1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Epoxy Grout b. Master Builders, Inc., Cleveland, OH, Masterflow 648 CP Plus c. L&M Construction Chemicals, Inc., Omaha, NE, EPOGROUT
2. Non-shrink epoxy grout shall be 100 percent solids, pre-measured, prepackaged system containing a two-component thermosetting epoxy resin and inert aggregate
3. Consistency: Non-shrink epoxy grout shall maintain a flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.
4. Dimensional Stability (height change):
a. Non-shrink epoxy grout shall have negligible shrinkage or expansion (less than 0.0006 in/in) when tested in accordance with ASTM C531.
5. Compressive Strength: Non-shrink epoxy grout shall show a minimum compressive strength of 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.
6. Compressive Creep: The compressive creep for non-shrink epoxy grout shall not exceed
0.0027 in/in when tested under a 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.
7. Thermal Capability: The coefficient of thermal expansion for non-shrink epoxy grout shall not exceed 0.000018 inches per inch per degree Fahrenheit- when tested under ASTM C531, Method B.
2.02 MIXES
A. Concrete Mortar Mix:
1. Use water-cement ratio that is no more than that specified for concrete being repaired.
2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water: Use sufficient white cement to make color of finished patch match that of surrounding concrete.
B. Grout Mix:
1. For Concrete Repair: Mix in same proportions used for concrete being repaired, with only sufficient water to give required consistency for spreading.
2. For Spreading over the Surfaces of Construction or Cold Joints: Mix with no more water used than allowed by water-cement ratio specified for concrete.
3. For Other Applications: Mix in proportions by weight of one part cement to four parts of concrete sand.
C. Dry-pack Mortar and Hydraulic Cement Mix: Use only enough water so that resulting mortar will crumble to touch after being formed into a ball by hand.
D. Non-shrink Grout: Mix in accordance with manufacturer’s installation instructions such that resulting mix has fluid or flowable consistency and is suitable for placing by pouring.
E. Epoxy grout: Mix in accordance with manufacturer’s installation instructions for mixing.
F. Non-shrink Epoxy Grout: Mix in accordance with manufacturer’s installation instructions.
B629 LAMPSON WELL TREATMENT
GROUTING 03 6000-4
PART 3 - EXECUTION
3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations and all loose material or foreign matter likely to affect the bond or performance of grout or mortar.
B. Inspect baseplate and anchor systems for rust, oil, and other deleterious substances that may affect the bond or performance of grout.
C. Confirm that newly placed concrete has been cured sufficiently to attain its design strength and limit further shrinkage.
D. Verify that temperature of cementitious or epoxy grout does not exceed manufacturer’s recommendations.
3.02 PREPARATION
A. Surface Preparation:
1. Roughen all concrete surfaces by heavy sandblasting, chipping, or other mechanical means to assure bond. Loose or broken concrete shall be removed.
2. All grease, oil, dirt, curing compounds, laitance, and other deleterious materials that may affect bond that were identified in the inspection process shall be completely removed from concrete and bottoms of baseplates. All metal surfaces should have a 2- to 3-mil peak-tovalley profile for epoxy grouts.
3. For cementitious mortars and grouts, concrete surfaces shall be saturated surface dry. Any standing water shall be removed prior to placing grouts.
4. For epoxy grouts, do not wet concrete surfaces with water. Instead, where required, wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grouts.
B. Forms and Headboxes for Grouts (Cementitious or Epoxy):
1. Forms for grouts shall be built of material with adequate strength to withstand the placement of grouts.
2. Forms must be rigid and liquid tight. All cracks and joints shall be caulked with an elastomeric sealant. All forms shall be lined with polyethylene for easy grout release. Forms carefully waxed with two coats of heavy-duty paste wax shall also be acceptable.
3. Forms shall be 4 to 6 inches higher than the baseplate on one side of the baseplate configuration when using head pressure for placement.
4. A sufficient number of headboxes shall be built to facilitate placement of grouts.
5. Air relief holes a minimum 1/8 inch in diameter shall be provided when required by a baseplate configuration to avoid entrapping air underneath.
3.03 APPLICATION
A. Cement Mortar and Grout:
1. For Defective Concrete Repair:
a. Filling: Filling of voids around items through the concrete. b. Grout Spreading: Spread over construction joints, cold joints, and similar type items.
2. Concrete Surfaces: Apply epoxy bonding agent to clean, roughened, and dry surfaces before placing mortar or grout.
3. Placing:
a. Exercise particular care in placing Portland cement mortar or grout since they are both required to furnish structural strength or impermeable water seal or both. b. Do not use cement mortar or grout that has not been placed within 30 minutes after mixing.
B629 LAMPSON WELL TREATMENT
GROUTING 03 6000-5
B. Epoxy Grout:
1. Apply in accordance with manufacturer’s installation instructions.
2. Use where specified herein or where indicated on the Drawings.
3.04 PLACEMENT
A. The CONTRACTOR shall make arrangements to have a grout manufacturer’s representative present for a preconstruction meeting and during the initial grout placement. Grout shall only be installed after the final equipment alignment is correct and accepted by the ENGINEER.
1. Grouts shall be mixed in accordance with the manufacturer’s recommendations.
2. A mortar mixer with moving paddles shall be used for mixing grouts. For cementitious grouts, pre-wet the mixer and empty out excess water before beginning mixing.
3. Cementitious Grouts:
a. Non-shrink cementitious grout shall be added to a pre-measured amount of water that does not exceed the manufacturer’s maximum recommended water content. b. Mix cementitious grouts per manufacturer’s instructions for uniform consistency. c. Grouts may be dry-packed, flowed, or pumped into place. All baseplate grouting shall take place from one side of a baseplate to the other to avoid trapping air. Do not overwork grouts.
d. Do not re-temper grout by adding more water after stiffening. e. Hydrostatic head pressure shall be maintained by keeping the level of the grout in the headbox above the bottom of the baseplate. The headbox should be filled to maximum level and the grout worked down to top of baseplate.
4. Epoxy Grouts:
a. Epoxy grouts shall be mixed in complete units. Do not vary the ratio if components or add solvent to change the consistency of the mix.
b. Pour the hardener into the resin and mix for at least one minute and until each mixture is uniform in color. Pour the chemical components into the mortar mixer wheelbarrow and add the aggregate. Mix until aggregate is uniformly wetted. Overmixing will cause air entrapment in the mix.
c. All epoxy grout shall be flowed into place using a headbox. All grouting shall take place from one side of a baseplate to the other in a continuous flow to avoid trapping air. d. Hydrostatic head pressure shall be maintained by keeping the level of grout in headboxes above the bottom of baseplates. Headboxes shall be filled to the maximum level and grout worked down to the bottom of the baseplates. e. Epoxy grouts shall not be cut back after setting. The final level of grout will be as installed with all chamfer edges built into the formwork.
3.05 CURING
A. Cementitious Grouts:
1. Grouts must be cut back to the lower edge of baseplates after reaching initial set. Provide a 45-degree angle cut back.
2. Clean equipment and tools as recommended by the grout manufacturer.
3. Cure Grouts in accordance with the manufacturer’s specifications and recommendations.
Keep grout moist for a minimum of 3 days. The method needed to protect grouts will depend on temperature, humidity, and wind. Wet burlap, a soaker hose, sun shading, ponding and in extreme conditions, a combination of methods shall be employed.
4. Grouts shall be maintained above 40 degrees Fahrenheit until they have attained a compressive strength of 3,000 pounds per square inch or above 70 degrees Fahrenheit for a minimum of 24 hours to avoid damage from subsequent freezing.
B629 LAMPSON WELL TREATMENT
GROUTING 03 6000-6
B. Epoxy Grouts:
1. Cure grouts in accordance with manufacturer’s specifications and recommendations. Do not wet cure epoxy grouts.
2. Consult the manufacturer for appropriate cure schedule. In no case should any surface in contact with grout be allowed to fall below 50 degrees Fahrenheit for a minimum of 48 hours after placement.
3. Equipment and tools shall be cleaned immediately with a strong liquid detergent and water solution before grout hardens.
3.06 FIELD QUALITY CONTROL
A. Non-shrink grouts shall be tested for 84-hour compressive strength in accordance with ASTM C109.
B. Non-shrink grouts shall be tested for 24-hour compressive strength in accordance with ASTM C579 (Method B).
END OF SECTION 03 6000
B629 LAMPSON WELL TREATMENT
EPOXY INJECTION GROUTING 03 6423-1
SECTION 03 6423 - EPOXY INJECTION GROUTING
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: Epoxy injection system.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
D638 Text Method for Tensile Properties of Plastics.
D695 Test Method for Compressive Properties of Rigid Plastics.
D790 Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.
1.03 SUBMITTALS
A. Furnish submittals in accordance with Section 01 3300 – Submittal Procedures.
B. Product Data: Submit manufacturer's data completely describing epoxy injection system materials.
C. Quality Control Submittals:
1. Certificates of Compliance.
2. Manufacturer's Instructions.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Manufacturers: One of the following or equal:
1. Master Builders, Inc., Concressive Standard LVI
2. Sika Chemical Corp.'s, Sikadur 35, Hi-Mod LV
B. Epoxy: Provide epoxy materials that are new and use them within shelf life limitations set forth by manufacturer. Water-insensitive 2 part type low viscosity epoxy adhesive material containing 100 percent solids and meeting or exceeding following characteristics when tested in accordance with standards specified:
Physical Characteristic Test Method Required Results
Tensile Strength ASTM D638 8,000 pounds per square inch at 14 days and 77 degrees Fahrenheit cure
Flexure Strength ASTM D790 11,000 pounds per square inch at 14 days and 77 degrees Fahrenheit cure
Compressive Strength ASTM D695 16,000 pounds per square inch at 24 hours and 77 degrees Fahrenheit cure
Physical Characteristic Test Method Required Results
Bond Strength -- Concrete shall fail before failure of epoxy Gel Time in 5-Mil Film -- Four hours maximum at 77 degrees Fahrenheit Elongation ASTM D638 1 percent at 14 days and 77 degrees Fahrenheit B629 LAMPSON WELL TREATMENT
EPOXY INJECTION GROUTING 03 6423-2
2.02 EQUIPMENT
A. Pump Unit:
1. Furnish unit to be used for injection that is positive displacement type with interlock to provide in-line mixing and metering system for 2 component epoxy.
2. Furnish pressure hoses and injection nozzle of such design as to allow proper mixing of 2 components of epoxy.
3. Presence of standby injection unit may be required.
2.01 MIXES
A. Epoxy Injection System Materials:
1. Mix epoxy in accordance with manufacturer's installation instructions.
2. Do not use solvents to thin epoxy system materials introduced into cracks or joints.
PART 3 - EXECUTION
3.01 PREPARATION
A. Surface Preparation:
1. Epoxy Injection System:
2. General: Before processing, sweep or clean area in vicinity of crack location to receive epoxy and leave in generally clean condition.
3. Joints to Receive Epoxy: Clean in manner such that joints are free from dirt, laitance, and other loose matter.
3.02 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.
B. Perform and conduct work of this Section in neat orderly manner.
C. Epoxy Injection System:
1. Apply adequate surface seal to crack or joint to prevent escape of epoxy.
2. Establish entry points at distance along seal not less than thickness of cracked member.
3. Force epoxy into crack at first port with sufficient pressure to advance epoxy to adjacent port.
4. Seal original port and shift entry to port at which epoxy appears.
5. Continue this manner of port-to-port injection until each joint has been injected for its entire length.
6. For small amounts, or where excessive grout pressure developed by pump unit might further damage structure, premixed material and hand caulking gun may be used if acceptable to the ENGINEER.
7. Seal ports, including adjacent locations where epoxy seepage occurs, as necessary to prevent drips or run out
END OF SECTION 03 6423
B629 LAMPSON WELL TREATMENT
CONCRETE MASONRY UNIT 04 2200-1
SECTION 04 2200 - CONCRETE MASONRY UNIT
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Provide concrete masonry and other appurtenant work, complete and in place, in accordance with the Contract Documents.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ANSI/ASTM C5 Quicklime for Structural Purposes
ASTM A615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM C90 Load-Bearing Concrete Masonry Units
ASTM C129 Non load bearing Concrete Masonry Units
ASTM C140 Test Methods of Sampling and Testing Concrete Masonry Units ASTM C144 Aggregate for Masonry Mortar
ASTM C150 Portland Cement
ASTM C207 Hydrated Lime for Masonry Purposes
ASTM C404 Aggregates for Masonry Grout
ASTM E447 Test Methods for Compressive Strength of Masonry Prisms UBC 21-16 Field Test Specimens for Mortar
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. Samples:
1. Samples of concrete masonry unit colors with texture ranges indicated for selection of color.
Full size samples of the blocks selected shall be submitted for final approval by the ENGINEER after color selection, if requested. If the specified product is a colored and textured unit, the samples shall be colored and textured units.
2. Samples of mortar colors for color selection
3. A 4-foot minimum square free standing sample panel shall be prepared for approval before starting masonry work if required. The panel shall remain at the Site for reference until all masonry work is completed.
C. Documentation:
1. Reports from testing Masonry units. Letter of certification that units meet ASTM standards.
Recent test reports on units from independent testing company.
2. Reports from Mortar and Grout testing will be obtained from on-site testing company.
D. Grout and Mortar Mix Design:
1. Proportions for all components
2. Mill Tests for Cement
3. Admixture Certification, include chloride ion content
4. Aggregate Graduation and Certification
5. Lime Certification
1.04 QUALITY ASSURANCE
A. Applicable Standards: Concrete masonry shall conform to the local Building Code, and other applicable codes and standards of governing authorities.
B. All work shall conform to the standard of quality established by the approved free-standing sample panel.
B629 LAMPSON WELL TREATMENT
CONCRETE MASONRY UNIT 04 2200-2
C. Concrete block masonry units and ready mix grout from the job site shall be sampled and tested in accordance with applicable ASTM standards by onsite testing company.
D. Inspection: Whenever required under the provisions of the Building Code, work hereunder will be subject to continuous inspection by a Special Inspector selected by the ENGINEER and approved by the local Building Official having jurisdiction. The Special Inspector will work under the supervision of the ENGINEER.
E. Weather Conditions: Concrete masonry units shall not be placed when air temperature is below 40 degrees Fahrenheit (4 degrees Centigrade) and shall be protected against direct exposure to the wind and sun when erected when the ambient air temperature exceeds 100 degrees Fahrenheit (37 degrees Centigrade) in the shade with relative humidity less than 50%. Cold weather installation shall be per code and Reference Standards and as approved by the ENGINEER.
F. Product Storage: Cement, lime and other cementitious materials shall be delivered and stored in dry, weather-tight sheds or enclosures, in unbroken bags, barrels, or other approved containers, plainly marked and labeled with the manufacturers' names and brands. Mortar and grout shall be stored and handled in a manner, which will prevent the inclusion of foreign materials and damage, by water or dampness. Masonry units shall be handled with care to avoid chipping and breakage, and shall be stored on wooden pallets. Materials stored on newly constructed floors shall be stacked in such manner that the uniformly-distributed loading does not exceed 50 psf. Masonry materials shall be protected from contact with the earth and exposure to the weather and shall be kept dry and clean until used.
PART 2 - PRODUCTS
2.01 CONCRETE MASONRY UNITS
A. Concrete masonry units shall conform to ASTM C90, Type I, with maximum linear shrinkage of
0.6% from standard to oven-dried condition. Units shall be medium weight units unless indicated otherwise.
B. Concrete masonry units shall be modular size as shown or indicated on the drawings, with smooth precision finish or as indicated on the plans. Units shall be integrally-colored or standard unit color with painted exterior as indicated on the drawings with color selections from light and medium color range (white, black and dark green not included in color range).
C. All bond beam, corner, lintel, sill and other specially shaped blocks shall be provided where required or necessary. Specially shaped non-structural blocks may be constructed by saw cutting.
Color and texture shall match that of adjacent units. No exposed grouted block cells will be allowed.
All exposed masonry surfaces of openings and window and door openings such as sills, heads and jambs shall be finish block surfaces, not formed surfaces, unless indicated otherwise. Closed bottom bond beam blocks shall be used at heads and sills.
D. Concrete masonry units hidden from view entirely may be natural color units the same size as other adjacent masonry units.
2.02 MATERIALS
A. Portland Cement shall be Type I or II, low alkali, conforming to ASTM C150. No masonry cement will be allowed.
B. Hydrated lime shall be Type S, conforming to ASTM C207. Pulverized quicklime shall conform to ANSI/ASTM C5, shall pass a No. 20 sieve, and 90% shall pass a No. 50 sieve.
C. Sand shall conform to ASTM C144. Coarse aggregate shall conform to ASTM C404.
D. Water for mixing shall be clear potable water.
E. Reinforcing steel shall be deformed bars conforming to ASTM A615, Grade 60.
F. Any admixtures must be pre-approved prior to usage. See Section 2.4 B.
B629 LAMPSON WELL TREATMENT
CONCRETE MASONRY UNIT 04 2200-3
G. Veneer ties shall be per local governing code and shall be Hot Dip Galvanized per ASTM 153-B2.
H. Horizontal Joint Reinforcement shall be Hot Dip Galvanized ladder-type per ASTM A153-B2
2.03 MORTAR
A. Mortar for concrete block masonry shall be Type S, with a minimum 28-day compressive strength of 1800 psi.
B. Mortar for use with colored masonry units shall have integral color as approved by the ENGINEER.
2.04 GROUT
A. Grout shall have a minimum 28-day compressive strength of 2000 psi. Where the grout space is less than 4 inches, pea gravel shall be omitted.
B. Admixtures may only be used when approved by the ENGINEER. When it has been approved for use, it shall be used in accordance with the manufacturer's published recommendations for the grout.
PART 3 - EXECUTION
3.01 GENERAL
A. Measurements for mortar and grout shall be accurately made. Mortar proportions shall be accurately controlled and maintained.
B. Work shall be performed in accordance with the provisions of the applicable code for reinforced concrete hollow-unit masonry.
C. Set or embed all anchors, bolts, reglets, sleeves, conduits, and other items as required.
D. All block cutting shall be by machine.
E. Reinforcing steel shall be cleaned of all loose rust and scale, and all oil, dirt, paint, laitance, or other substances, which may be detrimental to or reduce bonding of the steel and concrete.
F. Immediately before starting work, the concrete upon which the masonry will be laid shall be cleaned with water under pressure.
G. Full mortar bed for first course shall be provided.
H. Units shall be shoved tightly against adjacent units to assure good mortar bond.
I. All equipment for mixing and transporting the mortar and grout shall be clean and free from set mortar, dirt, or other foreign matter.
3.02 MIXING
A. Mortar shall be mixed according to ASTM C270. After all ingredients are in the mixer, they shall be mechanically mixed for not less than 5 minutes. Re-tempering shall be done on the mortar board by adding water within a basin formed within the mortar, and the mortar reworked into the water.
Mortar, which is not used within 2 1/2 hours, shall be discarded per ASTM requirements.
3.03 ERECTION OF CONCRETE BLOCK MASONRY
A. Masonry work shall be erected in-plane, plumb, level, straight, and true to dimensions and executed in accordance with acceptable practices of the trade.
B. Unless indicated otherwise, masonry shall be laid up in straight uniform courses with running bond.
C. All masonry shall be erected to preserve the unobstructed vertical continuity of the cells measuring not less than 3 inches x 3 inches in cross-section. Cross webs shall be full bedded in mortar, to prevent grout leakage. All head (or end) joints shall be solidly filled with mortar for a distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells.
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CONCRETE MASONRY UNIT 04 2200-4
3.04 JOINTS
A. Vertical and horizontal joints shall be uniform and approximately 3/8-inch wide. Exterior joints and interior exposed block joints shall be concave-tooled to form dense surface. Special care shall be used in tooling joints so as to match existing construction. Interior or exterior non-exposed masonry and masonry behind plaster shall have flush joints.
3.05 CLEANOUTS
A. Cleanout openings shall be provided at the bottoms of all cells to be filled at each lift or pour of grout, where such lift or pour is over 4-feet in height. Any overhanging mortar larger than ½ inch or other obstructions or debris shall be removed from the insides of such cells. The cleanouts shall be sealed before grouting and after inspection. Cleanout openings shall match the finished wall in exposed masonry.
3.06 REINFORCEMENT
A. Bond beam blocks shall be used where horizontal reinforcing steel is embedded.
B. Knock-out openings shall have no steel or joint reinforcing running through the opening. Head, jambs and sill blocks shall be used to provide an even finish surface to install window when blocks are removed. Joints at head, jambs and sills shall be stacked and continuous.
C. Vertical reinforcement shall be held in position at top and bottom and at intervals as defined on the drawings.
D. Horizontal joint reinforcing to 16” o.c. in all masonry walls.
E. Veneer ties shall be provided per Building Code and trade standards where veneered surfaces are indicated and shall be spaced no less than 16” o.c. each way.
3.07 GROUTING
A. CMU wall shall be filled solidly with grout. Grouting shall not be started until the wall has cured for 24 hours.
B. All grout shall be consolidated at time of pouring by vibrating. Where the grouting operation has been stopped for one hour or longer, horizontal construction joints shall be formed by stopping the grout pour 1½ inches below the top of the uppermost unit.
3.08 PROTECTION
A. Wall surfaces shall be protected from droppings of mortar or grout during construction.
3.09 FINISHING AND CLEANING
A. Masonry shall not be wet-finished unless exposed to extreme hot weather or hot wind and then only by using a nozzle-regulated fog spray sufficient only to dampen the face but not of such quantity to cause water to flow down over the masonry.
B. Finish masonry shall be cleaned and pointed in a manner satisfactory to the ENGINEER, based upon the approved sample panel.
C. All interior and exterior colored masonry work exposed to view shall be cleaned to remove all stains and other imperfections.
END OF SECTION 04 2200
B629 LAMPSON WELL TREATMENT
METAL FABRICATIONS 05 5000-1
SECTION 05 5000 - METAL FABRICATIONS
PART 1 – GENERAL
1.01 THE REQUIREMENT
A. Provide all labor, materials, bolts, fasteners, equipment and service necessary for fabrication and erection of structural steel and aluminum and for fabrication and installation of miscellaneous nonferrous metals in accordance with the Contract Documents and not specifically included under other Sections of these Specifications.
1. Erection
2. Shop and Erection Drawings
3. Shop Painting
4. Galvanizing
5. Aluminum Work Protection
6. Cleaning Aluminum Work Miscellaneous Items
7. Loose Lintels
8. Sleeves and Inserts
9. Aluminum Pipe Railing
10. Plate Covers and Frames
11. Guard Chains
12. Lifting Hooks
13. Cast Iron Wheel Guard
14. Cast Aluminum Nosings
15. Floor Hatches and Frames
16. Access Doors
B. Related Sections:
1. Section 05 5300 – Metal Gratings
2. Section 05 5213 – Pipe and Tube Railings
1.02 REFERENCES
A. All work under this Section shall be governed by:
1. Specifications for the design, fabrication and erection of structural steel for buildings – American Institute of Steel Construction, current edition.
2. Aluminum Construction Manual, Section 1, Specifications for Aluminum Structures – The Aluminum Association.
3. All welding shall conform to the latest code of the American Welding Society.
4. ASTM A276
5. ASTM A325
6. ASTM F593, 294
7. Federal Specification FF-S-325
8. ASTM A48
9. Federal Specification TT-V-51F
10. ANSI B94.12
11. ASTM A12, A 153, A 384, A 593 and A 780
12. SSPC SP-1, SP-2, SP3, SP-7
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. As required by the Specifications, submit for review completely detailed and certified shop and erection drawings of the miscellaneous metal work. All Coatings or other protection against B629 LAMPSON WELL TREATMENT
METAL FABRICATIONS 05 5000-2
corrosion to be applied at the shop or in the field shall be indicated on these drawings. The shop drawings for aluminum work shall show the alloys and tempers to be used, and the finish, if any to be applied.
C. Shop drawings, giving complete information necessary for fabrication, layout and installation of metal work shall be submitted to the ENGINEER for review prior to fabrication.
D. Preparation of shop drawings for fabricated metal items shall be coordinated with the manufacturers, of various equipment in order to comply with details, locations, openings and arrangements required by the manufacturers, of various equipment in order to comply with details, locations, openings and arrangements, required by the manufacturers.
E. Field measurements shall be made to verify all dimensions in the field, which may affect installation of work before shop drawings are made and/or fabrication is performed.
1.04 QUALITY ASSURANCE
A. The design, detail and workmanship of steel plates and structural steel shall conform to the AISC Specification for the Design, Fabrication and Erection of Structural Steel for Buildings.
B. Where welding is permitted or required, it shall conform to the current requirements of the American Welding Society for the type of work in question.
C. Aluminum work shall be fabricated in a shop where the quality of work is in accordance with the highest standards for work of this type. All work shall be executed by mechanics skilled in the fabrication of aluminum, and shall be true to detail with sharp, clean profiles, fitted with proper joints and intersections and with finishes as specified.
D. All miscellaneous metal work shall be formed to shape and size with sharp lines and angles.
Shearing and punching shall leave clean true lines and surfaces.
1.05 RESPONSIBILITY FOR DIMENSIONS
A. The general design and dimensions of the miscellaneous metal work are indicated on the Drawings, correctness of the details and dimensions of the finished articles is required. The CONTRACTOR shall be responsible for verification of conditions at the job before fabrication and coordination of the work with that of all other trades to prevent interference.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Steel plated and structural steel shapes shall conform to ASTM Standard Specification for Structural Steel, Designation A36.
B. Sheet steel shall be cold rolled or hot rolled carbon sheet steel conforming to ASTM Standard Specification for Steel, Carbon, Cold Rolled Sheet, Commercial Quality, Designation A36 or AST ASTM Standard Specification for Steel, Carbon (0.15 maximum, percent), Hot Rolled Sheet and Strip, Commercial Quality, Designation A569, as appropriate.
C. Steel pipe shall conform to ASTM Standard Specifications for Pipe, Steel, Black and Hot Dipped, Zinc Coated, Welded and Seamless, Designation A53.
D. Stainless steel shall be Type 304 unless otherwise indicated or specified in the Contract Documents.
E. Aluminum work shall be fabricated of plates, rolled or extruded shapes, sheets or casting conforming (unless otherwise permitted or indicated) to the following alloy and temper designations of the Aluminum Association:
1. Structural rolled or extruded shapes 6061-T6.
2. Extruded shapes 6063-T5.
3. Plates 6061-T6.
4. Gratings (bearing bars) 6061-T6 (crimp bars) 6063-T6.
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METAL FABRICATIONS 05 5000-3
5. Castings 214.
6. Sheets 3003-F.
7. Bolts and nuts 2024-T4.
8. Pipe Railing 6063-T6.
2.02 STEEL
A. Structural steel shall conform to the requirements of ASTM A36. Structural tubing, where used, shall conform to the requirements of ASTM A500, Grade B, and the ends of the tubing shall be properly sealed to protect the internal surfaces. Steel anchor bolts shall be ASTM A36 hot rolled threaded rod or bar stock, except where stainless steel is indicated on the Drawings.
B. Structural steel members as required shall conform to ASTM Standard shapes.
C. Base and bearing plates shall be provided where necessary to provide maximum bearing value of not more than 200 psi on solid concrete masonry units not more than 750 psi on concrete and shall be grouted in place.
D. Steel lintels shall be provided for all square head openings in masonry where shown and where other lintels are not indicated on the Drawings. Lengths of bearing at each end of lintels shall be not less than 1 inch per foot of span, but in no case less than 8 inches shall be increased or the lintels shall be fitted with bearing plates as required to provide unit pressures in pounds per square inch of not more than 200 on solid concrete masonry units and 625 on concrete. All new steel lintels shall be shop primed and ready to receive coatings as specified under Section 09 9100 – Painting.
Finish coats are specified in Section 09 9700 – Special Coatings.
2.03 SHOP PAINTING
A. Painting of miscellaneous ferrous metal work is specified under Section 09 9700 – Special Coatings.
2.04 GALVANIZING
A. Items of miscellaneous iron work and steel work indicated on the Drawings or specified to be galvanized shall be zinc coated by the hot dip process in conformity with ASTM Standard Specification for Zinc (hot galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars, and Strip, Designation A123-78; or ASTM Standard Specifications for Zinc Coating (hot-dip) on Iron and Steel Hardware, Designation A153-78, as appropriate. Galvanizing is specified under Article 3.04, "Hot-Dip Galvanizing."
2.05 ALUMINUM
A. All structural and miscellaneous aluminum shall be Alloy 6061 (Alloy 6063 for extrusions), Temper T6, unless otherwise noted, indicated or accepted by the Owner. Where welding is necessary in fabrication, is shall be done in conformance with Section 7 "Welded Construction" of Specification for Aluminum Structures, referenced hereinbefore.
2.06 ALUMINUM WORK PROTECTION
A. Aluminum surfaces which after erection would otherwise be in contact with concrete or brick masonry or with mortar, shall be protected from contact therewith by a coat of bitumastic super service black manufactured by the Koppers Company, Inc. Pittsburgh, PA; Tarmastic 100 manufactured by Porter Coating Division, Porter Paint Company, North Kansas City, MO; or an acceptable equivalent product. Areas where the paint has been damaged by abrasion or other cause shall be cleaned and repainted as directed so that the aluminum will have a complete protective paint film when brought into contact with the material against which it is being protected. Before application of coating, the surface shall be cleaned of all dirt, heavy deposits of grease or oil and other foreign substances and shall be immersed in or swabbed with an acceptable solvent. Next the surfaces shall be rinsed with clear water and thoroughly dried.
B629 LAMPSON WELL TREATMENT
METAL FABRICATIONS 05 5000-4
B. Attention of the Specifications in regard to protection against electrolysis where aluminum is to be used in conjunction with dissimilar metals is required.
C. Where a shop coating of methacrylate lacquer has been specified on aluminum work to protect the surface from stain, the protective coating of lacquer worn off during handling or erection shall be replaced in the field by a new coating of lacquer of the same type.
D. During construction, care shall be taken to prevent damage to the aluminum work from splashing or the accumulation of paint, concrete, mortar, or other similar materials.
2.07 STAINLESS STEEL
A. Stainless steel shapes shall be ANSI Type 304 or 316 in accordance with ASTM A276.
Miscellaneous bar stock products such as pipe straps shall be 300 Series stainless steel. Anchor bolts, nuts and washers shall be ANSI Series 300 stainless steel.
2.08 FASTENERS
A. Bolts, Nuts and Washers:
1. Structural bolts shall be ANSI Type 300 Series stainless steel in accordance with ASTM F593, with ASTM F594 nuts. All bolts shall have hexagonal heads.
2. Anchors and bolts including nuts and washers shall be provided where necessary for securing the work in place. Sizes, types and spacing of anchors and bolts not indicated or specified otherwise shall be as necessary for their purposes. Anchor bolts and anchors for the erection of structural steel shall be shall be stainless steel Type 316.
3. Bolts and nuts shall be installed with anti-seize per Loctite, or equal (or thread locker to be confirmed with WWTP Operations).
B. Expansion Anchors (In Concrete):
1. Expansion anchors shall be of three (3) types:
a. Stainless steel wedge type.
b. Self-drilling plated type with stainless steel bolt and stainless steel washer. c. Type of expansion anchor desired shall be noted on Drawings.
2. Stainless steel wedge type anchors shall be ITW Ramset/Red Head or ENGINEER approved equal of Type 316 stainless steel. Anchors shall meet or exceed latest Government GSA Federal Specifications FF-S-325, Group II, Type 4, Class 1. Anchor shall be used with 300 series stainless steel bolt and washer.
3. Self-drilling plated anchors shall be ITW Ramset/Red Head of ENGINEER approved equal.
Anchors shall meet or exceed latest Government GSA Federal Specification FF-S-325, Group III, Type 1. Self-drilling anchors shall be electro-deposited zinc plated and chromate dipped, to meet or exceed the requirements of the latest Federal Specification QQ-Z-325, Type II, Class 3. Cutting teeth shall have minimum hardness of 82 Rockwell A scale.
4. Steel expansion anchors shall be installed in accordance with manufacturer's recommendations.
5. Self-drilling expansion anchors shall be installed in accordance with manufacturer's recommendations. To insure full development strength, all self-drilling expansion anchors shall be expanded over the plug in the final set, by using a bolt screwed into the female threads and impacted by hand with a suitable hammer. The final set shall not be accomplished by using the drilling tool.
6. After installation, pull-out tests by the anchor manufacturer's representative may be requested by the ENGINEER. If so, the ENGINEER will specify the number and location of the tests.
2.09 MISCELLANEOUS ITEMS
A. Items of miscellaneous metal work not particularly specified hereinafter shall be of the shape, size, materials and details indicated on the Drawings or suitable for the purpose intended.
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METAL FABRICATIONS 05 5000-5
2.10 LOOSE LINTELS
A. Furnish all loose lintels as indicated on the Drawings or required by the Work. The loose lintels shall be fabricated from structural steel shapes and plates. All loose lintels shall be shop primed and ready to receive coatings as specified under Section 09 9100 - Painting.
2.11 SLEEVES AND INSERTS
A. Attention is directed to the requirements of the Specifications regarding sleeves and inserts.
2.12 ALUMINUM PIPE RAILING
A. Reference Section 05 5213 – Pipe and Tube Railings.
B. The aluminum pipe railing shall be the product of company normally engaged in the manufacture of pipe railing. Railing shall be shop assembled in lengths not to exceed 24 feet for field erection.
C. Handrails and stair rails shall be designed to withstand a 200-pound concentrated load applied in any direction at any point on the top rail. Handrails and stair rails shall also be designed to withstand a load of 50 pounds per foot applied horizontally to the top rail. The 200-pound load will not be applied simultaneously with the 50 pounds per foot load. In addition, the handrails shall be designed to withstand a load of 100 pounds per foot horizontal load. The 100 pounds per foot vertical load does not apply to stair rails.
D. The manufacturer shall submit calculations to the ENGINEER for approval. Testing of base castings or base extrusions by an independent lab or manufacturer’s lab (if manufacturer’s lab meets the requirements of the Aluminum Association) will be an acceptable substitute for calculations. Calculations will be required for approval of all other design aspects.
E. Post spacing shall be a maximum of 8-feet 0 inches, unless noted otherwise. Posts and railings shall be a minimum of 1½ inches Schedule 40 aluminum pipe alloy 6063-T6, ASTM B429 or ASTM B221. The handrail manufacturer shall show that their posts are of adequate strength, the manufacturer may reduce the post spacing or add reinforcing dowels or may do both in order to meeting loading requirements.
F. The handrail shall be made of pipes joined together with component fittings. Samples of all components, bases, toe plate and pipe must be submitted for approval. Components that are glued at the joints will not be acceptable. Handrail and components shall be Kee Clamp, Inc., Golden Railings, Speed-Rail, or approval equal.
G. Posts shall not interrupt the continuation of the top rail at any point along the railing, including corners and end terminators.
H. The midrail at a corner return shall be able to withstand a 200-pound load without loosening.
I. Expansion bolts shall be spaced 10 diameters apart and 5-diameter edge distance for not reduction in pullout strength. A safety factor of four shall be used on expansion bolt pullout values published by the manufacturer.
J. Toe plate shall conform to OSHA Standards. Toe plate shall be a minimum of 4 inches high and shall be an extrusion that attaches to the posts with clamps, which allow for expansions and contraction between posts. Toe plates shall be set ¼-inch above the walking surface. Toe plates shall be provided on handrails as required by OSHA and/or as shown on Drawings. Toe plates shall be shipped loose in stock lengths with pre-manufactured corners for field installation.
K. Openings in the railing shall be guarded by a self-closing gate. Safety chains shall not be used unless specifically shown on the Drawings.
L. Finish shall be Aluminum Association M10-C22-A41 (215-R1). The pipe shall be plastic wrapped.
The plastic wrap is to be removed after erection.
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METAL FABRICATIONS 05 5000-6
M. Aluminum surfaces in contact with concrete, grout or dissimilar metals will be protected with a coat of bituminous paint, (two (2) coats of Federal Specification TT-V51F Asphalt Varnish), mylar isolators, or other approved material.
2.13 PLATE COVERS AND FRAMES
A. The plate covers and frames shall be the sizes indicated on the Drawings. The frames shall be aluminum angles of the sizes indicated with welded strap anchors for securing the frames in the concrete. The frames shall have mitered corners with welded joints ground smooth where exposed.
B. The covers shall be ¼-inch thick aluminum tread plate having an acceptable nonskid surface and reinforced with aluminum bars welded to the underside of the cover in accordance with the details.
Plate covers shall be capable of supporting a uniform superimposed load of 100 psf for the span with a deflection of less than ¼-inch based on allowable fiber stress of 16,000 psi. The covers shall be made to fit neatly and accurately in the frames.
C. Hinged covers shall be furnished with heavy-duty stainless steel, plain bearing hinges with stainless steel pins. The hinges shall be fastened to the covers and frames with stainless steel machine screws.
The hinged covers shall be provided with flush lift handles fabricated from ½-inch diameter aluminum rod, alloy 6061-T6511.
D. A single leaf of hinged plate covers shall be no greater than 3 -feet x 5-feet in size.
E. Removable plate covers shall have 1-inch diameters finger holes to facilitate removal. All edges of holes cut in the plate covers shall be ground smooth.
F. Removable plate covers shall be no greater than 14 square feet in size with the longer dimension no greater than 7 feet.
G. Gasket plate covers shall have continuous compressible neoprene seals between the cover and the frame at the perimeter. The covers shall be secured to the frames with countersunk, flathead, stainless steel machine screws spaced approximately 6 inches on centers.
2.14 GUARD CHAINS
A. Removable guard chains at openings in aluminum pipe railings shall be fabricated from wrought, non-welded aluminum chain having 12 links per foot. The chains shall be secured to aluminum eyes bolted or welded to pipe stanchion at one end of the opening. The free ends of the chains shall be provided with hooks formed from ¼-inch diameter solid aluminum rod for attaching to similar eyes in the pipe stanchion at the opposite end of the opening.
2.15 CAST IRON WHEEL GUARDS
A. Wheel guards where indicated on the Drawings shall be cast iron guards of the sizes and types indicated on the Drawings as herein specified and shall be manufactured by Neenah Foundry Company, Neenah, WI; Flockhart Foundry Company, Neward, NJ; McKinley Iron Work, Fort Worth, TX or ENGINEER approved equal. Wheel guards shall be given one shop coat of rust inhibitive paint before shipment.
B. Wheel guards shall be heavy-duty concrete fill type, cast iron wheel guards, No., R-4983-C manufactured by Neenah Foundry Company Type 706A manufactured by Flockhart Foundry Company or ENGINEER approved equal. The guards shall be set 2 inches into the pavement and shall be bolted to the masonry walls. The guards shall be filled with Class A concrete and the top of the fill sloped at a 15 degree angle from the building.
2.16 CAST ALUMINUM NOSINGS
A. The cast aluminum nosing shall be abrasive cast aluminum nosing securely fastened with stainless steel, flat head bolts and wing anchors set into the fresh concrete. The nosings shall be the products of Wooster Products, Inc., Wooster, OH; American Abrasive Metals Company, Irvington, NJ; Andco Building Specialties or ENGINEER approved equal.
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METAL FABRICATIONS 05 5000-7
2.17 FLOOR HATCHES AND FRAMES
A. The floor hatches and frames shall be flush floor hatches provided by manufacturer as shown in the Drawings or ENGINEER approved equal. Where noted and in areas subject to vehicle traffic, the hatches shall be H-20 rated. The hatches shall be double or single leaf type and of the sizes indicated on the Drawings. The hatches shall be factory assembled and shipped complete with frame for installation on the job. The hatches shall be furnished with hinges, hold open safety lock bars, and flush lift handles. Gutter type hatches shall have a 1½-inch drainage coupling located in on corner of the channel frame.
B. The floor hatches and frames shall be fabricated from aluminum with ¼-inch extruded aluminum frames and 1/40-inch diamond checkered aluminum plate covers. The covers shall be reinforced to be capable of withstanding a uniform live load of 300 psf (min.).
2.18 ACCESS DOORS
A. Doors shall be flush panel access doors as manufactured Inryco, Inc., Milwaukee, WI; Karp Associates, Inc., Maspeth, NY; BOICO, Birmingham, AL or ENGINEER approved equal. Doors and frames to be steel with concealed hinge and flush screwdriver operated locks.
2.19 CASTINGS
A. All miscellaneous iron castings shall be of best quality materials free from flaws and unsightly defects. Gray cast iron shall be ASTM A48 Class 35 (35,000 psi tensile strength). Furnish and install in the locations indicated casting of the type and size shown on the Drawings.
2.20 CARPENTERS IRON WORK
A. Furnish bent or otherwise custom fabricated bolts, plates, anchors, hangers, dowels and other miscellaneous steel and iron shapes as required for framing and supporting woodwork and for anchoring or securing woodwork to concrete or other structures. Manufacture or fabricate items of sizes, shapes and dimensions required. Furnish malleable iron washers for head and nuts which bear on wood structural connections, elsewhere, furnish steel washers.
2.21 MISCELLANEOUS FRAMING AND SUPPORTS
A. Provide miscellaneous steel framing and supports as required to complete the work. Fabricate miscellaneous units to the sizes, shapes and profiles shown or if not shown, of the required dimensions to receive adjacent grating plates, louvers, vents, grilles, screens or other work to be retained by the framing. Except as otherwise shown, fabricate from structural steel shapes and plates and steel bars of all welded construction using mitered corners, welded brackets and splice plates and a minimum number of joints for filed connection. Cut, drill and tap units to receive hardware and similar items to be anchored to the work.
PART 2 - EXECUTION
3.01 ANCHORAGE ITEMS
A. Furnish all bolts, nuts, shims, pins, screws, nails and other anchors, which, may be required by the Drawings or job conditions to secure all items permanently in place whether or not specifically called for or shown on the Drawings.
3.02 FABRICATION AND INSTALLATION OF METAL WORK
A. General: All metal items shall be accurately fabricated and erected with exposed joints close fitting.
All joints shall be such of character and so assemble that they will be as strong and rigid as adjoining sections. Joints shall be located where least conspicuous. Items shall have smooth finished surfaces except where otherwise shown or specified.
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METAL FABRICATIONS 05 5000-8
B. Built-In Items: Members or parts to be built-in with masonry or concrete shall be in a form affording a suitable anchorage or shall be provided with approved anchors, expansion shields or other approved means of securing members.
C. Dissimilar Metals: Ferrous and non-ferrous metals shall be insulated at all contacts with felt washer, mylar strips or sheets, bitumastic paints, or other acceptable means. All aluminum surfaces in contact with concrete shall be coated with two (2) coats of Federal Specification TT-V51F Asphalt Varnish or ENGINEER approved equal.
D. Connections:
1. All required anchors, couplings, bolts and nuts required to support miscellaneous metalwork should be furnished and installed as required.
2. Weights of connections and accessories shall be adequate to safely sustain and withstand stresses and strains to which they will be normally subjected.
3. Connections shall be bolted except where welding is called for in the Drawings. Bolts shall be ¾-inch diameter unless noted or required otherwise.
E. Expansions Anchors:
1. Expansions anchors shall be installed in holes drilled into concrete with carbide tipped drill bits conforming to ANSI B94.12-1977, using a rotary impact hammer for ½-inch and 3/8- inch anchors. Hole depth shall equal or exceed the anchor manufacturer’s minimum recommended embedment. Should hole depth equal anchor manufacturer’s minimum recommended embedment, hole shall be cleaned out by air pressure. The minimum hole depth shall be per anchor manufacturer’s recommendations. Assure hole is perpendicular and conforms in size to anchor manufacturer’s recommendation.
2. Washer and nut shall be assembled on anchor so that the top of the nut is flush with the top of the anchor. Then the anchor shall be driven into the hole through the work until the washer bears against the work. The anchor shall be expanded in accordance with the manufacturer’s recommendations.
3. General: Provide stainless steel fasteners for exterior use or where built into exterior walls.
Select fasteners for the type, grade and class required.
4. Bolts and Buts: Regular hexagon head type, stainless steel, Grade A (within tankage)
5. Lag Bolts: Stainless steel (within tankage)
6. Machine Screws: Stainless steel
7. Wood Screws: Stainless steel
8. Plain Washers: Stainless steel
9. Masonry Anchorage Devices: Stainless steel
10. Toggle Bolts: Stainless steel (within tankage)
11. Lock Washers: Stainless steel
12. Bolts, buts, lags, toggle bolts and lock washers above and exterior to tankage shall be stainless steel
3.03 WELDING
A. Welding procedures, welders and welding operators, both for shop and field welding, shall be qualified and certified in accordance with the requirements of AWS D1.1 “Welding in Building Construction” of the American Welding Society. Manufacturer’s and fabricator’s shop drawings shall clearly show complete information and all field welding shall be performed in conformance with this information regarding location, type, size and length of all weld, all in accordance with AWS A2.0 “Standard Welding Symbols” of the American Welding Society. Special conditions shall be fully explained by notes and details.
3.04 HOT-DIP GALVANIZING
A. All fabrication, galvanizing and repair shall comply with ASTM Standards as they apply in accordance with the publication “ASTM Standard for Materials Hot-Dip Galvanized after B629 LAMPSON WELL TREATMENT
METAL FABRICATIONS 05 5000-9
Fabrication, 1981” issued by American Hot-Dip Galvanizers Association, Inc. In particular, the following specific standards shall apply to work under this contract: ASTM A123, A153, A384, A385, A563 and A780.
B. Items to be galvanized shall be fabricated in accordance with ASTM A385-80.
C. Galvanizing for fabricated steel items, shall conform to ASTM A123-78 and shall be done after fabrication. Steel assemblies shall be subject to safeguarding from warpage and distortion during galvanizing per ASTM A384-76.
D. Upon field erection, any damage measuring more than 1/10-inch wide shall be repaired with a zincbased solder or zinc-rich paint in accordance with ASTM A780-80. Marred, damaged, or uncoated areas 4-square inches and less shall be patched with a zinc-based solder to a thickness of 5- milligrams; areas greater than 4-square inches shall be patched with an organic zinc-rich paint to a dry film, Devcon Z, LPS Instant Cold Galvanized or ENGINEER approved equal. The resident project representative shall determine the extent of damage, which would require recoating.
E. Items subject to distortion during transit, such as thin, curved members, etc., shall be stacked on edge and/or blocked to prevent radius change or other distortion while in transit to and from the galvanizing plant.
3.05 PAINTING
A. Painting of miscellaneous ferrous metal work is specified under Division 09 - Finishes.
3.06 MISCELLANEOUS METAL FABRICATIONS
A. Rough Hardware:
1. Furnish bent or otherwise custom fabricated bolts, plates, anchors, hangers, dowels, and other miscellaneous steel and iron shapes as required for framing and supporting woodwork, and for anchoring or securing woodwork to concrete or other structure. Straight bolts and other stock rough hardware items are specified in Division 05 - Metals.
2. Fabricate items to sizes, shapes and dimensions required. Furnish malleable iron washers for heads and nuts, which bear on wood structural connections; elsewhere, furnish steel washers.
B. Miscellaneous Steel Trim:
1. Provide shapes and sizes for profiles shown. Except as otherwise indicated, fabricate units from structural steel shapes and plates and steel bars, with continuously welded joints and smooth exposed edges. Use concealed field splices wherever possible. Provide cutouts, fittings and anchorages as required for coordination of assembly and installation with other work.
2. Galvanize miscellaneous steel trim where indicated.
END OF SECTION 05 5000
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PIPE AND TUBE RAILINGS 05 5213-1
SECTION 05 5213 - PIPE AND TUBE RAILINGS
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Furnish and install handrails in accordance with all applicable ADA requirements and as specified within the Contract Documents.
B. Related Sections: Section 05 5000 – Metal Fabrications.
1.02 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
PART 2 - PRODUCTS
2.01 MANUFACTURERS
A. Handrails manufacturer shall be Engineer approved.
2.02 MATERIALS
A. Rolled Plates and Shapes: ASTM A36
B. Steel Pipe: ASTM A53, Grade B, Type E or S, Schedule 40 unless otherwise noted.
C. Tubing: Cold formed shapes per ASTM A500 or hot-formed shapes per ASTM A501. Wall thickness for either category shall be in accordance with the thickness and tolerances specified in ASTM A501.
D. Bolts: ASTM A307, Grade A, with hexagon heads or nuts where exposed in the finish work, with flat heads for countersinking where flush bolting is specified or required.
E. Plastic Cover: Polyethylene Thermoplastic (HDPE) tubes having ultra-violet resistance and antistatic properties, nominal thickness 0.250 inches. Color shall be OSHA yellow unless otherwise noted. Size covers for pipe diameters.
F. Grout: Nonshrink, nonmetallic type per CE CRD-621 and ASTM C1107. Grout shall be premixed and factory-packaged. Formulation shall be nonstaining, noncorrosive, nongaseous properties.
Provide grout as recommended by grout manufacturer for interior or exterior application.
G. Anchor Bolts:
1. Expansion Anchors: Threaded stud type with two independent expansion anchor wedges per Fed. Spec. FF-S-325, Group II, Type 4, Class 1 for concrete expansion anchors. Stud, wedges, washer and nut shall be zinc-plated steel.
2. Adhesive Anchor System: Self-contained glass vial containing pre-measured amounts of quartz sand, hardening agent and polyester resin. Studs shall be threaded rod conforming to ASTM A307 with compatible washers and hexagon nuts furnished by the anchor manufacturer.
H. Concrete: Provide 3,000 psi, 28-day strength concrete unless noted otherwise. ASTM C94, slump of 4 inches ± 1 percent.
1. Exterior Concrete: Include air-entrainment or 6 percent ± 1 percent.
2. Cement: ASTM C150, Type 1.
3. Aggregates: ASTM C33 normal weight, natural coarse aggregate, maximum ¾” diameter.
4. Water: Potable
B629 LAMPSON WELL TREATMENT
PIPE AND TUBE RAILINGS 05 5213-2
2.03 HAND RAIL SYSTEM
A. Structural Performance of Handrails and Railings: Provide handrails and railings capable of withstanding the following structural loads based on 2000 international building code, without exceeding allowable design working stresses of materials for handrails, railings anchors, and connections:
1. Top Rail of Guards and hand rails: Capable of withstanding the following loads as indicated a. Concentrated load of 200 lbf (890 N) applied at any point and in any direction. b. Uniform load of 50 lbf/ft: (730 N/m) applied in any direction at the top and to transfer this load through the supports to the structure.
c. Concentrated and uniform loads above need not be assumed to act concurrently.
2. Intermediate rails, balusters and filler panels: Capable of withstanding the following loads applied as indicated:
a. Applied normal load of 50 pounds (0.22kN) on an area not to exceed 1 square foot including openings and space between rails.
b. Reactions due to this loading are not required to be superimposed with the proceeding section.
B. Provide Handrail system complying with the following requirements
1. Sleek system with internal connectors.
a. Rails and Posts
1) Extruded Aluminum Pipe ASTM B429, Aluminum alloy 6061-T6. Finish AA M10C22A41. Posts – 1 ½ inch IPS Schedule 80. Rails – 1 ½ inch IPS Schedule
40. 2) Steel pipe scheduled 40. Posts and rails 1 ¼ inch, with high-density polyethylene thermoplastic coating, nominally 0.125 inch thick.
b. Mechanical Connectors
1) Post and handrail connector fittings
2) Machined from solid aluminum bar stock of alloy 6063-T6 (ASTM B221) or austenitic stainless steel bar stock of alloy 303 (ASTM A582) or machined castings of high tensile aluminum-magnesium alloy 535.0 (ASTM B26) or castings from high purity ingot 535.2 (ASTM B179)
3) Anodize finish 0.7 mil minimum thickness.
4) Design – Fittings shall be the type which fastens externally with anodized aluminum, tubular rivet nut with socket head cap screw and stainless steel lock washer. Internal connections by means of an internal double tang, expanded by an internal/external, reverse knurl, cup point, hexagon socket set screw. c. Flanges
1) Sand cast from high tensile aluminum-magnesium alloy 535.0 2) Supplied with anodize finish.7mil minimum thickness. 3) Design – Fittings shall be the type, which fastens directly to the pipe by means of an internal/external, reverse knurl, cup point, hexagon socket set screw. 4) All anchoring hardware shall be 300 series stainless steel. d. Fasteners
1) All fasteners to be 304 or 316 stainless steel.
PART 3 - EXECUTION
3.01 INSTALLATION
C. Installation Options
1. Core
2. Base Mount
END OF SECTION 05 5213
B629 LAMPSON WELL TREATMENT
METAL GRATINGS 05 5300-1
SECTION 05 5300 - METAL GRATINGS
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Furnish and install metal bar grating (solid top or open) were shown on the Drawings and in accordance with the Contract Documents.
B. Related Sections: Section 05 5000 – Metal Fabrications
1.02 REFERENCES
A. Design, fabrication and installation of grating shall be in accordance with Standard Specifications and Voluntary Code of Practice in Metal Bar Grating Manual, 1979 Edition, published by National Association of Architectural Metal Manufacturers, Chicago, IL (ANSI A-202.1).
B. ASTM B210
C. ASTM B221
D. Federal Specification TT-V-51F
1.03 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
PART 2 - PRODUCTS
2.01 DESIGN CRITERIA
A. Support minimum uniform live load of 250 psf
B. Deflection not to exceed span of bearing bars (in inches) divided by 240 C. Maximum Fiber Stress: 12,000 psi
D. Material: Heavy Duty Galvanized Steel
2.01 BASIC DESIGN
A. The gratings shall be 2 ½ inch metal that shall fit into the area shown on the mechanical plan.
B. The gratings shall be secured in place by at least four (4) acceptable removable-type fasteners per grating panel. The ends of each grating section shall be banded with bearing bars.
C. All openings for fixtures or pipes, which require the cutting of three main bars or more, shall be finished in a similar manner as the ends.
D. Gratings in concrete shall have coated aluminum or reinforced fiberglass angle frames with mitered corners and with welded joints ground smooth where exposed. The frames shall have welded anchors and shall be set in the concrete as it is placed.
E. Bearing and cross bars shall be flush at surface.
F. All free and supported bar ends around perimeter and around cutouts shall be banded.
G. Provide removable sections of grating with suitable end bearing where noted on the Drawings or otherwise required.
2.02 MATERIAL
A. Bear Bars: ASTM B221, 6061-T6 or 6063-T6, aluminum
B. Cross Bars: ASTM B221 (extruded) or ASTM B210 (drawn) aluminum C. Steel Fasteners: Stainless steel, when used with aluminum grating D. Finish: Aluminum mill finish (as fabricated)
B629 LAMPSON WELL TREATMENT
METAL GRATINGS 05 5300-2
E. Anchors: Stainless Steel Saddle clips of manufacturer’s standard design PART 2 - EXECUTION
3.01 INSTALLATION
A. CONTRACTOR shall provide submittals in accordance with Section 01 3300 - Submittal Procedures showing the layout of the grating where grating is called out in the Contract Documents:
B. Grating shall be set with full and uniform end bearing to preclude rocking; do not use wedges or shims.
C. Provide 1-inch minimum bearing with maximum erection clearance of ¼-inch all around.
D. Anchor grating with saddle clips in accordance with manufacturer’s recommendations or as detailed on the Drawings.
E. Provide cutouts for the passage of pipe, valve and equipment operators, conduit, stems and similar work; cutouts for circular obstructions shall be at least 2 inches larger in diameter than the obstruction.
F. Protect all surfaces of angles and frames to be in contact with concrete or dissimilar metals with two (2) coats of Federal Specification TT-V-51F Asphalt Varnish.
END OF SECTION 05 5300
B629 LAMPSON WELL TREATMENT
JOINT SEALANTS 07 9200-1
SECTION 07 9200 - JOINT SEALANTS
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Furnish and install caulking and sealing as indicated in Division 03.
1.02 SUBMITTALS
A. Submittals shall be furnished in accordance with Section 01 3300 – Submittal Procedures.
B. Indicate manufacturers and brand names, colors available, and locations where each will be used.
1.03 QUALITY ASSURANCE
A. Comply with requirements of the general conditions except as noted below.
B. Guarantee all work of this section for a period of 2 years.
C. Guarantee all work against water leaks, air infiltration, sagging, and pulling loose.
D. Guarantee shall include replacement and/or repair of other work damaged by water leakage in caulking and sealant work.
1.04 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Deliver sealants in original sealed containers, each bearing manufacturer’s name and product designation.
B. Do not retain at the job site material, which has exceeded the shelf life recommended by its manufacturer.
PART 2 - MATERIALS
2.01 SEALANTS
A. Types 1 to 4 Sealants: Polyurethane sealants conforming to Federal Specification TT-S-00227E Type II & ANSI A116.1.
1. Type 1 Sealant: Two part 30-40 Shore A, non-sag
a. Manufacture Sikaflex – 2C or equal
2. Type 2 Sealant: Two part, 35-45 Shore A, self-leveling.
3. Type 3 Sealant: Two part, 20-35 Shore A, self-leveling.
4. Type 4 Sealant: Two part, 20-35 Shore A, non-sag.
B. Type 5 Sealant: One component, elastomeric gun grade polyurethane sealant conforming to ASTM C 920, Type S, Grade NS, Class 25. Use NT, M, A, G and I Federal Specifications TT-S00230C Type 2, Class A.
1. Manufacturer: Sonneborn Sonolastic NP 1 or equal.
2.01 ACCESSORIES
A. Primers: As specified by sealant manufacturer
B. Backup Materials: Closed cell polyethylene foam
C. Bond Breaker: Polyethylene film.
2.02 COLOR
A. Color for each location of use shall be as selected by OWNER and in accordance with the contract documents. Non-availability of a required color within a particular brand of otherwise approved material shall not act to relieve obligation to furnish material of required color and conforming to specifications.
B. Colors shall be selected to best blend with adjoining materials.
B629 LAMPSON WELL TREATMENT
JOINT SEALANTS 07 9200-2
PART 2 - EXECUTION
3.01 LOCATIONS FOR SEALANT TYPES
A. Type 1 Sealant: Use for all interior and exterior construction, expansion joints, etc. associated with sealing the joints in the concrete tanks
B. Type 2 Sealant: Except as hereinafter specified, use for all interior and exterior horizontal joints subject to foot traffic.
C. Type 3 Sealant: Except as hereinafter specified, or where Type 1 sealant is required, use for all exterior horizontal joint.
D. Type 4 Sealant: Use for all exterior vertical surfaces.
E. Type 5 Sealant: Use for all interior work except where Type 1 sealant is required.
F. Caulk and seal all open joints, both interior and exterior; at junction of metal frames and walls; at other locations as noted on drawings.
G. Generally, expansion joints in exterior concreted flatwork on grade, curbs and gutter for sitework, etc.; joint fillers will not require a joint sealant. Where sealant is noted on drawings for such joints, sealant shall be Type 1 and a bond breaker shall be installed along top of joint filler, full width of joint, to present contact between sealant and joint filler.
3.02 SEALANT AND JOINT DETAILS
A. Joint Sizes:
1. Types 1, 2, 3 and 4 Sealants:
a. Minimum joint size: ¼-inch x ¼-inch
b. Depth to width ration of joint shall be a recommended by sealant manufacturer. c. Maximum width: Sealant manufacturer’s recommended maximum.
2. Type 4 Sealant: Maximum joint size shall be 3/8-inch x ½-inch.
B. Joints deeper than above shall have backup material installed to maintain specified depth.
C. With Types 1, 2, 3 and 4 sealants, a bond breaker shall be installed, unless backup material is used, so that sealant bonds only sides of joints.
3.01 SEALANT INSTALLATION
A. Carefully and thoroughly clean surfaces with cleaner, and in matter recommended by sealant manufacturer.
B. Prime surfaces where recommended by sealant manufacturer.
C. Apply sealants smoothly and uniformly. Mask surfaces each side of joints to protect adjacent surface and to form straight, even edges.
END OF SECTION 07 9200
B629 LAMPSON WELL TREATMENT
PAINTING 09 9100-1
SECTION 09 9100 – PAINTING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Provide all labor, materials, equipment and services required to do all painting (excluding items listed in Section 09 9700 - Special Coatings), including preparation, priming and protection of finished surfaces. An extensive and comprehensive painting job will be required and shall include all surfaces which normally are painted.
B. The intent of these Specifications is to obtain the material and workmanship necessary to produce an adequate and acceptable job, and is intended to describe the requirements for both shop and field painting.
C. The intent of this Specification Section is to include all items which are to receive painting and have not been included in Section 09 9700 – Special Coatings.
D. The intent of this Specification Section and Section 09 9700 – Special Coatings shall be to paint all exposed structural steel, miscellaneous ferrous metal, lintels, equipment, piping, all exterior masonry walls and all other work obviously required or noted to be painted unless otherwise specified (see Section 2.1). The omission of minor items in the schedule of work shall not relieve the obligation to include such items where they come within the general intent of the Specifications as stated herein. All interior surfaces and equipment which have been previously painted shall be repainted or recoated following the proper surface preparation as shown on the Drawings.
E. Review and examine all Divisions and Sections of these Specifications for any additional painting requirements and/or additional surfaces or items to be painted.
F. Apply specified finish coats of paint to all pre-primed work and complete finishing system for unprimed work required to be painted.
G. Backprime, with specified interior first coat material all surfaces of finish trim which will be concealed after installation.
H. Apply specified finish coats of paint to all prepainted surfaces which require only a finish coat.
Otherwise, the complete system (as given in Section 2.1) shall be administered.
1.02 RELATED WORK
A. Related Sections:
1. Division 01 – General Requirements
2. Division 05 – Metals
3. Section 07 9200 – Joint Sealants
4. Section 09 9700 – Special Coatings
B. Wherever detailed painting requirements are covered under an equipment or product specification, the Specifications herein and Section 09 9700 – Special Coatings govern with respect to surface preparation, paint materials, coats, thicknesses and coverage.
1.03 ITEMS NOT REQUIRING FIELD PAINTING
A. All new galvanized and stainless steel surfaces (except where noted on Drawings).
B. Valves, fittings and appurtenances in small diameter plastic piping (less than 3 inches).
C. Prefinished items.
D. Plain copper (except as required for color coding) and stainless steel.
E. Aluminum except where otherwise designated and required to prevent corrosion at contact with dissimilar materials.
F. Concrete floors except where noted.
B629 LAMPSON WELL TREATMENT
PAINTING 09 9100-2
G. Exterior concrete surfaces except where noted.
H. Finish hardware.
I. Concealed from view items (except where required for color coding) and surfaces, except as specified herein or where previously painted.
J. Packing glands and other adjustable parts and nameplates of mechanical equipment.
K. Mechanical equipment (i.e. pumps, blowers, actuators, etc.)
1.04 DEFINITIONS
A. The term “paint” as used herein includes enamels, epoxy, paints, sealers, fillers, emulsions and other coatings.
B. MDMTPC = Minimum dry mil thickness per coat.
C. MDFT = Minimum dry film thickness.
D. SSPC = Steel Structures Painting Council.
1.05 QUALITY ASSURANCE
A. Qualification of Painters: All painting shall be done by qualified, skilled, experienced craftsmen.
In the acceptance or rejection of completed painting, no allowance will be made for lack of skills on the part of the craftsmen.
B. Paint Labels: Labels on paint containers shall include the following:
1. Manufacturer's name
2. Generic type of paint
3. Manufacturer's stock number
4. Color
5. Instructions for thinning where applicable
C. Field Quality Control: Paint film thickness shall be subject to measurement by electrometer, wet film gauge, low or high voltage meter, and/or ENGINEER approved measuring instruments. If dry film thickness is found to be less than specified, or coverage is not uniform, apply additional paint to correct the thickness or appearance at no additional cost to the Owner.
D. Compatibility:
1. Compatibility of all paints used is required. A compatible paint will be considered a paint which precludes adverse effects related to bonding, drying delamination, scaling, lifting and bleeding.
2. In cases where shop-applied primers and coatings on materials and equipment furnished by suppliers are products different from those described in the Specifications, compatibility shall be verified with the specified field-applied coating system.
3. Where thinning is necessary, only the products of the manufacturer furnishing the paint, and products for thinning purposes only, will be allowed.
E. Thickness and Spreading Rates:
1. Minimum dry mil thicknesses per coat (MDMTPC) and/or spreading rates in square feet per gallon shall be governed by the manufacturer's current data sheets or literature containing recommendations or instructions regarding these values. These recommended dry mil thickness and/or spreading rate values will be considered requirements to be met same as if set out herein these Specifications and Contract Documents. Do not exceed manufacturer's recommended coverage rates.
2. The number of coats to be applied are specified herein and shall govern. Where the total dry film thickness is specified, this thickness shall govern over the MDMTPC.
B629 LAMPSON WELL TREATMENT
PAINTING 09 9100-3
1.06 PRODUCT DELIVERY, HANDLING AND STORAGE
A. Delivery: All materials shall be brought to the project site in the original sealed and labeled containers of the paint manufacturer. All labels shall be legible and intact at time of use.
B. Manufacturer's Instructions: Paint manufacturer's written instructions for proper surface preparation, mixing, thinning, application and drying shall be furnished with the paint, and strictly followed.
C. Storage of Materials:
1. Store only acceptable materials on project site.
2. Store only in a suitable and designated area restricted to the storage of paint materials and related equipment.
3. Comply with all applicable health and fire regulations regarding the storage of paint materials.
4. Storage of material shall comply with the manufacturer's specifications; however, storage shall be at a minimum temperature of 50 degrees F.
D. Protection of Materials:
1. Take all necessary precautions to ensure the safe storage and use of paint materials and the prompt and safe disposal of waste.
2. Painting wastes shall be properly deposited in containers made for this purpose. Do not use plumbing fixtures for disposing of paints wastes.
3. Take all necessary precautions to protect paint materials before, during and after application and to protect the finished work.
E. Replacement: In the event of damage to paint materials, immediately make all replacements necessary at no additional cost.
F. Product delivery, handling and storage shall be in accordance with Part 1 of this Specification.
1.07 JOB CONDITIONS
A. Environmental Requirements:
1. Comply with manufacturer's recommendations as to the environmental conditions under which painting systems can be applied.
2. Do not apply finish in areas where dust and/or mist is being generated.
B. Climatic Conditions: Paint shall not be applied if:
1. The ambient temperature or temperature of the surface to be painted is below 50 degrees F or below the temperature recommended by the paint manufacturer.
2. The relative humidity is above 85 percent.
3. The relative humidity is such that the paint will not dry properly in accordance with the manufacturer's instructions.
C. Projection:
1. Protect with drop cloths, masking or other acceptable means all surfaces which could be damaged in function or appearance by paint, including surfaces not being painted concurrently and surfaces not to be painted.
2. Hardware, accessories, fixtures and similar items shall be removed and replaced after completion of painting.
3. Spray painting will not be permitted when it will cause damage to adjacent of otherwise located surfaces.
4. All paint splatters on glass shall be wiped off immediately.
B629 LAMPSON WELL TREATMENT
PAINTING 09 9100-4
PART 2 - PRODUCTS
2.01 PAINT SYSTEMS
A. General:
1. All paints of a system shall be by one (1) manufacturer.
2. "Lift" tests may be requested on various surfaces to be painted to assure bonding compatibility.
3. Paints containing lead, or other "dangerous" materials, that surpass federal maximum levels shall not be allowed. Oil shall be pure boiled linseed oil.
2.02 COLORS
A. The manufacturer shall be able to furnish all paints for exposed surfaces in a wide range of colors including lighter and darker shades of these colors which may be selected on various surfaces, if not included in the following codes (also note, the below listed may be included in the requirements of Section 09 9700 – Special Coatings):
1. Safety Color Codes: Comply with Occupational Safety and Health Administration Standards, as applicable, regarding safety color codes.
2. Piping Color Codes: Colors for process pipe coding shall be as specified in Section 09 9700 – Special Coatings.
PART 3 - EXECUTION
3.01 INSPECTION
A. Examine surfaces scheduled to receive paint and/or coating finishes for conditions that will adversely affect application, permanence or quality of work and which cannot be put into an acceptable condition through surface preparation.
B. Do not proceed with surface preparation or painting application until conditions are suitable.
C. If surfaces are not thoroughly dry or if they cannot be put in proper conditions to receive paint by customary cleaning methods, the painting applicators shall notify the ENGINEER in writing, requesting necessary corrections.
D. Review the specified or approved painting systems and bring any questions or doubts as to the proper performance to the ENGINEER. Otherwise, assume the responsibility for providing the desired results.
3.02 ACCEPTANCE OF SURFACES
A. The commencement of painting work in any area or space will be construed as acceptance of the surface as being satisfactory.
3.03 SURFACE PREPARATION
A. General:
1. All surfaces shall be thoroughly cleaned and free of dust, rust, mill scale, loose paint or oily materials.
2. References to SSPC refer to Steel Structures Painting Council specifications.
3. Surfaces shall be primed and/or treated, as specified, as soon after completion of surface preparation as practical, but in any event before any visible or detrimental corrosion or contamination can occur. A prepared surface, which becomes corroded or contaminated, shall be re-prepared before treating and/or priming.
B. Non-submerged Non-Galvanized Structural Steel: All new non-galvanized structural steel for nonsubmerged service shall have their surfaces prepared according to SSPC-SP6-63, Commercial Blast Cleaning.
C. Submerged Non-Galvanized Structural Steel: All new non-galvanized structural steel and fabricated metals for submerged service of high temperature service shall have their surfaces prepared according to SSPC-SP10-63T Near White Metal Blast Cleaning.
B629 LAMPSON WELL TREATMENT
PAINTING 09 9100-5
D. Unprimed Metal Surfaces: All unprimed metal surfaces and miscellaneous fabricated metals (exclusive of structural steel and galvanized metal) to be painted shall be thoroughly cleaned according to SSPC-SP2-63 Hand Tool Cleaning or SSPC-SP3-63 Power Tool Cleaning, unless specifically required elsewhere in these Specifications.
E. Non-Ferrous Metals: Non-ferrous metals surface preparation shall be not less than that required by the paint manufacturer.
F. Concrete and Masonry:
1. All concrete and masonry surfaces shall be cleaned and free from loose particles.
2. Concrete floors to be painted shall be etched with a 10 percent solution of muriatic acid. If the concrete surface is exceedingly dense, a greater strength acid or a second etching will be required. After etching for a minimum of 30 minutes, wash thoroughly with water to remove all traces of acid. Allow to thoroughly dry at least 72 hours.
3. Submerged concrete to be coated shall have their surfaces prepared by a light sandblast (Brush Blast), to remove loose coating and provide a textured surface to enhance adherence of the new coating. No sandblasting shall be done on the job in areas containing pumps, motors or other equipment that could be damaged by infiltration of sand particles.
G. Wood Surfaces: Wood surfaces shall be thoroughly cleaned of all extraneous matter and all cracks, nail holes, and other defects properly filled and smoothed. Wood trim shall be sanded to fine finish and wiped clean of dust.
3.04 SHOP PRIMING
A. The requirements Specification Section 09 9700 – Special Coatings will govern over this Specification Section requirements.
B. Shop priming shall be done with primers that are guaranteed by the equipment manufacturer to be compatible with the finish paints to be used.
C. The CONTRACTOR shall coordinate all paint materials supplied in the shop and field.
3.05 APPLICATION
A. On metal surfaces apply each coat of paint at the rate specified by the manufacturer to achieve the minimum dry mill thickness required. One gallon of paint as originally furnished by the manufacturer shall not cover a greater area when applied by spray gun than when applied un-thinned by brush. Deficiencies of film thickness shall be corrected.
B. On masonry, the application rates will vary according to surface texture; however, in no case shall the manufacturer's stated coverage rate be exceeded.
C. On porous surfaces, it shall be the painter's responsibility to achieve a protective and decorative finish either by decreasing the coverage rate of by applying additional coats of paint.
D. Evenly brush out each finish coat and permit to dry per manufacturer's recommendation before applying any subsequent coats.
E. All paints and catalogs shall be maintained at a minimum manufacturer's application temperature before applying.
F. Successive coats of paint shall be tinted so as to make each coat easily distinguishable from each other with the final undercoat tinted to a darker shade than the finish coat.
G. Finish surfaces shall not show brush marks or other irregularities. Undercoats shall be thoroughly and uniformly sanded with No. 00 sandpaper or equal to remove defects and provide a smooth even surface.
H. Painting shall be continuous and shall be accomplished in an orderly manner so as to facilitate inspection. Materials subject to weathering shall be prime coated as quickly as possible. Surfaces of exposed members that will be inaccessible after erection shall be cleaned and painted before erection.
B629 LAMPSON WELL TREATMENT
PAINTING 09 9100-6
I. All surfaces to be painted as well as the atmosphere in which painting is to be done shall be maintained at the conditions recommended by manufacturer by heating and ventilating, if necessary, until each coat of paint has hardened. Any defective paint shall be removed and the surface repainted.
J. Perform all required back priming work before items are installed.
3.06 REINSTALLATION OF REMOVED ITEMS
A. Following completion of painting in each space, promptly reinstall all items removed for painting, using only workmen skilled in the particular trade.
3.07 CLEANING
A. During the progress of Work, do not allow the accumulation of empty containers or other excess items except in areas specifically reserved for that purpose.
B. Take all precautions to prevent accidental spillage of paint materials. In the event of spilling, immediately remove all spilled materials and the waste and other equipment used to clean up the spill, and wash surfaces to their original undamaged condition.
C. Touch-up and restore finish where damaged.
D. Remove all trash and accumulated materials of a painting nature from premises at the completion of the Work.
E. Paint spots, oil or stains upon adjacent surfaces shall be removed. Any damage to Work of other trades or equipment caused from painting shall be made good at no additional expense.
F. Do not mark surface finish of items being cleaned.
G. Leave entire job clean (including paint storage space).
3.08 FINAL INSPECTION
A. Protect all painted surfaces against damage until the date of final acceptance of the Work.
B. Conduct a final inspection of all painting work and repaint or retouch any areas or surfaces found deficient in complying with these Specifications.
END OF SECTION 09 9100
B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-1
SECTION 09 9700 - SPECIAL COATINGS
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Provide all labor, materials, equipment and services required for accomplishing special coatings on equipment, tanks or piping in accordance with the Contract Documents.
1.02 SPECIAL NOTICE
A. Because there exists in this project corrosive agents in the liquids and, in certain areas, in the atmosphere, special coatings for protecting the select equipment, structures, and appurtenances are required. The service requirements of the coatings are harsh and only products with an extended history of successful application will be acceptable.
B. Related Sections:
1. Division 01 – General Requirements
2. Division 05 – Metals
3. Section 09 9100 – Painting
4. Division 11 – Equipment
C. Wherever detailed coating/painting requirements are covered under an equipment or product specification, the Specifications herein, shall govern over those coating requirements, with respect to surface preparation, coat materials, coats, thickness and coverage with the exception of manufacturer’s supplied coatings and protection. The ENGINEER shall determine if the manufacturer’s supplied coatings are adequate.
1.03 ACCEPTABLE PRODUCTS
A. Specified products are specified as the standard of quality. Products are listed to establish a minimum standard of quality. Equivalent materials of other manufacturers may be submitted on written approval of the Engineer. As part of the proof of quality and performance equivalency, the Engineer will require at the cost of the Contractor, certified test reports from a nationally known, reputable and independent testing laboratory conducting comparative tests as directed by the Engineer between the product specified and the requested substitution.
B. Requests for substitution shall include manufacturer's literature for each product giving name, product number, and generic type, descriptive information, solids by volume, recommended dry film thickness and certified lab test reports showing results to equal the performance criteria of the products specified herein. All materials must meet all local, state and Federal regulations including and not limited to the Air Quality Management District. In addition, a list of five projects shall be submitted in which each product has been used and rendered satisfactory service.
1.04 ITEMS REQUIRING SPECIAL COATING
A. See Coating Schedules as listed in PART 2 – PRODUCTS.
1.05 ITEMS NOT REQUIRING SPECIAL COATING
A. The metal surfaces of stainless steel, chromium plate, galvanized and aluminum that are not now coated will not require field coating. Do not apply coating over any code-required labels, glass items, gauges and name plates. It is also important not to coat any moving parts or operating units, valves or stems, or any mechanical and electrical parts such as valve and damper operators, linkages. It is the contactor’s responsibility to protect any surface that is not to receive a coating.
1.06 QUALITY ASSURANCE
A. Qualification of Coaters: Qualification of Coaters: All coating shall be done by qualified, skilled and experienced craftsmen. In the acceptance or rejection of completed coating, no allowance will be made for lack of skills on the part of the craftsmen.
1. SSPC-QP-1 Certified- Field Application to Complex Industrial and Marine Structures B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-2
2. SSPC-QP-3 Certified- Shop Painting Certification
B. Coating Labels: Labels on coating containers shall include the following:
1. Manufacturer’s name.
2. Generic type of coat.
3. Manufacturer’s stock number.
4. Color.
5. Instructions for thinning where applicable.
C. Field Quality Control: Coating film thickness shall be subject to measurement with electrometer, wet film gauge, low or high voltage meter and/or applicable measuring instruments acceptable to the ENGINEER. If dry film thickness is found to be less than specified, or coverage is not uniform, an additional coating to correct thickness or appearance at no additional cost shall be applied.
D. Compatibility:
1. Compatibility of all coatings used shall be required. A compatible coating will be considered a coat, which precludes adverse effects related to bonding, drying delamination, scaling, lifting and bleeding.
2. In cases where shop-applied primers and coatings on materials and equipment furnished by suppliers are products different from those described in the Specifications, compatibility with the specified field-applied coating system shall be verified by the Contractor.
3. Where thinning is necessary, only the products of the manufacturer furnishing the coating, and products for thinning purposes only, will be allowed.
E. Thickness and Spreading Rates:
1. Minimum dry mil thickness per coat (MDMTPC) and/or spreading rates in square feet per gallon shall be governed by the manufacturer’s current data sheets or literature containing recommendations or instructions regarding these values. These recommended dry mil thickness and/or spreading rate values will be considered requirements to be met same as if set out herein; these Do Not exceed manufacturer’s recommended coverage rates.
2. The number of coats to be applied are specified herein and shall govern. Where the total dry film thickness is specified, this thickness shall govern over the MDMTPC.
1.07 PRODUCT DELIVERY, HANDLING AND STORAGE
A. Delivery: All materials shall be brought to the job site in the original sealed and labeled containers of the coating manufacturer. All labels shall be legible and intact at time of use.
B. Manufacturer’s Instruction: Coating manufacturer’s written instructions for proper surface preparation, mixing, thinning, application and drying shall be furnished with the coating and strictly followed.
C. Storage of Materials:
1. Store only acceptable materials on project site.
2. Store only in a suitable and designated area restricted to the storage of coating materials and related equipment.
3. Comply with all applicable health and fire regulations regarding the storage of coating materials.
4. Storage of material shall comply with the manufacturer’s specifications; however, storage shall be at a minimum temperature of 50 degrees F.
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SPECIAL COATINGS 09 9700-3
D. Protection of Materials:
1. Take all necessary precautions to ensure the safe storage and use of coating materials and the prompt and safe disposal of waste.
2. Coating wastes shall be properly deposited in containers made for this purpose.
3. Take all necessary precautions to protect coating materials before, during and after application and to protect the finished work.
E. Replacement: In the event of damage to coating materials, immediately make all replacements necessary to the approval of the ENGINEER and at no additional cost.
F. Product delivery, handling and storage shall be in accordance with Part 1 of this Section and the manufacturer’s recommendations.
1.08 JOB CONDITIONS
A. Environmental Requirements:
1. Comply with manufacturer’s recommendations as to environmental conditions under which coatings and coating systems can be applied.
2. Do not apply finish in areas where dust and/or mist is being generated.
B. Climatic Conditions: Coating shall not be applied if:
1. The ambient temperature or temperature of the surface to be coated is below 50 degrees F or below the temperature recommended by the coating manufacturer.
2. The relative humidity is above 85 percent.
3. The relative humidity is such that the coating will not dry properly in accordance with the manufacturer’s instructions.
C. Protection:
1. Protect with drop cloths, masking or other acceptable means all surfaces which could be damaged in function or appearance by coating, including surfaces not being coated concurrently and surfaces not to be coated.
2. Hardware, accessories, fixtures and similar items shall be removed and replaced after completion of coating.
3. Spray coating will not be permitted when it will cause damage to adjacent or otherwise located surfaces.
4. All coating splatters on glass shall be wiped off immediately.
PART 2 - PRODUCTS
2.01 COATING SYSTEMS FOR STEEL - STRUCTURAL, TANKS, ROOF DECKING, PIPE, AND
EQUIPMENT
A. Exterior Exposed:
1. System Type: Aromatic Urethane Zinc rich Primer/Epoxy/Polyurethane
2. Surface Preparation: SSPC-SP 6
3. Primer:
a. Sherwin Williams Corothane Galvapac 2K @ 3.0 – 5.0 mils DFT 2K 100 for Low VOC
b. Tnemec Series 90-97 Tneme Zinc @ 2.5-3.5 0 mils DFT. 94 H2O for Low VOC
4. Intermediate Coat:
a. Sherwin Williams Macropoxy 646; 4.0 – 8.0 mils DFT. 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
5. Finish Coat:
a. Sherwin Williams Hi Solids Polyurethane @ 3.0 – 5.0 mils DFT. 250 or 100 for Low VOC
b. Series 1075 Endura-Shield II; 2.5 to 3.5 mils DFT. 1095 for Low VOC
6. Total DFT: 9.5 to 14.5 mils
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SPECIAL COATINGS 09 9700-4
B. Interior Exposed:
1. System Type: Epoxy
2. Surface Preparation: SSPC-SP 6
3. Primer:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 3.0 to 5.0 mils DFT. L69 for Low VOC
4. Finish Coat:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
5. Total DFT: 7.0 to 11.0 mils
C. Immersion, Potable Water:
1. System Type: Epoxy
2. Surface Preparation: SSPC-SP 10
3. Primer:
a. Sherwin Williams Macropoxy 5500; 4.0 – 8.0 mils DFT
b. Tnemec Series N140 Pota Pox Plus ; 4.0 to 6.0 mils DFT. L140 for Low VOC
4. Intermediate Coat:
a. Sherwin Williams Macropoxy 5500; 4.0 – 8.0 mils DFT
b. Tnemec Series N140 Pota Pox Plus ; 4.0 to 6.0 mils DFT. L140 for Low VOC
5. Finish Coat:
a. Sherwin Williams Macropoxy 5500; 4.0 – 8.0 mils DFT
b. Tnemec Series N140 Pota Pox Plus ; 4.0 to 6.0 mils DFT. L140 for Low VOC
6. Total DFT: 12.0 to 18.0 mils.
Or
1. System Type: Ultra High Solids Epoxy
2. Surface Preparation: Abrasive blast clean per SSPC-SP10, 2.5 – 4 mil profile
3. Primer:
a. For stripe coat application to all welds and irregular surfaces b. Sherwin Williams Macropoxy 5500; 4.0 – 6.0 mils DFT
c. Tnemec Series N140 Pota Pox Plus; 4.0 to 6.0 mils DFT. L140 for Low VOC
4. Finish Coat:
a. For finish coat application over all surfaces
b. Sherwin Williams Sherplate PW or Duraplate UHS; 20.0 – 30.0 mils DFT c. Tnemec Series 20 or 22; 20.0 - 30.0 mils DFT
5. Total DFT: 20.0 to 30.0 mils
D. Interior/Immersion, Severe Exposure to H2S:
1. System Type: Modified Epoxy
2. Surface Preparation: White Metal Blast SSPC-SP 5 with minimum 3.0-mil profile
3. Primer/Finish (One or More Coats):
a. Sherwin Williams Duraplate 6100 or Novaplate 325; 30.0 – 40.0 mils DFT b. Tnemec Series 435 Perma-Glaze; 30.0 to 36.0 mils DFT
4. Total DFT: 30.0 to 36.0 mils
E. Marginally Prepared Surfaces (Maintenance, Non-Immersion, Interior):
1. System Type: Mastic epoxy, solvent orwater based
2. Surface Preparation: In accordance with manufacturer’s instructions
3. Primer:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Tnemec Series Series 27 WB Typoxy 4.0 to 6.0 mils DFT
4. Finish Coat:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-5
b. Tnemec Series 27 WB Typoxy 4.0 to 6.0 mils DFT
5. Total DFT: 8.0 to 12.0 mils
F. Marginally Prepared Surfaces (Maintenance, Non-Immersion, Exterior):
1. System Type: Mastic Epoxy/Polyurethane
2. Surface Preparation: In accordance with manufacturer’s instructions
3. Primer:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Tnemec Series 27 WB Typoxy 4.0 to 6.0 mils DFT
4. Finish Coat (Exterior):
a. Sherwin Williams Hi Solids Polyurethane; 3.0 – 5.0 mils DFT; 250 or 100 for Low VOC
b. Series 1075 Endura-Shield II; 2.5 to 3.5 mils. DFT 1095 for Low VOC
5. Total DFT: 6.5 to 9.5 mils
G. Below Ground Pipe (Heat Resistant to 375 F and Corrosion Resistant):
1. System Type: Moisture Cure Urethane Zinc Rich Primer/Inorganic Hybrid water borne Epoxy
2. Surface Preparation: Near White Metal Blast SSPC-SP-10 with an angular anchor profile of 1-2 mils
3. Primer:
a. Sherwin Williams Corothane Galvapac 2K; 3.0 – 5.0 mils DFT. 100 for low VOC b. Tnemec Series 90E-92 Tneme Zinc ; 2.5 to 3.5 mils DFT
4. Intermediate Coat:
a. Sherwin Williams N/A
b. Tnemec Series 1224 Epoxoline WB @ 4.0 – 8.0 mils DFT
5. Finish Coat:
a. Sherwin Williams Sherglass FF; 8.0 - 16.0 mils DFT
b. Series 1224 Epoxoline WB; 4.0 – 8.0 mils DFT
6. Total DFT: 10.5 to 19.5 mils.
Or
1. System Type: Reinforced Novolac Epoxy
2. Surface Preparation: Near White Metal Blast SSPC-SP-10 with an angular anchor profile of 1-2 mils
3. Primer:
a. Sherwin Williams Epo Phen HT Coating; 7.0 - 9.0 mils DFT
4. Finish Coat:
a. Sherwin Williams Epo Phen HT Coating; 7.0 - 9.0 mils. DFT
5. Total DFT: 14.0 to 18.0 mils
2.01 COATING SYSTEMS FOR FACTORY PRIMED STEEL - DOORS, FRAMES, AND
MISCELLANEOUS EQUIPMENT
A. Interior Exposed:
1. System Type: Acrylic
2. Surface Preparation: Clean and dry
3. Primer: Factory primed
4. Field Primer:
a. Sherwin Williams ProCryl Universal Primer; 2.0 - 4.0 mils DFT b. Tnemec Series 115 Uni Bond DF; 2.0 to 3.0 mils DFT
5. Finish Coat:
a. Sherwin Williams Shercryl HPA; 2.0 – 4.0 mils DFT. Pro Industrial Acrylic for low VOC
b. Tnemec Series 1029 Enduratone ; 2.0 - 3.0 mils. DFT
B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-6
6. Total DFT: 4.0 to 6.0 mils (on top of shop primer).
Exterior Exposed:
1. System Type: Inorganic Hybrid Water Based Epoxy/Polyurethane
2. Surface Preparation: Clean and dry
3. Primer: Factory primed
4. Field Primer:
a. Sherwin Williams Pro Industrial WB Cat Epoxy B73; 3.0 – 5.0 mils DFT b. Tnemec Series 27 Typoxy WB ; 3.0 - 5.0 mils DFT
5. Finish Coat:
a. Sherwin Williams Pro Industrial WB Acrolon 100 B65; 2.0 – 4.0 mils DFT b. Tnemec Series 1075 Endura-Shield II; 2.5 - 3.5 mils. DFT 1095 for Low VOC
6. Total DFT: 5.5 to 8.5 mils (on top of shop primer)
2.01 COATING SYSTEMS FOR GALVANIZED STEEL AND NONFERROUS METAL - PIPE AND
MISCELLANEOUS FABRICATIONS
A. Interior Exposure:
1. System Type: Acrylic
2. Surface Preparation: In accordance with manufacturer’s instructions and ASTM D6386
3. Primer:
a. Sherwin Williams ProCryl Primer; 2.0 – 3.0 mils DFT
b. Tnemec Series 115 Uni Bond DF ; 2.0 - 3.0 mils DFT
4. Finish Coat:
a. Sherwin Williams Shercryl HPA; 2.0 – 4.0 mils DFT. Pro Industrial Acrylic for low VOC
b. Tnemec Series 1029 Enduratone; 2 .0 - 3 .0 mils DFT
5. Total DFT: 4 .0 to 6 .0 mils
B. Exterior Exposure:
1. System Type: Acrylic
2. Surface Preparation: In accordance with manufacturer’s instructions and ASTM D 6386
3. Primer:
a. Sherwin Williams ProCryl Primer; 2.0 – 3.0 mils DFT
b. Tnemec Series 115 Uni Bond DF ; 2 .0 to 3 .0 mils DFT.
4. Finish Coat:
a. Sherwin Williams Shercryl HPA; 2.0–4.0 mils DFT. Pro Industrial Acrylic for low VOC. b. Tnemec Series 1029 Enduratone ; 2.0 to 3.0 mils. DFT
5. Total DFT: 4.0 to 6.0 mils
2.01 COATING SYSTEMS FOR DUCTILE OR CAST IRON - PIPE, PUMPS, AND VALVES A. Interior Exposure:
1. System Type: Epoxy.
2. Surface Preparation: In accordance with manufacturer’s instructions.
3. Primer:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
4. Finish Coat:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Series N69 Hi-Build Epoxoline II; 4.0 - 6.0 mils DFT. L69 for Low VOC
5. Total DFT: 8.0 to 12.0 mils
B. Exterior Exposure:
1. System Type: Epoxy/Polyurethane
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SPECIAL COATINGS 09 9700-7
2. Surface Preparation: In accordance with manufacturer’s instructions
3. Primer:
a. Sherwin Williams Macropoxy 646; 4 – 8 mils DFT. M646 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 4.0 - 6.0 mils DFT. L69 for Low VOC
4. Finish Coat:
a. Sherwin Williams Hi Solids Polyurethane; 3.0–5.0 mils DFT. 250 or 100 for low VOC b. Series 1075 Endura-Shield II; 2.5 - 3.5 mils DFT. 1095 for Low VOC
5. Total DFT: 6.5 to 9.5 mils
C. Below Ground:
1. System Type: Coal tar epoxy
2. Surface Preparation: In accordance with manufacturer’s instructions
3. Prime/Finish Coat:
a. Sherwin Williams Targuard Coal Tar Epoxy; 16 – 32 mils DFT. 100 for low VOC b. Series 46H-413 Hi-Build Tneme-Tar; 14.0 - 20.0 mils DFT. Series 27 WB Typoxy for Low VOC
4. Total DFT: 14.0 to 20.0 mils
D. Immersion, Potable Water:
1. System Type: Epoxy
2. Surface Preparation: In accordance with manufacturer’s instructions
3. Primer:
a. Sherwin Williams Macropoxy 5500; 4.0 – 6.0 mils DFT
b. Series N140 Pota Pox Plus; 4.0 to 6.0 mils DFT. L140 for Low VOC
4. Intermediate Coat:
a. Sherwin Williams Macropoxy 5500; 4.0 – 6.0 mils DFT
b. Series N140 Pota Pox Plus; 4.0 - 6.0 mils DFT. L140 for Low VOC
5. Finish Coat:
a. Sherwin Williams Macropoxy 5500; 4.0 – 6.0 mils DFT
b. N69 Hi-Build Epoxoline II; 4.0 - 6.0 mils DFT. L140 for Low VOC
6. Total DFT: 12.0 to 18.0 mils
Or
1. System Type: Ultra High Solids Epoxy.
2. Surface Preparation: Abrasive blast clean per SSPC-SP10, 2.5 – 4 mil profile
3. Primer:
a. For stripe coat application to all welds and irregular surfaces. b. Sherwin Williams Macropoxy 5500; 4.0 – 6.0 mils DFT
c. Tnemec Series N140 Pota Pox Plus; 4.0 to 6.0 mils DFT. L140 for Low VOC
4. Finish Coat:
a. For finish coat application over all surfaces.
b. Sherwin Williams Sherplate PW or Duraplate UHS; 20.0 – 30.0 mils DFT c. Tnemec Series 20 or 22; 20.0 - 30.0 mils DFT
5. Total DFT: 20.0 to 30.0 mils
E. Immersion, Severe Exposure to H2S
1. System type: Modified Polyamine Ceramic Epoxy
2. Surface preparation: In accordance with manufacturer’s recommendation
3. Primer/Finish (One or more coats):
a. Sherwin Williams Duraplate 6100 or Novaplate 325; 30 – 40 mils DFT b. Tnemec Series 431 Perma Glaze; 30-40 mils DFT
4. Total DFT: 30-40 mils.
B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-8
2.01 COATING SYSTEMS FOR PVC
A. Interior Exposure:
1. System Type: Epoxy
2. Surface Preparation: Scarify
3. Primer:
a. Sherwin Williams Macropoxy 646; 4.0 – 8.0 mils DFT. M646 100 for Low VOC b. Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
4. Finish Coat:
a. Sherwin Williams Macropoxy 646; 4.0 – 8.0 mils DFT. M646 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
5. Total DFT: 8.0 to 12.0 mils.
B. Exterior Exposure:
1. System Type: Epoxy/Polyurethane.
2. Surface Preparation: Scarify
3. Primer:
a. Sherwin Williams Macropoxy 646; 4.0 – 8.0 mils DFT. M646 100 for Low VOC b. Series N69 Hi-Build Epoxoline II; 4.0 - 6.0 mils DFT. L69 for Low VOC
4. Finish Coat:
a. Sherwin Williams Hi Solids Polyurethane; 3.0 – 5.0 mils DFT. 250 or 100 for low VOC.
b. Series 1075 Endura-Shield II; 2.5 to 3.5 mils. DFT. 1095 for Low VOC
5. Coating provided shall contain UV inhibitor.
2.01 COATING SYSTEMS FOR PRECAST CONCRETE AND CAST-IN-PLACE CONCRETE (REQUIRE WHERE INDICATED IN PLANS)
A. Exterior Exposed:
1. System Type: Acrylic
2. Surface Preparation: SSPC-SP 13/NACE 6. Clean and dry
3. Primer:
a. Sherwin Williams Loxon XP; 4.0 – 8.0 mils DFT
b. Tnemec Series 180 W.B. Tneme-Crete; 4.0 to 8.0 mils DFT
4. Finish Coat:
a. Sherwin Williams Loxon XP; 4.0 – 8.0 mils DFT
b. Tnemec Series 180 W.B. Tneme-Crete; 4.0 to 8.0 mils DFT
5. Total DFT: 8.0 to 16.0 mils
B. Below Grade:
1. System Type: Coal tar
2. Surface Preparation: SSPC-SP 13/NACE 6. Clean and dry
3. Primer:
a. Sherwin Williams Targuard Coal Tar Epoxy; 8.0 – 16.0 mils DFT. 100 for low VOC b. Series 46-465 H.B. Tnemecol. DFT 8.0 to 12.0 mils
4. Finish Coat:
a. Sherwin Williams Targuard Coal Tar Epoxy; 8.0 – 16.0 mils DFT. 100 for low VOC b. Tnemec Series 46-465 H.B. Tnemecol. DFT 8.0 to 12.0 mils
5. Total DFT: 16.0 to 24.0 mils
C. Interior Exposed:
1. System Type: Epoxy
2. Surface Preparation: SSPC-SP 13/NACE 6. Abrasive Blast Cleaning
3. Patching:
a. Sherwin Williams Duraplate 2300 (as needed)
B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-9
b. Series 218 MortarClad (as needed)
4. Primer:
a. Sherwin Williams Macropoxy 646; 4.0 – 8.0 mils DFT. M646 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
5. Finish Coat:
a. Sherwin Williams Macropoxy 646; 4.0 – 8.0 mils DFT. M646 100 for Low VOC b. Tnemec Series N69 Hi-Build Epoxoline II; 4.0 to 6.0 mils DFT. L69 for Low VOC
6. Total DFT: 8.0 to 12.0 mils
D. Severe Service - Immersion, H2S Exposure or Chemical Corrosion Protection (Light to Heavy Abrasion):
1. System I (H2S less than 50 ppm, Light Abrasion)
a. System Type: Modified Epoxy
b. Surface Preparation: SSPC-SP 13/NACE 6. Abrasive blast clean to ICRI 310.2, CSP 4–6.Surfacing and Patching:
1) Sherwin Williams Duraplate 2300; 1/16 inch DFT
2) Tnemec Series 218 MortarClad; 1/16 inch DFT (nominal 62.5 mils) c. Primer/Finish (One or More Coats):
1) Sherwin Williams Duraplate 6100; 1/16 inch DFT
2) Tnemec Series 435 Perma-Glaze; 20.0 to 30.0 mils DFT
2. System II (H2S less than 100 ppm, Moderate to Heavy Abrasion) a. System Type: Modified Epoxy Mortar
b. Surface Preparation: SSPC-SP 13/NACE 6. Abrasive blast clean to ICRI 310.2, CSP 4–6 c. Patching:
1) Sherwin Williams Duraplate 2300; As needed
2) Tnemec Series 218 MortarClad; As Needed
d. Series 434 Perma-Shield H2S; 1/8 inch DFT (nominal 125 mils)
3. System III (H2S more than 100 ppm, Moderate to Heavy Abrasion) a. System Type: Modified Epoxy Mortar.
b. Surface Preparation: SSPC-SP 13/NACE 6. Abrasive blast clean to ICRI 310.2, CSP 4–6
c. Patching:
1) Sherwin Williams Duraplate 2300
2) Tnemec Series 218 MortarClad; As Needed
d. Mortar:
1) Sherwin Williams Duraplate 6100; 1/8 inch DFT (nominal 125 mils) 2) Series 434 Perma-Shield H2S; 1/8 inch DFT (nominal 125 mils) e. Finish (One or More Coats):
1) Sherwin Williams Duraplate 6100; 20.0 – 30.0 mils DFT 2) Series 435 Perma-Glaze; 20.0 - 30.0 mils DFT
4. System IV (H2S more than 100 ppm, Moderate to Heavy Abrasion) a. System Type: Semi Structural Epoxy.
b. Surface Preparation: SSPC-SP 13/NACE 6. Abrasive blast clean to ICRI 310.2, CSP 4–6
c. Surfacing:
1) Sherwin Williams Duraplate 2300, ¼ inch DFT nominal 250 mils d. Finish (One or More Coats):
1) Sherwin Williams Duraplate 6100; 125.0 – 150.0 mils DFT
5. Chemical Corrosion Protective Coating
a. Surface Preparation: SSPC-SP 13/NACE 6. Abrasive blast clean to ICRI 310.2, CSP 4–6.
B629 LAMPSON WELL TREATMENT
SPECIAL COATINGS 09 9700-10
b. Primer:
1) Sherwin Williams Duraplate 235 PW, Phenalkamine Epoxy; 1-coat @ 4-8 mils DFT
c. Finish (One or More Coats):
1) Sherflex Elastomeric Urethane; Aromatic Hybrid Polyurethane; 1-coat @ 60-80 mils DFT
2.01 COATING SYSTEMS FOR CONCRETE BLOCK MASONRY
1. Exposed, indoors and outdoors, as shown
a. System: Acrylic, Concrete: High molecular weight acrylic coating material shall have a minimum solids content of 35 percent by volume. Prime coat shall be an acrylic filler and sealer for concrete surfaces.
1) Prime coat (Filler/sealer), Tnemec 180 Tneme-Crete, Sanitile 100, or equal. 2) Finish coats (2 or more, DFT = 3 mils), Tnemec 180 Tneme- Crete, Carbocrylic 3359 MC (DFT = 6 mils) or equal.
2. Submerged in wastewater, including all vertical masonry surfaces above waterline as shown. a. System: Epoxy Mortar: High-build, 3-componet amine cured epoxy mortar, shall have a solids content of 100 percent by volume, suitable for long-term immersion and atmospheric exposure to wastewater. Filler-resurfacer compound shall be a 3-component epoxy cementitious thin overlay material used to fill voids and rough areas and must feather-edge capable. Epoxy Glaze (finish) coat shall be a 100-percentsolids epoxy suitable for long-term immersion and atmospheric exposure to wastewater.
1) Filler/Resurfacre thin Overlay (Thickness = minimum 1/16”), Tnemec 218 MortarClad, or equal
2) Epoxy Mortar (DFT = 125 mils) Tnemec 434 Perma-Shield, or equal 3) Finish coat (DFT = 15-20 mils), Tnemec 435 Perma-Glaze, or equal
3. Exterior surfaces, above grade.
a. System: Waterproofing: Two coats of a clear, non-staining, silane-modified-siloxane masonry waterproofing material. The waterproofing system after application shall be provided with not less than a five-year warranty on the performance of the product. 1) Where EPA Allows Solvents: Chemstop, "WB Heavy Duty”; Rainguard, "XS", Chemprobe / Prime a Pell H2O; or equal
2) Where EPA Prohibits Solvents: Chemstop, "WB Regular / Heavy Duty"; Rainguard's "Blok-Lok"; Rainproof's "Chem-Trete #45", Chemprobe / Prime A Pell H2O; or equal
b. Surfaces shall be cleaned with a chemical (approved by waterproofing manufacturer) cleaner and power wash. Surfaces shall be clean and dry before application of waterproofing. Method and rate of application shall be in accordance with manufacturer's published instructions. A manufacturer's representative shall be present during applications if necessary for warranty.
PART 2 - EXECUTION
3.01 INSPECTION
A. Examine surfaces scheduled to receive coating for conditions that will adversely affect application, permanence or quality of work and which cannot be put into an acceptable condition through surface preparation.
B. Do not proceed with surface preparation or coating application until conditions are suitable.
3.02 ACCEPTANCE OF SURFACES
A. The commencement of coating work in any area or space will be construed as acceptance of the surface as being satisfactory.
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SPECIAL COATINGS 09 9700-11
3.03 PREPARATION AND APPLICATION
A. Preparation and application shall be in accordance with coating systems (Part 2).
3.01 FINAL INSPECTION
A. Protect all coated surfaces against damage until the date of final acceptance.
B. Conduct a final inspection of all coating work and recoat or retouch any areas or surfaces found deficient in complying with these Specifications.
3.01 PIPING IDENTIFICATION
A. All visible piping ¾-inch and greater which is accessible for maintenance and operations shall be color-coded and identified with appropriate identification markers. Direction of flow arrows are to be included with each identification mark unless otherwise specified.
B. Each marker shall be black lettering on a yellow or white background and have a clearly printed legend to identify the contents of the pipe.
C. Locations for pipe markers to be as follows:
1. Adjacent to each valve (except as plumbing fixtures and equipment)
2. At each branch and riser take-off
3. At each pipe passage through wall, floor and ceiling construction
4. At each pipe passage to underground
5. On all horizontal pipe runs, marked every 30 feet
3.01 PIPE COLOR CODE
Process or Fluid Description Color Tnemec Color #
Potable Water Dark Blue 11SF
Raw Sewage Dark Gray 33GR
Secondary/ Centrate Light Grey 31GR
Tertiary/Reclaimed Purple (Pantone) 14SF
Sludge Dark Brown 84BR
Backwash Waste Light Brown 68BR
Compressed Air Dark Green 91GN
Fire Protection Red 06SF
Foul Air White 11WH
Chlorine (Gas or Solution) Yellow 02SF
Polymer or Coagulant Aid Orange 04SF
END OF SECTION 09 9700
B629 LAMPSON WELL TREATMENT
SIGNAGE 10 1400-1
SECTION 10 1400 - SIGNAGE
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Budget allowance for signs
B. Room and door signs
C. Interior directional and informational signs
D. Luminous egress path marking and other "glow-in-the-dark" signs E. Emergency evacuation maps
F. Building identification signs
G. Plaques
H. Traffic signs
1.02 RELATED REQUIREMENTS
A. Section 22 1000 - Plumbing Piping.
B. Section 26 0553 - Identification for Electrical Systems.
1.03 PRICE AND PAYMENT PROCEDURES
A. See Section 01 2000 – Price and Payment Procedures.
B. Room and door signs are not covered by the allowance.
C. Allowance amount covers purchase and delivery but not installation.
1.04 REFERENCE STANDARDS
A. 36 CFR 1191 - Americans with Disabilities Act Accessibility Guidelines for Buildings and Facilities; Final Rule; current edition; (ADA Standards for Accessible Design).
B. ANSI/ICC A117.1 - American National Standard for Accessible and Usable Buildings and Facilities; International Code Council; 2009.
C. UL 1994 - Luminous Egress Path Marking Systems; Current Edition, Including All Revisions.
1.05 SUBMITTALS
A. See Section 01 3300 – Submittal Procedures.
B. Product Data: Manufacturer's printed product literature for each type of sign, indicating sign styles, font, foreground and background colors, locations, overall dimensions of each sign.
C. Signage Schedule: Provide information sufficient to completely define each sign for fabrication, including room number, room name, other text to be applied, sign and letter sizes, fonts, and colors.
1. When room numbers to appear on signs differ from those on the drawings, include the drawing room number on schedule.
2. When content of signs is indicated to be determined later, request such information from Owner through Engineer at least 2 months prior to start of fabrication; upon request, submit preliminary schedule.
3. Submit for approval by Owner through Engineer prior to fabrication.
D. Samples: Submit two samples of each type of sign, of size similar to that required for project, illustrating sign style, font, and method of attachment.
E. Selection Samples: Where colors are not specified, submit two sets of color selection charts or chips.
F. Verification Samples: Submit samples showing colors specified.
B629 LAMPSON WELL TREATMENT
SIGNAGE 10 1400-2
G. Manufacturer's Installation Instructions: Include installation templates and attachment devices.
H. Maintenance Materials: Furnish the following for Owner's use in maintenance of project.
1. See Section 01 6200 - Product Options, for additional provisions.
2. Curved Sign Media Suction Cups: One for each 100 signs; for removing media.
1.06 QUALITY ASSURANCE
A. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section with minimum three years of documented experience.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Package signs as required to prevent damage before installation.
B. Package room and door signs in sequential order of installation, labeled by floor or building.
C. Store tape adhesive at normal room temperature.
1.08 FIELD CONDITIONS
A. Do not install tape adhesive when ambient temperature is lower than recommended by manufacturer.
B. Maintain this minimum temperature during and after installation of signs.
PART 2 - PRODUCTS
2.01 MANUFACTURERS
A. Flat Signs:
1. Best Sign Systems, Inc: www.bestsigns.com
2. Cosco Industries (ADA signs); ADA Series 1: www.coscoarchitecturalsigns.com
3. Cosco Industries (non-ADA signs); Changeable Message Signs:
www.coscoarchitecturalsigns.com
4. Inpro; Aspen produced in one piece photopolymer media: www.inprocorp.com
5. Mohawk Sign Systems, Inc: www.mohawksign.com
6. Seton Identification Products: www.seton.com/aec
B. Curved Signs:
1. Vista System: www.vistasystem.com
C. Dimensional Letter Signs:
1. Cosco Industries; Cast Aluminum: www.coscoarchitecturalsigns.com
2. Inpro; S600-060: www.inprocorp.com
D. Plaques:
1. Cosco Industries; Cast Aluminum: www.coscoarchitecturalsigns.com E. Photoluminescent Marking and Signage:
1. Ecoglo, Inc; Guidance Strips: www.us.ecoglo.com
2.02 SIGNAGE APPLICATIONS
A. Accessibility Compliance: All signs are required to comply with ADA Standards for Accessible Design and ANSI/ICC A 117.1 and applicable building codes, unless otherwise indicated; in the event of conflicting requirements, comply with the most comprehensive and specific requirements.
B629 LAMPSON WELL TREATMENT
SIGNAGE 10 1400-3
B. Room and Door Signs: Provide a sign for every doorway, whether it has a door or not, not including corridors, lobbies, and similar open areas.
1. Sign Type: Flat signs with engraved panel media as specified
2. Provide "tactile" signage, with letters raised minimum 1/32 inch and Grade II braille
3. Character Height: 1 inch
4. Sign Height: 2 inches, unless otherwise indicated
5. Office Doors: Identify with room numbers to be determined later, not the numbers shown on the drawings; in addition, provide "window" section for replaceable occupant name.
6. Conference and Meeting Rooms: Identify with room numbers to be determined later, not the numbers shown on the drawings; in addition, provide "window" section with sliding "In Use/Vacant" indicator.
7. Service Rooms: Identify with room names and numbers to be determined later, not those shown on the drawings.
8. Rest Rooms: Identify with pictograms, the names "MEN" and "WOMEN", room numbers to be determined later, and braille.
C. Interior Directional and Informational Signs:
1. Sign Type: Same as room and door signs
2. Sizes: As indicated on the drawings
3. Allow for 20 signs 4 inches high by 16 inches long.
4. Wording of signs is scheduled on the drawings.
5. Where suspended, ceiling mounted, or projecting from wall signs are indicated, provide twosided signs with same information on both sides.
D. Luminous Egress Path Marking and Other "Glow-in-the-Dark" Signs: Photoluminescent media.
1. Provide luminous egress path marking as required by local authority having jurisdiction.
2. Allow for total of 100 directional signs, approximately 6 inches square.
3. Allow for 1000 linear feet of guidance strips.
4. Provide one numbered seat marker for each seat in auditorium and one numbered row marker for each row, each side of aisles.
E. Emergency Evacuation Maps:
1. Allow for one map per elevator lobby.
2. Map content to be provided by Owner.
3. Use clear plastic panel silk-screened on reverse, in brushed aluminum frame, screw-mounted.
F. Recognition/Donor Panels: Engraved panel media; individual name signs attached with magnetic tape to fixed panel.
1. Dimensions and Number of Name Signs: As indicated on the drawings.
2. Provide all name signs whether engraved or not, for uniform overall appearance.
3. Color: Color as selected.
4. Products:
a. Inpro; S460 Donor Board: www.inprocorp.com
b. Substitutions: See Section 01 6200 - Product Options G. Building Identification Signs:
1. Use individual metal letters.
2. Mount on outside wall in location shown on drawings.
H. Other Dimensional Letter Signs: Wall-mounted.
1. Exterior: Allow for total of 50 letters, 6 inches high, metal.
2. Interior: Allow for total of 50 letters, 6 inches high, metal.
I. Plaque: See Allowance for details.
J. Traffic Signs: To match campus standards; locate where indicated on the drawings.
B629 LAMPSON WELL TREATMENT
SIGNAGE 10 1400-4
2.03 SIGN TYPES
A. Flat Signs: Signage media without frame.
1. Edges: Square
2. Corners: Square
3. Frame Finish: Natural (clear) anodized
4. Clear Cover: For customer produced sign media, provide clear cover of polycarbonate plastic, glossy on back, non-glare on front.
5. Wall Mounting of One-Sided Signs: Tape adhesive
6. Wall and Ceiling Mounting of Two-Sided Signs: Aluminum wall bracket, powder coated, color selected from manufacturer's standard colors, attached with screws in predrilled mounting holes, set in clear silicone sealant
7. Suspended Mounting: Stainless steel suspension cables, cable clamps, and ceiling fastener suitable for attachment to ceiling construction indicated B. Radius / Curved Signs: One-piece, curved extruded aluminum media holder securing flat, flexible sign media by curved lip on two sides; other two sides closed by end caps; concealed mounting attachment.
1. Sizes: As indicated on the drawings
2. Finish: Natural (clear) anodized
3. Sign Orientation: Curved in horizontal section
4. End Caps: Aluminum with finish matching frame and stainless steel screw attachment
5. End Caps: Plastic, color selected from manufacturer's standard colors, paintable
6. Clear Cover: For customer produced sign media, provide clear cover of polycarbonate plastic, glossy on back, non-glare on front.
7. Wall Mounting of One-Sided Signs: Mechanical anchorage, with predrilled holes, and set in clear silicone sealant
8. Wall and Ceiling Mounting of Two-Sided Signs: Aluminum wall bracket, powder coated, color selected from manufacturer's standard colors, attached with screws in predrilled mounting holes, set in clear silicone sealant
9. Mounting of Floor Mounted Pylon Signs: Oval shaped steel base anchored to floor
10. Suspended Mounting: Stainless steel suspension cables, cable clamps, and ceiling fastener suitable for attachment to ceiling construction indicated
11. Directories: For customer-produced media; provide divider strips.
C. Color and Font: Unless otherwise indicated:
1. Character Font: Helvetica, Arial, or other sans serif font
2. Character Case: Upper case only
3. Background Color: Clear
4. Character Color: Contrasting color
2.04 ACCESSORIES
A. Concealed Screws: Stainless steel, galvanized steel, chrome plated, or other non-corroding metal B. Exposed Screws: Chrome plated
C. Tape Adhesive: Double sided tape, permanent adhesive PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify that substrate surfaces are ready to receive work.
B629 LAMPSON WELL TREATMENT
SIGNAGE 10 1400-5
3.02 INSTALLATION
A. Install in accordance with manufacturer's instructions.
B. Install neatly, with horizontal edges level.
C. Locate signs where indicated:
1. Room and Door Signs: Locate on wall at latch side of door with centerline of sign at 60 inches above finished floor.
2. If no location is indicated obtain Owner's instructions.
D. Protect from damage until Substantial Completion; repair or replace damage items.
END OF SECTION 10 1400
B629 LAMPSON WELL TREATMENT
FIBER REINFORCED POLYMER (FRP) BUILDINGS 13 1000-1
SECTION 13 1000 - FIBER REINFORCED POLYMER (FRP) BUILDINGS PART 1 - GENERAL
DESCRIPTION
A. The CONTRACTOR shall furnish and install all FRP buildings, equipment, components and accessories as specified herein. All said buildings, equipment, components and accessories shall be provided by a single supplier or manufacturer to assure compatibility and proper performance.
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. All buildings, equipment, components and accessories shall be designed, manufactured, inspected and delivered in accordance with the latest edition of the following specifications, codes and standards:
ASTM D790 Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials
ASTM D2563 Standard Practice for Classifying Visual Defects in Glass-Reinforced Plastic Laminate Parts
ASTM D2583 Standard Test Method for Indentation Hardness of Rigid Plastics by Means of a Barcol Impressor
B. Related Sections:
1. Division 26: Electrical
WARRANTY
A. The FRP building shall be provided with a minimum ten- (10-) year manufacturer’s warranty against defects in material and workmanship. All equipment, components and accessories shall be provided with a minimum two- (2-) year CONTRACTOR warranty against defects in material and workmanship unless otherwise stated in the project bid documents.
SUBMITTALS
A. The supplier or manufacturer shall submit the following documents for acceptance prior to manufacturing, assembling and/or shipping the specified buildings, equipment, components or accessories:
1. Complete fabrication drawings showing all materials and dimensions of the FRP building and associated appurtenances.
2. Complete assembly drawings showing the locations of all equipment, components and accessories to be provided by the manufacturer or supplier in accordance with this specification.
3. Original Equipment Manufacturer (OEM) product data sheets for all equipment, components and accessories being provided by the manufacturer or supplier in accordance with this specification.
4. If required per section 2.02, submit complete design calculations for all design loads including: dead loads, live loads, wind loads, and seismic loads prepared and signed by Registered Civil Engineer licensed in the State of which the project will be completed.
5. Detailed information and/or drawings showing standard options for building anchorage. All material, equipment, labor and provisions associated with the FRP building foundation and anchorage design and construction shall not be made part of this specification section and shall not be provided by the FRP building supplier or manufacturer.
6. Instructions and recommendations for unloading, handling, storage, and installation.
DELIVERY, STORAGE AND HANDLING
A. The manufacturer or supplier shall take reasonable precautions to protect all products covered within this specification section from damage during shipment.
B629 LAMPSON WELL TREATMENT
FIBER REINFORCED POLYMER (FRP) BUILDINGS 13 1000-2
B. The CONTRACTOR shall take the proper precautions to protect all products covered within this specification section from damage following receipt of shipment. Damage incurred while loading, unloading, moving, storing, assembling or installing the products covered within this specification section shall be the sole liability of the CONTRACTOR.
PART 2 - PRODUCTS
2.01 APPROVED MANUFACTURERS AND SUPPLIERS
A. Orenco Composites, a Division of Orenco Systems, Inc. – Roseburg, OR – (541) 459-6970 B. Or Engineer Approved Equal
2.02 FRP BUILDING DESIGN AND MANUFACTURING REQUIREMENTS A. Provide an FRP building (s) meeting the following requirements:
1. Structure Name: City of Seal Beach Lampson Treatment Electrical Building a. Electrical Room (Building):
1) Exterior Width: 10’
2) Side Wall Height: 10’
3) Length: 10’
2. FRP Floor Required: No
3. PE Stamped Structural/Seismic Calculations Required: Yes
4. Exposure: C
5. Category: III
6. Design Velocity (Wind): 115 mph
7. Minimum Design Thermal Resistance: R-24
8. Exterior Color: Per OWNER Preference
9. Interior Color: White
B. The FRP building shall be a seamless, molded, one-piece building manufactured using a closedmolded RTM or vacuum-infusion process. Open-molded and/or panel assembled buildings shall not be acceptable. To ensure a seamless, strong and weather-proof design, a building shall be determined panel assembled (and therefore not allowed) if any portion of the walls and/or roof are molded or manufactured individually.
C. To reduce the risk of delamination due to rotting, swelling and/or rusting, the FRP building shall be manufactured of 100% composite materials. Embedded wood and or ferrous metals shall not be allowed.
D. The ability to move existing equipment and/or install new equipment within the structure is critical for future use. To ensure full and unimpeded equipment mounting access to all interior and exterior wall locations all structural laminates shall be of sufficient strength to handle direct mounting of heavy equipment using standard, readily available mounting hardware. Specifically, each piece of mounting hardware shall be rated to an ultimate pull-out strength of 1,750lbs (minimum) when properly anchored within the structural laminate. Equipment mounting boards of any type or material shall not be allowed as they restrict mounting access for future equipment and introduce degradable materials into the structure.
E. The FRP building shall be manufactured from fiberglass reinforced polyester resin, using grades of resin and fiberglass considered acceptable for use in water and wastewater environments. All FRP laminate shall obtain a minimum glass reinforcement content of 50%. Insulation foam with a minimum density of 2 lb/ft3 shall be polyurethane or polyisocyanurate and shall be integrally molded within the structure walls, roof and floor. The FRP building walls, roof and floor shall be manufactured to include integrally molded FRP columns, spaced at a minimum of 8” on-center, to increase structural integrity and prevent delamination.
B629 LAMPSON WELL TREATMENT
FIBER REINFORCED POLYMER (FRP) BUILDINGS 13 1000-3
F. All interior surfaces shall be protected with a polyester gelcoat. All exterior surfaces shall be protected with a high performance, UV resistant, polyaspartic urethane coating rated for continuous outdoor exposure.
G. The FRP building shall be manufactured with in-wall, embedded anchor pockets. To ensure equipment may be located directly against all interior walls, internally protruding mounting flanges shall not be acceptable. Exterior mounting flanges shall not be acceptable for security reasons. A manufacturer provided gasket or butyl sealant shall be installed between the FRP building and concrete foundation at the time of installation.
H. The FRP building shall include a roof and/or floor of identical construction to that of the walls. The roof shall be sloped to allow drainage.
I. The FRP building shall be equipped with lifting brackets or eyebolts installed on the roof exterior to facilitate lifting and installation of the structure.
2.03 DOORS, FRAMES AND HARDWARE
A. The FRP structure shall be supplied with the type, size and quantity of doors and hardware as specified below or as shown on the project drawings.
B. All single/double doors shall be of FRP construction with a 2” minimum polyurethane or polyisocyanurate foam core (minimum density of 2 lb/ft3).
C. Each single/double door shall be hung on 4-inch × 4-inch stainless steel ball bearing hinges with non-removable pins. The hinges shall be bolted through the door jamb with 304 stainless steel fasteners. Single/double doors are supplied with commercial-grade 1, outdoor lever- type handles with interior panic bar.
D. Door frames shall be composed entirely of FRP material and shall be mounted separately to the structure after the molding process is complete. To permit use of standard, industrial doors and hardware, submarine style door systems (or similar systems in which the frame is molded into the wall of the unit) shall not be allowed.
E. To eliminate tripping hazards and facilitate entry and exit from the building, the area below the door shall be free of any and all building material, framing and/or extensions of the structure. Raised or integral door sills shall not be acceptable.
F. The FRP structure shall be provided with an FRP drip cover above the entire length of the door.
2.04 HEATING, VENTILATION AND AIR CONDITIONING
A. Provide (1) split system air conditioning unit rated to 12,000 BtuH with integrated thermostat. Air conditioning unit shall be Toshiba, Mitsubishi, Daikin or approved equal.
2.05 ELECTRICAL
A. All components, equipment, wiring and ancillary items shall be provided and installed in conformance with the National Electric Code as well as all applicable state and local codes.
B. The CONTRACTOR and FRP building manufacturer shall coordinate conduit runs to the load center. This item includes all breakers and components required to provide power to the equipment that is to be provided by the building manufacturer.
C. Provide 20 amp, duplex, feed-through, outdoor rated GFCI receptacles housed within weatherproof enclosures as shown in the Contract Documents. Receptacles shall be Leviton 1221-2W or approved equal.
D. All components shall be wired to the load center using standard 12 AWG THHN wiring within rigid, UL listed, schedule 40, PVC electrical conduit.
E. Provide an adequate quantity of 20 amp toggle switch(s) to control all equipment. Toggle switches call be housed within weatherproof enclosures and shall be Leviton 1221-2W or approved equal.
B629 LAMPSON WELL TREATMENT
FIBER REINFORCED POLYMER (FRP) BUILDINGS 13 1000-4
F. Provide an adequate quantity of 4-foot, damp location rated, vapor-proof, florescent, duel light fixtures such to provide a minimum output of 35 lumens per square foot of interior structure space.
Interior light fixtures shall be RAB, Lithonia or approved equal.
G. Provide (1) compact florescent exterior light fixture above or adjacent to each door. Exterior light fixtures shall include an integrated photocell and shall be Lithonia TWS LED 1 50K 120PE or approved equal.
PART 3 - EXECUTION
3.01 GENERAL
A. All buildings, equipment, components and accessories shall be stored, fabricated, assembled, erected, moved and tested in accordance with the bid documents and the manufacturers, suppliers and original equipment manufacturers (OEM’s) written recommendations and instructions.
3.02 INSTALLATION
A. All buildings, equipment, components and accessories shall be installed in strict accordance with manufacturer's printed recommendations. Appropriately sized lifting equipment shall be used to off-load the building using the manufacturer supplied lifting lugs.
B. All buildings shall be installed on level and flat concrete slabs or foundations free of cracks and vertical projections. The CONTRACTOR shall install a manufacturer supplied neoprene gasket in between the FRP building and concrete foundation at the time of placement.
C. All pipe and conduit penetrations through concrete foundation, FRP roof, and FRP walls shall be completely sealed to provide an air and weather tight structure.
D. All building equipment and accessories shall be mounted directly to the FRP wall using either walldog screws (60 lb. design pull-out strength, 406 lb. ultimate) and/or rivet nuts (200 lb. design pull-out strength, 1,781 lb. ultimate) depending on the equipment loading requirements. The CONTRACTOR shall consult with the manufacturer or supplier should equipment loadings exceed the aforementioned mounting hardware capabilities.
END OF SECTION 13 1000
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-1
SECTION 22 1000 – PLUMBING PIPING
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Furnish all drainage and vent piping, cleanouts and access panels, floor drains, hot and cold water piping, valves, piping specialties and appurtenances, supports and anchors, and plumbing and piping insulation in accordance with the Contract Documents.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Related Sections:
1. Section 09 9100 – Painting
2. Division 31– Earthwork
3. Section 33 0110.58 – Disinfecting of Water Utility Distribution
1.03 SUBMITTALS
A. Furnish submittals in accordance with Section 01 3300 – Submittal Procedures.
B. Product data to be submitted:
1. Materials list of items proposed to be provided under this Section.
2. Manufacturer’s specifications, catalog cuts, and other data needed to prove compliance with the specified requirements.
3. Shop Drawings and other data as required indicating method of installing and attaching equipment, except where such details are fully shown on the Drawings.
C. Sterilization Certificate: Upon completion of water line sterilization, deliver to the Engineer two copies of an acceptable “Certificate of Performance” for that activity.
D. Cathodic Protection:
1. Upon completion of the work of this Section, deliver to the Engineer sufficient data to prove that wrapping of steel piping has been tested and meets the specified requirements.
2. Show date of inspection, voltages used, and name and address of the inspector.
1.04 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are thoroughly trained and experience in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.
B. Codes and Regulations:
1. In additions to complying with the specified requirements, comply with pertinent regulations of governmental agencies having jurisdiction.
2. In the event of conflict between or among specified requirements and pertinent regulations, the more stringent requirement will govern when so directed by the Engineer.
3. Plumbing Code Compliance: Comply with applicable portions of the Uniform Plumbing Code pertaining to selection and installation of plumbing materials and products.
PART 2 - MATERIALS
2.01 PIPE MATERIALS
A. Provide pipes and pipe fittings complying with the applicable Sections within Division 40 – Process Integration and in accordance with the following listings:
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-2
B. Cast Iron Soil Pipe and Fittings:
1. Service weight cast iron conforming to ASTM A74, hubless type, asphaltic coated.
2. Joints shall be made with cast iron mechanical couplings or stainless steel sleeves with neoprene gaskets.
C. Galvanized or Black Steel Pipe:
1. 3 inches and smaller – ASTM A120. Schedule 40, black or hot-dipped galvanized, welded or seamless steel pipe, threaded or coupled.
2. 4 inches and larger – ASTM A53. Grade A or B, Schedule 40, black or hot dipped galvanized, welded or seamless steel pipe, threaded.
3. Fittings: FS WW-P521, 150 psi, malleable iron. Black or hot dipped galvanized ASTM A153.
4. Unions: FS WW-U-531, Type B, black or hot dipped galvanized, Class 2, 250 psi, malleable iron, ground joint and brass seat.
5. Sealing Paste or Tape: Teflon.
6. Corrosion Protective Wrap: Polyvinyl chloride or Polyethylene pressure sensitive tape, 20-mil nominal thickness (one layer 20 mil or two layers 10 mil).
7. Primer: 3M “Scotchwrap Pipe Primer.”
D. Copper Pipe and Fittings:
1. Pipe: Underground, ANSI/ASTM B88, Type K, hard temper, seamless water tube.
Aboveground, ANSI/ASTM B88, Type L., hard drawn, seamless water tube.
2. Fittings: ANSI/ASME B16.22. wrought copper or brass solder-joint fittings.
3. Solder: Lead-free, silver tin-antimony solder 95-5, or tin-silver solder 96.5-3.5, 95.5, or 94- 6, with mildly corrosive liquid or petroleum-based past flux containing chlorides of zinc and ammonium.
E. ABS: (Acrylonitrile Butadiene Styrene) plastic, drain, waste and vent pipe.
1. Pipe and Fittings: ASTM D2661; ASTM F628; CSA B181.1.
2. Solvent Cement: As recommended by the pipe manufacturer.
F. Polypropylene Drain, Waste and Vent Pipe:
1. Flame retardant polypropylene material conforming to ASTM D2146 and flammability based on ASTM D635.
2. Pipe shall be produced to Schedule 40 Iron Pipe size dimensional standards, including wall thickness.
3. Fitting design shall be based upon the laying length dimensions in ANSI B16-12 for case iron screwed drainage fittings. Fitting wall thicknesses shall be measured in accordance with ASTM D2122, Section 4, and interval diameters shall be measured in accordance with ASTM D2122, Section 7.
4. In concealed locations, joints shall be made by the electrical fusion method. In exposed or easily accessible locations, mechanical joint polypropylene fittings and joints may be used.
5. Pipe and fittings shall be equal to GSR Fuseal, manufactured by R & G Sloane Co., 7660 North Clybourn Avenue, Sun Valley, CA, or equal
G. Polyvinyl Chloride (PVC):
1. General: PVC materials for pipe and fittings shall conform to ASTM D1784, Cell Classification 12454-B. Pipe and fitting materials shall be specially formulated with sufficient UV protection additives to provide for long term outdoor exposure with no deleterious effects. Flanges shall be one-piece solid design or two-part van stone type which utilize the tapered, serrated face and full face gasket technique for joining and are compatible with ANSIN16.5 Class 150 metal flanges. Unions shall be the O-ring type having interchangeable components with true union valves for maximum system versatility.
2. Schedule 40, 80, and 120: Pipe in accordance with ASTM D1785. Schedule 80 PVC socket type fittings shall conform to ASTM D2467. Schedule 40 PVC fittings shall conform to B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-3
ASTM D2466. PVC solvent weld cement for socket connections shall meet the requirement of ASTM D2564/ Schedule 80 PVC threaded fittings shall conform to ASTM D2464.
2.02 FLOOR DRAINS (FD)
A. Cast iron body with Nikaloy top, Jonespec Series 21220, Jay R. Smith Fig. 2110, or equal.
2.03 TRENCH DRAINS
A. Trench Drain Channels:
1. Trench drain channels shall be made of pre-cast polymer concrete with a top width of 6.1 inches, radiused bottoms and nominal lengths of ½ of 1 meter. All channels shall interlock with tongue and groove connections with adjoining channels. Each channel shall have horizontal anchoring ribs to mechanically lock the channel into the floor slab or pavement.
2. Channels shall have available vertical cut outs for 4-inch or 6-inch discharge and available 4-inch or 6-inch horizontal outlet end caps. Channels shall have a built-in bottom slope of
0.6 percent.
B. Channel Grates: Channel grates shall be for heavy duty service made of Vinylester FRP or approved equal. Grates should be securely locked down with built-in channel lock blocks. Locking mechanism shall be designed so as to provide an obstruction-free trench for maintenance and cleaning as well as to prevent concrete from entering channels during installation.
C. Catch Basins: Catch basins shall be pre-cast polymer concrete with FRP grates. Any trench drains entering catch basins shall interlock fully with tongue and groove connections.
D. Joint Sealers: To prevent leakage, joints between channels, catch basin connections, etc., shall be sealed with an adhesive recommended by the manufacturer.
E. Manufacturers: Trench drains shall be as manufactured by ACO Polymer Products, Inc., Chagrin Falls, OH; Polydrain ABT, Inc., Troutman, NC; or equal.
2.04 FLASHING
A. Where pipe of this Section passes through the roof, flash with Semco No. 1100-4 seamless 4 lbs. flashing, with steel reinforced “Vari-Pitch” boot and cast iron counterflashing sleeve or as approved equal.
2.05 PIPE HANGERS
A. Water Piping:
1. Split ring hangers with supporting rods, Grinnel Fig. 108; Elcen Fig. 10, or equal.
2. Semco “trisolators” or approved equal.
3. Channel mounted clamping system, Cush-A-Clamp per ZSI, or equal.
B. Soil and Waste Piping:
1. Variable ring hangers with supporting rods, Grinnel Fig. 108; Elcen 10, or equal.
2. Riser clamps at each floor and as required, Grinnell Fig. 261; Elcen Fig. 39 or equal.
3. Channel mounted clamping system, Cush-A-Clamp per ZSI, or equal.
C. Gas Piping: Split ring hangers with supporting rods, Grinnel Fig. 108; Elcen Fig. 10, or equal.
2.06 PIPE INSULATION
A. Hot and Cold Water (Exposed to Freezing Conditions): Molded fiberglass insulation jacketed with PVC jacketing. Provide.016 mil embossed aluminum weather protective jacket for outdoor application. Insulation 2-inch thick for pipe sizes less than 6-inch. Flame spread rating of 25 or less and smoke developed ratings of 50 or less per ASTM E-84-89a. Manville “Micro-Lok AP”; Owens/Corning Fiberglass “SSL-11,” or equal.
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-4
2.07 CLEANOUTS
A. Exterior:
1. Concrete walk areas: Jonespec No. 63230-GP; Smith No. 4293 with 4910, or equal.
2. All other areas: Jonespec No. 60010-QS; Smith No. 4293, or equal with pre-cast concrete box as detailed in Drawings.
B. Floors: Jonespec No. 61000; Smith No. 4023, or equal.
C. Finished Walls: Round chrome plated or stainless steel access plate and screw, Jonespec No. 63150; Smith No. 4532, or equal.
2.08 VALVES
A. Valves: Isolation valves shall be bronze valves with ends to suit pipe. Valves shall be rated for a working pressure of 150 psi.
B. Bronze Ball Valve: Two-Piece, Full-Port, Bronze Ball Valves with Bronze Trim
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. American Valve, Inc.
b. Conbraco Industries, Inc.; Apollo Valves
c. Hammond Valve.
d. Milwaukee Valve Company.
e. Watts Regulator Co.; a division of Watts Water Technologies, Inc.
2. Description:
a. Standard: MSS SP-110
b. SWP Rating: 150 psig (1035 kPa)
c. CWP Rating: 600 psig (4140 kPa)
d. Body Design: Two piece
e. Body Material: Bronze
f. Ends: Suit to pipe
g. Seats: PTFE or TFE
h. Stem: Bronze
i. Ball: Chrome-plated brass
j. Port: Full
C. Bronze Gate Valves: Class 150, Non-Rising Stem Bronze Gate Valves:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. Hammond Valve
b. Milwaukee Valve Company
c. Red-White Valve Corporation
d. Watts Regulator Co.; a division of Watts Water Technologies, Inc. e. Conbraco Industries, Inc.; Apollo Valves
2. Description:
a. Standard: MSS SP-80, Type 1
b. CWP Rating: 300 psig (2070 kPa)
c. Body Material: ASTM B 62, bronze with integral seat and union-ring bonnet d. Ends: Suit to pipe
e. Stem: Bronze
f. Disc: Solid wedge; bronze
g. Packing: Asbestos free
h. Handwheel: Malleable iron, bronze, or aluminum.
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-5
2.09 OTHER MATERIALS
A. Provide other materials, not specifically described but required for a complete and proper installation, subject to the approval of the Engineer.
PART 3 - EXECUTION
3.01 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are connected.
3.02 PLUMBING SYSTEM LAYOUT
A. Lay out the plumbing system in careful coordination with the Drawings, determining proper elevations for all components of the system and using only the minimum number of bends to produce a satisfactorily functioning system.
B. Follow the general layout shown on the Drawings (where other work may interfere, consult with engineer).
C. Lay out pipes to fall within partition, wall, or roof cavities, and to not require furring other than as shown on the Drawings.
3.03 TRENCHING AND BACKFILLING
A. Perform trenching and backfilling associated with the work of this Section in strict accordance with the provisions of Division 31 – Earthwork and 31 2333 – Trenching and Backfilling of these Specifications.
B. Cut bottom of trenches to grade. Make trenches 12 inches wider than the greatest dimension of the pipe.
C. Bedding and Backfilling:
1. Install piping promptly after trenching. Keep trenches open as short a time as practicable.
2. Under the structures, install pipes on a 6-inch bed of damp sand. Backfill the bottom of slab with damp sand.
3. Outside of the structures, install underground piping on a 6-inch bed of damp sand. Backfill to within 12 inches of finish grade with damp sand. Backfill remainder with native soil.
4. Don not backfill until installation has been approved and until Project Record Documents have been properly annotated.
3.04 PIPE SCHEDULE: PIPE SIZES, SCHEDULE, AND MATERIAL TO BE INSTALLED PER DRAWINGS.
A. Interior and Exterior Water Piping and Compressed Air Piping:
1. Pipe: Underground, ANSI/ASTM B88, Type K, hard temper, seamless copper water tube.
Aboveground, ANSI/ASTM B88, Type L, hard drawn, seamless copper water tube.
2. Fittings: ANSI/ASME B16.22, wrought copper or brass solder joint fittings.
3. Solder: Lead-free, tin-antimony solder 95-5, or tin-silver solder 96.5-3.5, 95.5-5 or 94-6.
B. Above Ground Facility Drain Piping:
1. Sizes 3-Inch and smaller: PVC Schedule 40/80 or standard weight galvanized steel pipe, with black or galvanized cast iron fittings, drainage pattern and screwed joints, or provide service weight cast iron soil pipe and fittings.
2. Sizes 4-Inch and smaller: PVC Schedule 40/80 or service weight cast iron soil pipe, conforming to ASTM A74, hubless cast iron soil pipe fittings with cast iron mechanical couplings or stainless steel sleeves with stainless steel bands and neoprene gaskets.
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-6
C. Above Ground Chemical Waste Piping: Schedule 40 flame retardant polypropylene, GSR Fuseal, or equal, with electrical-resistance fusion joints and fittings, except that mechanical joints may be used in exposed or easily accessible location.
D. Vent Piping:
1. Above Ground: Sizes 2 ½ inches and smaller; Schedule 40 PVC or galvanized steel pipe ASTM A53, welded or seamless, with black or galvanized cast iron drainage fittings. Pipe sizes 3 inches or larger: PVC or Cast iron soil pipe and fittings as specified above.
2. Underground: PVC or Cast iron soil pips and fittings.
E. Underground Facility Drain Piping: Schedule 40/80 PVC or service weight cast iron soil pipe:
Conforming to ASTM A74, bell and spigot cast iron soil pipe and cast iron bell and spigot fittings or hubless cast iron pipe with cast iron mechanical couplings or stainless steel sleeves with stainless steel bands and neoprene gaskets.
F. Underground Chemical Waste Piping: Schedule 40 flame retardant polypropylene pipe with electrical-resistance fusion joints, as specified above.
G. Facility Distribution Gas Piping: Schedule 40 black steel pipe with malleable iron threaded fittings.
3.05 INSTALLATION OF PIPING
A. General:
1. Proceed as rapidly as the facility construction will permit.
2. Thoroughly clean items before installation. Cap pipe openings to exclude dirt until fixtures are installed and final connections have been made.
3. Cut pipe accurately and work into place without springing of forcing, properly clearing windows, doors, and other openings. Excessive cutting or other weakening of the structures will not be permitted.
4. Remove cutting and threading burrs before assembling piping.
5. Do not install defective piping of fittings. Do not use pipe with threads which are chipped, stripped or damaged.
6. Shoe no tool marks or threads on exposed plated, polished, or enameled connections from fixtures. Tape all finished surfaces to prevent damage during construction.
7. Make changes in directions with fittings; make changes in main sizes with eccentric reducing fittings. Unless otherwise noted, install water supply and return piping with straight side of eccentric fittings at top of the pipe.
8. Run horizontal sanitary and storm drainage piping at uniform grade of ¼-inch per foot, unless otherwise noted. Run horizontal water piping with an adequate pitch upwards in direction of flow to allow complete drainage.
9. Provide sufficient swing joint, ball joints, expansion loops, and devices necessary for a flexible pipeline system, whether or not shown on the Drawings.
10. Support piping independently at pumps, coils, tanks, and similar locations, so that weight of pipe will not be supported by the equipment.
11. Pipe the drains from pump glands, drip pans, relief valves, air vents, and similar locations, to spill over an open sight drain, floor drain, or other acceptable discharge point, and terminate with a plain and unthreaded pipe 6 inches above the drain.
12. Securely bolt all equipment, isolators, hangers, and similar items in place.
13. Support each item independently from other pipes. Do not use wire for hanging or strapping pipes.
14. Provide complete dielectric isolation between ferrous and non-ferrous metals.
15. Provide union and shut off valves suitable located to facilitate maintenance and removal of equipment and apparatus.
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-7
B. Trapping and Venting of Fixtures:
1. Trap and vent all plumbing fixtures in accordance with Uniform Plumbing Code adopted by the Western Plumbing Officials Association and local plumbing codes, whether or not shown on the Drawings. Strictly adhere to any local codes. Only exceptions to the above will be those fixtures which are especially noted herein or on the Drawings to be provided with special wastes.
2. No vent shall intersect another vent at a point less than 6 inches above extreme overflow level of highest fixture served.
3. Take vents off top half of horizontal runs and grade so as to free vents quickly of any water or condensation.
C. Installation of Compressed Air Piping: Run compressed air piping with pitch as shown, without pockets. Provide glove valve drips at low points. All branches shall be taken off tip of mains.
D. Equipment Access:
1. Install piping, equipment, and accessories to permit access for maintenance. Relocate items as necessary to provide such access, and without additional cost to the Owner.
2. Provide access doors where valves, motors, or equipment requiring access to maintenance are located in walls or chases or above ceilings. Coordinate location of access doors with other trades as required.
3.06 PIPE JOINTS
A. Copper Tubing:
1. Cut square, ream cut end and remove burrs, and clean inside of female fitting to a bright finish.
a. Apply solder flux with brush to tubing.
b. Apply flux to fitting socket.
c. Remove internal parts of solder-end valves prior to soldering. d. Assemble.
e. Remove excess flux.
f. Apply heat and solder. Allow joint to cool.
2. Provide dielectric unions at points of connection of copper tubing to ferrous piping and equipment.
B. Screwed Piping:
1. Deburr cuts
a. Do not ream exceeding internal diameter of the pipe. b. Thread to requirements of ANSI B2.1.
2. Use Teflon tape on male thread prior to cleaning for air and oil piping.
C. Leaky Joints:
1. Remake with new material.
2. Remove leaky section and/or fitting as directed.
3. Do not use thread cement or sealant to tighten joint.
3.07 INSTALLATION OF POLYPROPYLENE AND PVC PIPING
A. Install in strict accordance with the pipe manufacturer’s directions.
3.08 PIPE SUPPORTS
A. Support suspended piping with clevis or trapeze hangers and rods.
B. Space hangers and support for horizontal steel pipes according to the following schedule:
Pipe Size Maximum Spacing on Centers
1 ¼" and smaller 8’-0"
1 ½" to 3" 10’-0"
4" to 5" 14’-0"
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-8
C. Space hangers and supports for horizontal copper tubing according to the following schedule:
Tube SizeMaximum Spacing on Centers
1" and smaller 6’-0"
1 1/2" 7’-0"
2" 8’-0"
2 1/2" 9’-0"
3" and larger 10’-0"
D. Provide sway bracing on hangers longer than 18-inch.
E. Support vertical piping with riser clamps secured to the piping and resting on the structures. Provide at each floor unless otherwise noted.
F. Provide insulation continuous through hangers and rollers. Protect insulation by galvanized steel shields.
G. Arrange pipe supports to prevent excessive deflection, and to avoid excessive bending stress.
H. Support piping from inserts or anchors in concrete slabs. Where practical, provide the inserts under this Section and arrange for the placing under Section 03 1113 – Concrete Formwork of these Specifications.
I. Hubless Piping:
1. Provide hangers on the piping at each side of, and within 6 inches of, hubless pipe coupling so the coupling will bear no weight.
2. Do not provide hangers on couplings.
3. Provide hangers adequate to maintain alignment and to prevent sagging of the pipe.
4. Make adequate provision to prevent shearing and twisting of the pipe and the joint.
3.09 SLEEVES AND OPENINGS
A. Provide sleeves in place before concrete is placed.
1. Set pipe sleeves in place before concrete is placed.
2. For un-insulated pipe, provide sleeves two pipe sizes larger than the pipe passing through, or provide a minimum of ½-inch clearance between inside and outside of the pipe.
3. For insulated pipe, provide sleeves of adequate size to accommodate the full thickness of pipe covering, with clearance for packing and caulking.
B. Caulk the space between the sleeve and pipe or pipe covering, using a noncombustible, permanently plastic, waterproof, non-staining compound which leaves a smooth finished appearance, or pack with noncombustible fiberglass packing or fiberglass rope to within ½-incn of both wall faces, and provide the waterproof compound described above.
C. Finish and Escutcheons:
1. Smooth rough edges around sleeves with plaster or spackling compound.
2. Provide 1-inch wide chrome or nickel plated escutcheons on all pipes exposed to view where passing through walls, floors, partitions, ceiling, and similar locations. a. Size the escutcheons to fit pipe and covering.
b. Hold escutcheons in place with set screw.
3.10 CLEANOUTS
A. Secure the Engineer’s approval of locations for cleanouts in finished areas prior to installation.
B. Provide cleanouts of same nominal size as the pipes they serve – except where cleanouts are required in pipes 4 inches and larger provide 4-inch cleanouts.
C. Make cleanouts accessible. After pressure tests are made an approved, thoroughly graphite the cleanout threads.
B629 LAMPSON WELL TREATMENT
PLUMBING PIPING 22 1000-9
3.11 VALVES
A. Provide valves in water, air, and gas systems, Locate and arrange so as to give complete regulation of apparatus, equipment and fixture.
B. Provide valves in at least the following locations:
1. In branches and/or headers of water piping serving a group of fixtures.
2. On both sides of apparatus and equipment.
3. For shutoff of risers and branch mains.
4. For flushing and sterilizing the system.
5. Where shown on Drawings.
C. Locate valves for easy accessibility and maintenance.
3.12 CONCRETE
A. Provide concreted required for the work of this Section in strict accordance with pertinent provisions of Division 03 – Concrete.
3.13 DISINFECTION OF WATER SYSTEMS
A. Disinfect water systems in accordance with Section 33 0110.58 – Disinfecting of Water Utility Distribution.
1. Perform disinfection under the Engineer’s observation. Notify the Engineer at least 48 hours prior to start of the disinfection process.
2. Upon completion of disinfecting, secure and submit the Certificate of Performance required under Article 1.04 of this Section, stating system capacity, disinfectant used, time and rate of disinfectant applied and resultant residuals in ppm at completion.
3. Use disinfectant method approved by the ENGINEER.
3.14 OTHER TESTING AND ADJUSTING
A. Provide personnel and equipment, and arrange for and pay the costs of all required tests and inspections required by governmental agencies having jurisdictions.
B. Where tests show materials or workmanship to be deficient, replace or repair as necessary, and repeat the tests until the specified standards are achieved.
C. Adjust the system to optimum standards of operations.
END OF SECTION 22 1000
B629 LAMPSON WELL TREATMENT
ELECTRICAL TESTING 26 0126-1
SECTION 26 0126 - ELECTRICAL TESTING
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. The CONTRACTOR shall provide testing as specified herein.
1.02 REFERENCES
A. The following is a list of standards which may be referenced in this section:
1. American National Standards Institute (ANSI):
a. 450, Recommended Practice for Maintenance, Testing, and Replacement of Large lead Storage Batteries for Generator Stations and Substations. b. C2, National Electric Safety Code.
c. C37.20.1, Metal-Enclosed Low Voltage Power Circuit Breaker Switchgear. d. C37.20.2, Metal-Clad and Station-Type Cubicle Switchgear. e. C37.20.3, Metal-Enclosed Interrupter Switchgear.
f. C62.33, Standard Test Specifications for Varistor Surge Protective Devices.
2. American Society for Testing and Materials (ASTM):
a. D665, Standard Test Method for Rust Preventing Characteristics of Inhibited Mineral Oil in the Presence of Water.
b. D877, Standard Test Method for Dielectric Breakdown Voltage of Insulating Liquids Using Disk Electrodes.
c. D923, Standard Test Method for Sampling Electrical Insulating Liquids. d. D924, Standard Test Methods for A-Class Characteristics and Relative Permittivity (Dielectric Constant) of Electrical Insulating Liquids. e. D971, Standard Test Method for Interfacial Tension of 0.1 Against Water by the Ring Method.
f. D974, Standard Test Method for Acid and Base Number by Color-indicator Titration. g. D1298, Standard Test Method for Density, Relative Density (Specific Gravity), or API Gravity of Crude Petroleum and Liquid Petroleum Products by Hydrometer Method. h. D1500, Standard Test Method for ASTM Color of Petroleum Products. i. D1524, Standard Test Method for Visual Examination of Used Electrical Insulating Oils of Petroleum Origin in the Field.
j. D1533, Standard Test Methods for Water in Insulating Liquids. k. D1816, Standard Test Method for Dielectric Breakdown Voltage on Insulating Oils of Petroleum Origin Using VDE Electrodes.
l. D2285, Standard Test Method for Interfacial Tension of Electrical Insulating Oils of Petroleum Origin Against Water by the Drop-Weight Method.
3. Institute of Electrical and Electronics Engineers (IEEE):
a. 43, Recommended Practice for Testing Insulating Resistance of Rotating Machinery. b. 48, Standard Test Procedures and Requirements for High-Voltage Altemating-Current Cable Terminators.
c. c. 81, Guide for Measuring Earth Resistivity, Ground Impedance, and Earth Surface Potentials of a Ground System.
d. 95, Recommended Practice for Insulation Testing of Large AC Rotating Machinery with High Direct Voltage.
e. 118, Standard Test Code for Resistance Measurement.
f. 400, Guide for Making High-Direct-Voltage Tests on Power Cable Systems in the Field.
ELECTRICAL TESTING 26 0126-2
4. National Electrical Manufacturers Association (NEMA):
a. AB 4, Guideline for Inspection and Preventive Maintenance of Molded Case Circuit Breakers Used in Commercial and Industrial Applications. b. PB 2, Deadfront Distribution Switchboards.
c. WC 7, Cross-Linked-Thermosetting-Polyethylene-Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy.
d. WC 8, Ethylene-Propylene-Rubber-insulated Wire and Cable for the Transmission and Distribution of Electrical Energy.
5. International Electrical Testing Association (NETA) 1999: Acceptance Testing Specifications (ATS) for Electrical Power Distribution Equipment and Systems.
6. National Fire Protection Association (NFPA):
a. 70, National Electrical Code (NEC).
b. 70E, Standard for Electrical Safety Requirements for Employee Workplaces.
1.03 SUBMITTALS
A. Products shall be submitted for review in accordance with the Contract Documents, Section 01 3300 - Submittals, Section 26 0500 - Common Work Results for Electrical.
B. Administrative Submittals: Submit 30 days prior to performing inspections or tests:
1. Schedule for performing inspection and tests
a. Include notification dates for special inspections.
2. List of references to be used for each test.
3. Sample copy of equipment and materials inspection form(s).
4. Sample copy of individual device test form.
5. Sample copy of individual system test form.
C. Quality Control Submittals: Submit within 14 days after completion of test:
1. Test or inspection reports and certificates for each electrical item tested.
D. Contract Closeout Submittals:
1. In accordance with Operation & Maintenance requirements specified elsewhere.
2. After test of inspection reports and certificates have been reviewed by ENGINEER and returned, insert a copy of each in operation and maintenance manual.
1.04 QUALITY ASSURANCE
A. Testing Firm Qualifications:
1. Independent V party organization functioning as an unbiased testing authority.
2. Professionally independent of manufacturers, suppliers, and installers, of electrical equipment and systems being tested.
3. Employer of engineers and technicians regularly engaged in testing and inspecting of electrical equipment, installations, and systems.
4. Supervising engineer accredited as Certified Electrical Test Technologist by National Institute for Certification of Engineering Technologists (NICET), or International Electrical Testing Association and having a minimum of 5 years testing experience on similar projects.
5. Technicians certified by NICET or NETA.
6. Assistants and apprentices assigned to project at ratio not to exceed two certified to one noncertified assistant or apprentice.
7. Registered Professional Engineer to provide comprehensive project report outlining services performed, results of such services, recommendations, actions taken, and opinions.
8. In compliance with OSHA Title 29, Part 1907 criteria for accreditation of testing laboratories.
B. Test equipment shall have an operating accuracy equal to, or greater than, requirements established by NETA ATS. Test instrument calibration shall be in accordance with NETA ATS.
ELECTRICAL TESTING 26 0126-3
1.05 SEQUENCING AND SCHEDULING
A. Perform inspection and electrical tests after equipment has been installed and certified by equipment manufacturer's representative.
B. Perform tests with apparatus de-energized whenever feasible.
C. Inspection and electrical tests on energized equipment are to be:
1. Scheduled with OWNER and ENGINEER prior to de-energization.
2. Minimized to avoid extended period of interruption to the operating equipment.
D. Notify OWNER and ENGINEER at least 72 hours prior to performing tests on energized electrical equipment.
PART 2 – PRODUCTS (NOT USED)
PART 3 – EXECUTION
3.01 GENERAL
A. Tests specified in this section are to be performed in accordance with the requirements of manufacturer's minimum recommendations, as identified herein, and as detailed in specific equipment specifications.
B. Tests and inspection shall establish that:
1. Electrical equipment is operational within industry and manufacturer's tolerances.
2. Installation operates as designed and intended by the equipment manufacturer.
3. Equipment is suitable for energization.
4. Installation conforms to requirements of Contract Documents and NFPA 70, NFPA 70E, and ANSI C2.
C. Perform inspection and testing in accordance with NETA ATS, industry standards, and manufacturer's recommendations.
D. Adjust mechanisms and moving parts for free mechanical movement.
E. Adjust adjustable relays and sensors to correspond to operating conditions, or as recommended by manufacturer.
F. Verify nameplate data for conformance to Contract Documents.
G. Realign and shim equipment not properly aligned and correct out of alignment, plump, or level condition.
H. Properly anchor electrical equipment found to be inadequately anchored.
I. Tighten accessible bolted connections, including wiring connections, with calibrated torque wrench to manufacturer's recommendations, or as otherwise specified.
J. Clean contaminated surfaces with cleaning solvents as recommended by manufacturer.
K. Provide proper lubrication of applicable moving parts.
L. Inform OWNER of working clearances not in accordance with NFPA 70.
M. Investigate and repair or replace:
1. Electrical items that fail tests.
2. Active components not operating in accordance with manufacturer's instructions.
3. Damaged electrical equipment.
3.02 ELECTRICAL ENCLOSURES
A. Remove foreign material and moisture from enclosure interior.
B. Vacuum and wipe clean enclosure interior.
ELECTRICAL TESTING 26 0126-4
C. Remove corrosion found on metal surfaces.
D. Repair or replace, as determined by OWNER, door and panel sections having dented surfaces.
E. Repair or replace, as determined by OWNER, poor fitting doors and panel sections.
F. Repair or replace improperly operating latching, locking, or interlocking devices.
G. Replace missing or damaged hardware.
H. Finish:
1. Provide matching paint and touch up scratches and mars.
2. If required due to extensive damage, as determined by OWNER, refinish the entire assembly.
I. Replace fuses and circuit breakers that do not conform to size and type required by the Contract Documents.
J. Grout, caulk, or seal around the base of enclosures to prevent the entrance of moisture, dust, and rodents.
3.03 DRY TYPE TRANSFORMERS
A. Visual and Mechanical inspection:
1. Physical and insulator damage.
2. Proper winding connections.
3. Bolt torque level in accordance with NETA ATS, Table 10.12, unless otherwise specified by manufacturer.
4. Defective wiring.
5. Removal of shipping brackets, fixtures, or bracing.
6. Free and properly installed resilient mounts.
7. Cleanliness and improper blockage of ventilation passages.
8. Verify that tap-changer is set at correct ratio for rated output voltage under normal operating conditions.
9. Verify proper secondary voltage phase-to-phase and phase-to-ground after energization and prior to loading.
B. Electrical Tests:
1. Insulation Resistance Tests:
a. Applied megohmmeter do voltage in accordance with NETA ATS, Table 10.5 for each:
1) Winding-to-winding.
2) Winding-to-ground.
b. 10-minute test duration with resistances tabulated at 30 seconds, 1 minute, and 10 minutes. c. Results temperature corrected in accordance with NETA ATS, Table 10.14. d. Temperature corrected insulation resistance values equal to, or greater than, ohmic values established by manufacturer.
e. Insulation resistance test results to compare within 1 percent of adjacent windings.
2. Perform tests and adjustments for fans, controls, and alarm functions as suggested by manufacturer.
3.04 LOW VOLTAGE CABLES, 600 VOLTS MAXIMUM
A. Visual and Mechanical Inspection:
1. Inspect each individual exposed power cable No. 4 and larger for:
a. Physical damage.
b. Proper connections in accordance with Single-Line Diagram. c. Cable bends not in conformance with manufacturer's minimum allowable bending radius where applicable.
d. Color coding conformance with NFPA 70 or specifications. e. Proper circuit identification.
ELECTRICAL TESTING 26 0126-5
2. Mechanical Connections For
a. Proper lug type for conductor material.
b. Proper lug installation.
c. Bolt torque level in accordance with NETA ATS, Table 10. 12, unless otherwise specified by manufacturer.
3. Shielded Instrumentation Cables (IC) for
a. Proper shield grounding.
b. Proper terminations.
c. Proper circuit identification.
4. Control Cables For:
a. Proper termination.
b. Proper circuit identification.
5. Cables Terminated Through Window Type CTs: Verify that neutrals and grounds are terminated for correct operation of protective devices.
B. Electrical Tests:
1. Insulation Resistance Tests:
a. Applied megohmmeter do voltage in accordance with NETA ATS, Table 10.1. b. Phase-to-phase and phase-to-ground for 1 minute on each pole. c. Insulation resistance values equal to, or greater than ohmic values established by manufacturer or listed in NETA ATS, Table 10.1.
2. Contact Resistance Tests:
a. Contact resistance in microhms across each switch blade and fuse holder, 30 amps and larger.
b. Investigate deviation of 50 percent or more form adjacent poles or similar switches.
3.05 MOLDED CASE CIRCUIT BREAKERS
A. General: Inspection and testing limited to circuit breakers rated 200 amperes and larger.
B. Visual and Mechanical Inspection:
1. Proper mounting.
2. Proper conductor size.
3. Feeder designation according to nameplate and one-line diagram.
4. Cracked casings.
5. Connection bolt torque level in accordance with NETA ATS, Table 10.1.
6. Operate frame size and trip setting with circuit breaker schedules or one-line diagram.
7. Compare frame size and trip setting with circuit breaker schedules or one-line diagram.
8. Verify that terminals are suitable for 75 degrees C rated insulated conductors.
C. Electrical Tests:
1. Insulation Resistance Tests:
a. Utilize 1,000-volt do megohmmeter for 480 and 600-volt circuit breakers. b. Pole-to-pole and pole-to-ground with breaker contacts opened for 1 minute. c. Pole-to-pole and pole-to-ground with breaker contacts closed for 1 minute. d. Test valves to comply with NETA ATS, Table 10.2.
2. Contact Resistance Tests:
a. Contact resistance in microhms across each pole.
b. Investigate deviation of 50 percent or more from adjacent poles and similar breakers.
3. Primary Current Injection Test to Verify:
a. Long-time minimum pickup and delay.
b. Short-time pickup and delay.
c. Ground fault pickup and delay.
d. Instantaneous pickup by run-up or pulse method.
e. Trip characteristics of adjustable trip breakers shall be within manufacturer's published time-current characteristic tolerance band, including adjustment factors.
ELECTRICAL TESTING 26 0126-6
f. Trip times shall be within limits established by NEMA AB 4, Table 5-3. g. Instantaneous pickup value shall be within values established by NEMA AB 4, Table 5-4.
3.06 INSTRUMENT TRANSFORMERS
A. Visual and Mechanical Inspection:
1. Visually Check Current, Potential, and Control Transformers For:
a. Cracked insulation.
b. Broken leads or defective wiring.
c. Proper connections
d. Adequate clearances between primary and secondary circuit wiring.
2. Verify Mechanically That:
a. Grounding and shorting connections have good contact. b. Withdrawal mechanism and grounding operation, when applicable, operate properly.
3. Insulation resistance measurement on instrument transformer shall not be less than that shown in NETA ATS, Table 7.1.1.
3.07 METERING
A. Visual and Mechanical Inspection:
1. Verify meter connections in accordance with appropriate diagrams.
2. Verify meter multipliers.
3. Verify that meter types and scales conform to Contract Documents.
4. Check calibration of meters at cardinal points.
5. Check calibration of electrical transducers.
3.08 GROUNDING SYSTEMS
A. Visual and Mechanical Inspection:
1. Equipment and circuit grounds in motor control centers and panelboards assemblies for proper connection and tightness.
2. Ground bus connections in motor control centers and panelboards assemblies for proper termination and tightness.
3. Effective transformer core and equipment grounding.
4. Accessible connections to grounding electrodes for proper fit and tightness.
5. Accessible exothermic-weld grounding connections to verify that molds were fully filled and proper bonding was obtained.
3.09 AC INDUCTION MOTORS
A. General: Inspection and testing limited to motors rated 10 hp and larger.
B. Visual and Mechanical Inspection:
1. Proper electrical and grounding connections.
2. Shaft alignment.
3. Blockage of ventilating air passageways.
4. Operate Motor and Check for:
a. Excessive mechanical and electrical noise.
b. Overheating.
c. Correct rotation.
d. Check vibration detectors, resistance temperature detectors, or motor inherent protectors for function ability and proper operation.
e. Excessive vibration.
5. Check operation of space heaters.
ELECTRICAL TESTING 26 0126-7
C. Electrical Tests:
1. Insulation Resistance Tests:
a. In accordance with ANSWEEE 43:
1) Motors above 200 hp for 10-minute duration with resistances tabulated at 30 seconds, 1 minute, and 10 minutes.
2) Motors 200 hp and less for 1-minute duration with resistances tabulated at 30 and 60 seconds.
2. Insulation resistance values equal to, or greater than, ohmic values established by manufacturers.
3. Calculate polarization index ratios for motors above 200 hp. Investigate index ratios less than
1.5 for Class A insulation and 2.0 for Class B insulation.
4. Insulation resistance test on insulated bearings in accordance with manufacturer's instructions.
5. Measure running current and voltage, and evaluate relative to load conditions and nameplate full-load amperes.
6. Verify proper operation of motor moisture and winding temperature protection, and other ancillary devices.
3.10 MOTOR CONTROL CENTERS AND MOTOR CONTROLLERS
A. Visual and Mechanical Inspection:
1. Proper barrier and shutter installation and operation.
2. Proper operation of indicating and monitoring devices.
3. Proper overload protection for each motor.
4. Improper blockage of air-cooling passages.
5. Proper operation of draw out elements.
6. Integrity and contamination of insulation system.
7. Check door and device interlocking system by:
a. Closure attempt of device when door is in OFF or OPEN position. b. Opening attempt of door when device is in ON or CLOSED position.
8. Check nameplates for proper identification of:
a. Equipment title and tag number with latest Single-Line Diagram. b. Pushbuttons.
c. Control switches.
d. Pilot lights.
e. Control relays.
f. Circuit breakers.
g. Indicating meters.
9. Verify that fuse and circuit breaker sizes and types conform to Contract Documents.
10. Verify that current and potential transformer ratios conform to Contract Documents.
11. Check bus connections for high resistance by low resistance ohmmeter and calibrated torque wrench applied to bolted joints:
a. Ohmic value to be zero.
b. Bolt torque level in accordance with NETA ATS, Table 10. 12, unless otherwise specified by manufacturer.
12. Check operation and sequencing of electrical and mechanical interlock systems by:
a. Closure attempt for locked open devices.
b. Opening attempt for locked closed devices.
13. Verify performance of each control device and feature famished as part of the motor control center or motor controller.
14. Control Wiring:
a. Compare wiring to local and remote control, and protective devices with elementary diagrams. b. Check for proper conductor lacing and bundling.
c. Check for proper conductor identification.
d. Check for proper conductor lugs and connections.
15. Exercise active components.
ELECTRICAL TESTING 26 0126-8
16. Inspect contactors for:
a. Correct mechanical operations.
b. Correct contact gap, wipe, alignment, and pressure.
c. Correct torque of all connections.
16. Compare overload rating with full-load current for proper size.
17. Compare fuse, motor protector, and circuit breaker with motor characteristics for proper size.
18. Perform phasing check on double-ended motor control centers to ensure proper bus phasing from each source.
B. Electrical Tests:
1. Insulation Resistance Tests:
a. Applied megohmmeter do voltage in accordance with NETA ATS, Table 10.1. b. Bus section phase-to-phase and phase-to-ground for 1 minute on each phase. c. Contactor phase-to-ground and across open contacts for I minute on each phase. d. Starter section phase-to-phase and phase-to-ground on each phase with starter contacts closed and protective devices open.
e. Test values to comply with NETA ATS, Table 10.1.
2. Overpotential Tests:
a. Maximum applied ac or do voltage in accordance with manufacturer's published values. If not available, in accordance with NETA ATS, Table 11. b. Phase-to-phase and phase-to-ground for 1 minute for each phase of each bus section. c. Test results evaluated on pass/fail basis.
3. Current Injection Through Overload Unit at 300 Percent of Motor Full-Load Current and Monitor Trip Time:
a. Trip time in accordance with manufacturer's published data. b. Investigate values in excess of 120 seconds.
4. Control Wiring Tests:
a. Apply secondary voltage to control power and potential circuits. b. Check voltage levels at each point on terminal boards and each device terminal. c. Insulation resistance test at 1,000 volts do on control wiring except that connected to solid state components.
1) Insulation resistance to be 1 megohm minimum.
5. Operational test by initiating control devices to affect proper operation.
3.11 LOW VOLTAGE SURGE ARRESTORS
A. Visual and Mechanical Inspection:
1. Adequate clearances between arrestors and enclosures.
2. Ground connections to ground bus.
B. Electrical Tests:
1. Varistor Type Arrestors:
a. Clamping voltage test.
b. Rated RMS voltage test.
c. Rated do voltage test.
d. Varistor arrester test values in accordance with ANSI C62.33, Sections 4.4 and 4.7.
END OF SECTION 26 0126
LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLE 26 0519-1 SECTION 26 0519 - LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLE PART 1 – GENERAL
1.01 DESCRIPTION
A. This Section outlines the wiring requirements for the electrical work and forms a part of all other Sections of Division 26 unless otherwise specified.
B. Related Work Specified Elsewhere.
1. Common Work Results, Section 26 0500.
1.02 SUBMITTALS
A. Submit for the Owner's approval material lists, shop drawings, factory test reports and technical data to the extent required in this Section and Section 26 0500.
PART 2 – PRODUCTS
2.01 GENERAL
A. Provide basic materials and all wiring installations as indicated, specified and required.
B. Wiring for furnished equipment shall include the following:
C. Wiring for Furnished Equipment. The wiring from electrical panels, control panels and motor control centers to the furnished equipment shall include all the required materials and installations to complete the wiring as shown on the Drawings, specified and required.
2.02 CONDUCTORS AND CABLES
A. Conductors and cables shall be new, single conductor, copper, not smaller than #12 AWG (except fixture wire or control power conductors) unless otherwise indicated, and as shown on the Drawings. No running splices will be allowed for new conductor installations. Where modifications to existing conductor runs, and conductors are unable to be replaced, an acceptable means of splicing would be to use STA-KIN butt splice or equal, with heat shrinkable insulating cover (T&B cat #H5 or equal). Use calibrated T&B #WT1455 ratchet tool for compression of terminal at all STA-KON terminals and connectors.
B. Conductors 250MCM and Larger shall be stranded, 600 volts, ethylene propylene rubber insulation, Type RHW. Conductors shall be manufactured by Rome, American Insulated Wire Co., Cablec Co., or approved equal.
C. Conductors smaller than 250MCM shall be stranded, 600 volt and Type XHHW-2. Conductors shall be manufactured by Rome, American Insulated Wire Co., Cablec Co., or approved equal.
D. Ground and Neutral Conductors shall be provided for the required ground and neutral wiring.
1. The insulated ground and neutral conductors shall be the same type as the phase conductors.
2. Bare ground conductors shall be copper, soft drawn, annealed, concentric lay, stranded conforming to ASTM Specifications B3 and B8.
E. Fixture Wires shall be rated 900 centigrade, #16 AWG stranded, thermoplastic insulated with an outer jacket. The wire shall be Type TFFN and manufactured by Brand-Rex, Carol Cable, or approved equal.
F. Control power conductors shall be type XHHW stranded #14 gauge with manufacturer sequential number identification on exterior of insulation jacket.
G. For Instrumentation conductors and cables, see Section 26 0523 - INSTRUMENTATION & NETWORK CLASS CABLE.
LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLE 26 0519-2 H. Wire Lubricant shall be provided to ease the pulling of cables and conductors in conduits. The lubricant shall be Aqua Gel, Polywater or approved equal. “Yellow 77” is not acceptable.
2.03 WIRE CONNECTORS
A. Connectors shall be provided for splices and terminal connections of all copper conductors and cables. The connector shall fit the conductor to which it shall be connected, and the assembly shall have joint contact surfaces not less than 50 percent.
B. High voltage conductors (480V) shall be terminated in junction boxes using appropriately sized Weidmuller terminal blocks, color coded (green = grounding conductors, white or gray = neutral/grounded conductors, black red or blue for medium voltage (120V-240V) and brown, orange and yellow for high voltage conductors (480V).
C. Compression Connectors for No. 8 AWG and larger shall be copper lugs for terminal connections, and two-way copper sleeves and taps for splice connections. A crimping tool shall be provided to make tight and neat compression connections. The connectors and crimping tool shall be AndersonSquare D, Thomas and Betts, Buchanan or approved equal.
D. Tapered Spring Connectors shall have live springs attached to inner steel housings and enclosed with plastic insulators. Connectors shall be provided for No. 10 AWG conductors and smaller, and shall be Buchanan Type B2, Scotchlok Type B, Thomas and Betts Type PT or approved equal.
E. Ground Clamps shall be provided for cable connections to ground rods and metal pipes as shown on the Drawings. Clamps shall be copper alloy, heavy duty, corrosion resistant and consist of Ubolts and saddles with bolted cable connections. The ground clamps shall be O-Z, Thomas and Betts Burndy or approved equal.
F. Electrical Tape shall be plastic, 0.007 inches thick, and resistant to abrasion, alkalies, acids, corrosion, moisture, low and high temperatures. The tape shall be Scotch No. 33 Plus, Plymouth Premium Black No. 4453 or approved equal.
PART 3 – EXECUTION
3.01 GENERAL
A. Provide the wiring installations and equipment installations, including connections and interconnections as indicated, specified and required. Assure proper fits for all equipment and materials in the spaces shown on the Drawings.
3.02 CONDUCTORS AND CABLES
A. Install all the conductors and cables for the wiring as indicated, specified and required.
B. Conductors. Conductors shall be completely installed and connected. Apply wire lubricant to ease the pulling of conductors in conduits. Recommended pulling tensions shall not be exceeded. Splice and terminal connections shall be made tight with spring and compression connectors. The connectors shall be crimped with a tool that provides uniform and tight connections. Connectors shall be sized as outlined in paragraph on Wire Connectors in this Section. Include all the required wiring interconnections. When routing conductors and cables through precast concrete pull boxes and manholes, the longest (not shortest) route from entrance to exit shall be used.
C. Insulate. All connections shall be insulated as required with tight wraps of plastic tape. Apply insulation putty to fill irregularities and voids in splices. High and medium voltage cable splices shall be completed as instructed by the cable manufacturer.
D. Furnished Equipment. Provide wiring installations as shown on the Drawings, and specified in other Sections of the Specifications for furnished equipment.
LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLE 26 0519-3 E. The purpose of all circuits shall be legibly identified at the panel, receptacles, junction boxes and equipment in a permanent manner (i.e. Etched Plates, Conductor Tag, Permanent Marker, Etc.).
The labeling shall include panel circuit number, “To” and “From” identification and marked “Spare” where applicable.
3.03 CHECKING, ADJUSTING AND TESTING
A. Provide the required labor and equipment, and all checking, adjusting and testing operations on the electrical installations.
B. Check all wire terminals shall be checked to assure tight connections.
C. Wiring Tests. The tests shall be performed to detect wrong connections, short circuits, continuity and grounds. Insulation tests shall be made with a hand crank test instrument on all cables and conductors. NOTE: WARNING. Do not make insulation tests on any conductors either signal or power that are connected to semi-conductor type equipment. Remove the conductors from the equipment before insulation testing; severe damage may result from meggar-type instruments.
Power feeders and branch conductors shall be tested phase to phase, and phase to ground. Phase to ground tests on shielded cable shall mean "conductor to shield". After insulation resistance tests have been performed, high voltage and medium voltage shielded cables shall be "hi-Pot" tested in accordance with the current ICEA Standards and the manufacturer's recommendation. Voltage shall be applied and removed in a slow, even manner, and the conductors shall be grounded for at least one minute after the voltage is removed to ensure that no charge remains. Test voltage and application time for the various cables and conductors shall be submitted to the Owner. Correct any defects in the wiring systems.
D. Test Data. Test data for equipment, shielded cables and supply voltage shall be submitted to the Owner.
E. Checking, Adjusting and Testing. Provide all checking, adjusting and testing operations on equipment and complete installations as specified in Section 26 0500.
END OF SECTION 26 0519
INSTRUMENTATION CLASS CABLE 26 0519.01-1
SECTION 26 0519.01 - INSTRUMENTATION CLASS CABLE
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. This section covers cable use for process signal and controls.
1.02 SUBMITTALS
A. Products shall be submitted in accordance with Section 01 3300 – Submittal Procedures, Section 26 0500 - Common Work Results for Electrical, and elsewhere in the Contract Documents, prior to installation.
PART 2 – PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with Contract Documents, the instrumentation cable shall be as manufactured by Belden, Okonite, or equal.
2.02 INSTRUMENTATION CABLE
A. Instrument cable shall be Type TC, and have the number of individually shielded twisted pairs indicated on the Plans and shall be insulated for not less than 600 volts. Unless otherwise indicated, conductor size shall be No. 18 AWG minimum. Shielded, grounded instrumentation cable shall be used for all analog and low voltage digital signals.
B. The jacket shall be flame retardant with 90 degrees C temperature rating. The cable shield shall be a minimum of 2.3 mil aluminum or copper tape overlapped to provide 100 percent coverage and a tinned copper drain wire.
C. The conductors shall be bare soft annealed copper, Class B, 7-strand minimum concentric lay with 15 mils nominal thickness, nylon jacket, 4 mil nominal thickness, 90 degrees C temperature rating.
One conductor within each pair shall be numerically identified.
D. Pairs shall be assembled with a nominal 2-inch lay and shall then be group shielded with a minimum of 1.3 mil aluminum or copper tape overlapped to provide 100 percent coverage. All group shields shall be completely isolated from each other.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Feeder and branch circuits shall be isolated from each other, and from instrumentation and control circuits. Instrumentation cables shall be installed in separate raceways from other cables and wiring.
This includes portions running through manholes. Instrumentation cable shall be continuous between instruments or between field devices and instrument enclosures. There shall be no intermediate splices or terminal boards, unless otherwise shown on the Plans.
B. Maintain electrical continuity of the shield when splicing twisted shielded pair conductors. Drain wires shall be terminated inside enclosures at grounded terminal blocks. Only one end of each instrument loop cable drain wire shall be grounded. Ground drain wire of shielded conductors at one end only.
C. Terminate instrumentation and control wiring, including spare wires, at control panels and motor control centers on terminal boards mounted inside the equipment.
1. CONTRACTOR shall supply terminal boards as required.
2. Do not field wire directly to devices.
END OF SECTION 26 0519.01
GROUNDING 26 0526-1
SECTION 26 0526 – GROUNDING
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. A ground grid system consisting of the indicated configuration of copper wires, and ground rods, or concrete encased grounding electrodes ("UFERs") shall be provided to minimize station potential gradient irregularities and drain leakage and fault currents to earth.
B. Whether indicated on the Plans or not, neutral conductors, cable shields, metallic conduits, cable terminations, junction boxes, poles, surge arresters, and other non-current-carrying metallic parts of equipment shall be grounded.
1.02 SUBMITTALS
A. Products shall be submitted in accordance with Section 01 3300 – Submittal Procedures, Section 26 0500 - Common Work Results for Electrical, and elsewhere in the Contract Documents prior to installation.
1.03 REFERENCES
A. National Electrical Code (NEC) Article 250
PART 2 – PRODUCTS
2.01 GENERAL REQUIREMENTS
A. A resistance of not greater than 25 ohms shall be provided, unless otherwise specified. Ground resistances shall be measured as herein described. Resistances of systems requiring separate ground rods, rather than a counterpoise, shall be measured separately before bonding below grade. The combined ground resistance of separate systems bonded together below grade may be used to meet the specified ground resistance, but the minimum number of rods indicated must still be provided.
2.02 GROUND RODS
A. Ground rods shall be copper-clad steel conforming to UL 467, 314 inch in diameter by 10 feet in length. Unless otherwise indicated, ground rods shall be driven into the ground until tops of rods are approximately 6 inches below finished grade. In counterpoise systems. Tops of ground rods shall be approximately at elevations of counterpoises. Where the specified ground resistance cannot be met with the indicated number of ground rods, additional ground rods, longer ground rods, or deep-driven sectional rods shall be installed and connected until the specified resistance is obtained, except that not more than three additional ground rods shall be required at any one installation.
Ground rods shall be spaced as evenly as possible at least 6 feet apart and connected below grade.
2.03 CONNECTIONS
A. Connections above grade shall be made with bolted solderless connectors, and those below grade shall be made by a fusion-welding process. An embossing die code or other standard method shall provide visible indication that a connector has been adequately compressed on the ground wire.
2.04 GROUNDING ELECTRODE CONDUCTOR
A. Service entrance ground wires shall be sized in accordance with 2014 NEC Table 250-66, unless otherwise indicated on the Plans. After being located to provide maximum physical protection, exposed ground wires shall be securely attached to structural supports at not more than 2-foot intervals with suitable fasteners. Bends greater than 45 degrees in ground wires are not permitted.
Routing of ground conductors through concrete should be avoided, except where specifically called for in these Documents. When concrete penetration is necessary, nonmetallic conduit shall be cast flush with the points of concrete entrance and exit, so as to provide an opening for the ground wire.
GROUNDING 26 0526-2
The opening shall be sealed with a suitable compound after installation of the ground wire.
2.05 EQUIPMENT GROUNDING CONDUCTOR
A. Neutral conductors shall be grounded where indicated. Equipment grounding conductors shall be sized in accordance with 2014 NEC Table 250-122, unless otherwise indicated. Ground wires shall be protected by conduit, where such wires run exposed above grade in non-fence-enclosed areas, or are run through concrete construction. Where concrete penetration is necessary, nonmetallic conduit shall be cast flush with the points of concrete entrance and exit, so as to provide an opening for the ground wire. The opening shall be sealed with a suitable compound after installation of the ground wire. Bends greater than 45 degrees in ground wire connections to the ground rods, or counterpoises are not permitted.
2.06 EQUIPMENT GROUNDING
A. Equipment frames of motor housings, metallic tanks, metallic equipment enclosures, metal splicing boxes, chain-link fencing, and other metallic noncurrent-carrying metal items, shall be grounded.
Connections to earth shall be made in the same manner as required for system grounding.
Equipment or devices operating at less than 750 volts may be connected to secondary neutral grounding electrodes.
2.07 SURGE ARRESTER GROUNDING
A. Surge arresters shall be grounded. Resistance to ground for intermediate-class arresters shall be not more than 10 ohms and for distribution-class arresters shall be not more than 25 ohms. Ground wire connections shall be not less than No. 4 AWG for distribution arresters and No. 110 AWG for intermediate arresters. Connections to earth shall be made in the same manner as required for neutral conductors. Surge arrester grounds may use the same ground wires provided for equipment operating at more than 750 volts. Surge arrester and secondary neutral grounds shall be separate from and independent of each other but both grounds shall be bonded together below grade at the ground rods or may utilize a common counterpoise.
2.08 LIGHTING POLE GROUNDING
A. Base of fighting poles shall be connected to an adjacent ground rod as indicated on Plans. A ground connection from poles back to neutral ground points shall also be provided utilizing equipment grounding conductor.
2.09 METALLIC STRUCTURES
A. Metallic structures and buildings shall be grounded per NEC.
2.10 GROUNDING RINGS
A. When required, grounding rings shall be installed using bare copper cable with ground rods at least 25 feet intervals using thermoweld connecting means as indicated on Plans in accordance with NEC requirements.
PART 3 – EXECUTION
3.01 INSTALLATION
A. It is the intent of these Contract Documents that all device and equipment grounds shall be run as a separate conductor in the conduit from the equipment to the distribution panels or system ground.
Wireways and enclosures shall be properly bonded and grounded, and ground conductors shall be run for all circuits.
GROUNDING 26 0526-3
B. Equipment cases and devices shall be grounded. Ground rods shall be driven, and concrete encased conduits installed, before a building, or structure is built, and ground conductors brought through the concrete to accessible points for grounding equipment. These systems shall be installed at each structure, where transformers, switchboards, panelboards, and MCCs are installed.
C. Duct banks shall contain a concrete encased system bare copper ground conductor. The system ground conductors shall run continuously in duct banks, through handholes and other raceway boxes. The system ground shall be connected to the structure grounding systems to provide a continuous grounding system. Each metallic raceway, panel, switchboard, and other metallic devices associated with the electrical and control systems shall be bonded to this grounding system.
D. Ground rod shall be installed not less than 6 inches below grade. Equipment, neutral, and surge arrester ground wires shall be connected to the ground grid as indicated.
3.02 TESTS
A. Pre-Energization Tests --- Pre-energization tests shall include, but shall not be limited to tests that the equipment engineer is required to perform under paragraph "GENERAL REQUIREMENTS." No part of the electrical system shall be energized until all station grounding system components have been tested and demonstrated to comply with the requirements specified, and until associated test reports have been submitted and approved.
B. Operating Test - After the installation is completed, the CONTRACTOR shall conduct an operating test for approval. Equipment shall be demonstrated to operate in accordance with the requirements herein. Tests shall be performed in the presence of the ENGINEER. The CONTRACTOR shall furnish instruments and personnel required for the test.
C. Ground-Resistance Measurements - Ground-resistance measurements of each ground rod shall be taken and certified by the CONTRACTOR to the ENGINEER. No part of the electrical distribution system shall be energized prior to the resistance testing of that system's ground rods and grounding system and submission of test results to the ENGINEER. Test reports shall indicate the location of the ground rod and grounding system and the resistance and the soil conditions at the time the test was performed. When the building water service is used as a ground or part of the grounding system, ground-resistance measurements shall also be made of this connection. Ground-resistance measurements shall be made in normally dry weather, not less than 48 hours after rainfall, and with the ground under test isolated from other grounds. The resistance to ground shall be measured using the fall-of-potential method described in IEEE Std 142 and Std 81.
3.03 TEST RESULTS
A. The CONTRACTOR shall perform the above tests and submit a certified test report prior to energizing the equipment.
END OF SECTION 26 0526
RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS 26 0533-1
SECTION 26 0533 – RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS PART 1 - GENERAL
1.01 SCOPE OF WORK
A. The CONTRACTOR shall furnish and install pre-cast concrete pull boxes in the locations indicated on the Plans and as required.
1.02 SUBMITTALS
A. Products shall be submitted for review prior to installation in accordance with the Contract Documents, Section 01 3300 – Submittal Procedures and Division 26 – Electrical.
PART 2 - PRODUCTS
2.01 PULL BOXES
A. The pull boxes shall be designed for traffic conditions, and the pull box and cover shall be designed for heavy traffic bridge loading unless otherwise noted. The pull boxes shall have dimensions indicated on the plans. The pull boxes shall be constructed of concrete.
B. The pull boxes shall be Quikset, Utility Vault Co., or equal, with covers. The covers shall be engraved "ELECTRICAL".
PART 3 - EXECUTION
3.01 INSTALLATION
A. The pull boxes shall be installed on 12 inches of compacted gravel and shall be installed in such a manner that the cover of the pull box will be flush with finished grade.
END OF SECTION 26 0533
OUTLET, PULL, AND JUNCTION BOXES 26 0533.02-1
SECTION 26 0533.02 - OUTLET, PULL AND JUNCTION BOXES
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes: 1. Outlet, pull and junction boxes.
B. Related Sections:
1. Division 00 – Bid Requirements
2. Division 01 - General Requirements
3. Section 26 0500 – Common Work Results for Electrical
4. Section 26 0526 - Grounding
5. Section 26 0533.01 - Raceways
6. Section 26 2726 - Wiring Devices
7. Section 33 0516.13 – Precast Concrete Utility Structures
1.02 QUALITY ASSURANCE
A. Referenced Standards: Refer to Section 26 0500 – Common Work Results for Electrical.
1.03 SUBMITTALS
A. Shop Drawings: Refer to the Contract Documents, Section 01 3300 – Submittal Procedures and Section 26 0500 – Common Work Results for Electrical.
1.04 DELIVERY, STORAGE, AND HANDLING
A. See Section 26 0500 – Common Work Results for Electrical.
PART 2 – PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable:
1. Galvanized steel boxes:
a. Appleton Electric Co.
b. Steel City
c. Raco
2. Sheet metal boxes for non-classified areas:
a. Hoffman Engineering Co.
3. Corrosion-resistant boxes:
a. Hoffman Engineering Co.
b. Crouse-Hinds
4. Hazardous location boxes (Class I, II & Ill):
a. Appleton Electric Co.
b. Crouse-Hinds
c. Killark
d. O-Z/Gedney
5. Raintight and watertight boxes:
a. Appleton Electric Co.
b. Crouse-Hinds
6. Terminal boxes:
a. Hoffman Engineering Co.
OUTLET, PULL, AND JUNCTION BOXES 26 0533.02-2
7. Boxes in sidewalk shall be precast concrete:
a. Appleton Electric Co.
b. Crouse-Hinds
c. O-Z/Gedney
8. Boxes in earth:
a. Carlon Electric Products
9. Exposed switch and receptacle boxes:
a. Appleton Electric Co.
b. Crouse-Hinds
2.02 MATERIALS
A. Pull and Junction Boxes for Offices and other Dry Architecturally Finished Areas:
1. Material: 14 GA, galvanized steel
2. Concentric knockouts on all four sides
3. Flat cover fastened with screws
4. NEMA 1 classification
5. UL listed
B. Pull and Junction Boxes for General Use Unclassified Areas Suitable for NEMA 12 Enclosures:
1. Material: 14 GA galvanized steel with seams continuously welded, ground smooth and no knockouts
2. Zinc rich coating on all seams
3. Stainless steel captivated cover screws threaded into sealed wells
4. Flat door with oil resistant gasket
5. NEMA 12 classification
6. UL listed
C. Pull and Junction Boxes for Wet Areas:
1. Material: 14 GA steel with polyester powder coating inside and out over phosphatized surfaces
2. Seams continuously welded, ground smooth, no knockouts
3. Stainless steel clamps on four sides
4. Flat cover with oil resistant gasket
5. NEMA 4 classification
6. UL listed
D. Pull and Junction Boxes for Corrosive Areas:
1. Material: 14 GA steel with powdered epoxy resin coating inside and out or fiberglassreinforced polyester material
2. Steel boxes:
a. Seams continuously welded, ground smooth, no knockouts b. Rolled lip around all sides
c. Hinged door
d. Captivated stainless steel door screws
e. Flat door with oil-resistant gasket
3. NEMA 4X boxes shall be stainless-steel.
a. Hinged door with latch and lockout
b. Neoprene door gasket
c. Grounding bushing(s)
4. NEMA 4X classification
5. UL listed
OUTLET, PULL, AND JUNCTION BOXES 26 0533.02-3
E. Pull and Junction Boxes for Hazardous Areas:
1. Material: Cast gray iron alloy or copper-free cast aluminum
2. Drilled and tapped openings or tapered threaded hub equipped
3. Flat bolted-down or threaded cover with neoprene gasket
4. Stainless steel hex head screws
5. Explosion proof, UL listed for Class 1 Groups C and D F. Pull and Junction Boxes for Sidewalks:
1. Cast-iron box and cover, hot-dip galvanized
2. Flange for flush mounting
3. Checkered cover with neoprene gasket, pry bar slots and stainless steel screws
4. UL listed
5. Drilled and tapped holes
6. Watertight NEMA 4 classification
G. Large Pull and Junction Boxes (100 CU IN and larger):
1. Located in general use areas:
a. NEMA 12 construction:
1) Welded steel
2) Furnished with gray enamel inside and out over phosphatized surfaces
2. Located in wet and corrosive areas:
a. NEMA 4X with stainless steel screws.
b. Type 304 L welded stainless steel:
1) Constructed of 14 GA steel with seams continuously welded, ground smooth, no knockouts
2) Rolled lip around all sides
3) Rigid handles for covers larger than 9 SF or heavier than 25 lbs. 4) Split covers when heavier than 25 lbs.
H. Traffic-rated Pull Boxes:
1. Shall be, at a minimum, H-20 rated pre-cast concrete and meets the requirement of Section 03 40 00 – Precast Concrete.
I. Terminal Boxes:
1. Galvanized 16 GA steel box provided with plain blank screw cover, subpanel, and terminal points.
2. Refer to Drawing for dimensions and number of terminals.
3. Terminal blocks shall be screw-post barrier-type, white center marker strip.
4. Rated 20 ampere, minimum 600 V.
J. Fiberglass Cable-Pulling Enclosure:
1. Use: Access points to facilitate pulling of electrical cables in buried conduit runs
2. Size and quantity: As shown on Drawings
3. Type: Rectangular fiberglass composite, suitable for direct burial pedestrian traffic on top, - 50 DegF, chemical, sunlight, and weather resistant
4. Provide matching top with "ELECTRIC" logo
K. Outlet Boxes:
1. Use: Installation of wiring devices.
2. Boxes for exposed wiring:
a. Cadmium plated, cast, ferrous metal, with threaded hubs
3. Boxes for concealed wiring:
a. Code gage, hot-dip galvanized steel
b. Include bar hangers for metal stud partitions
c. Provide barriers between switches in boxes with 277 V switches on opposite phases. d. Use extension and plaster rings where required.
e. Provide grounding screw.
OUTLET, PULL, AND JUNCTION BOXES 26 0533.02-4
PART 3 – EXECUTION
3.1 INSTALLATION
A. Use locknut and bushing for boxes in non-classified areas.
B. Use cast metal boxes with threaded conduit hubs in hazardous areas.
C. Use Type FS and FD boxes in wet areas and where exposed rigid steel conduit is required.
D. Use epoxy resin coated, stainless steel, cast aluminum for corrosive areas.
E. Fill unused punched-out, tapped, or threaded hub openings with insert plugs.
F. Use outlet boxes sized to accommodate quantity of conductors enclosed.
G. Use boxes sized to accommodate conduit tying into box.
H. Install pull boxes or junction boxes in conduit runs where indicated or required to facilitate pulling of wires or making connections.
1. Make covers of boxes accessible.
I. Install pull boxes or junction boxes rated for the area classification.
J. Install rigid conduit squarely into boxes which do not have hubs or are drilled and tapped.
1. Install with locknut on the outside and bushing on inside.
K. Install conduit into boxes with hubs, or that are tapped, using thread lubricant.
L. Do not use back-to-back boxes on this Project.
M. Support outlet boxes for incandescent fixtures and other ceiling-mounted devices in lay-in acoustical tile ceilings by bar hangers anchored to ceiling construction members which do not interfere with tile removal.
END OF SECTION 26 0533.02
CONDUITS 26 0533.13-1
SECTION 26 0533.13 - CONDUITS FOR ELECTRICAL SYSTEMS
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. Furnish and install conduits as required, and as shown on the Plans. Materials employed shall be as shown on the Plans.
1.02 SUBMITTALS
A. Submit product literature including manufacturer part number, model number, material, size, and specifications. Material shall not be installed until the ENGINEER has reviewed the submittal data.
B. Shop Drawings shall be submitted for review and acceptance showing routing, conduit size, and number and size of wires in each conduit before installation of conduit and any related work.
C. Proposed routing of conduits buried under floor slabs-on-grade.
D. Identify conduit by tag number of equipment served or by circuit schedule number.
E. Proposed routing and details of construction including conduit and rebar embedded in floor slabs, columns, etc. Identify conduit by tag number of equipment served or by circuit schedule number.
F. Proposed location and details of construction for openings in slabs and walls for raceway runs.
G. Refer to Section 26 0500 - Common Work Results for Electrical and Section 01 3300 – Submittal Procedures for further submittal requirements.
1.03 REFERENCES
A. American National Standards Institute (ANSI): C80.1, Rigid Steel Conduit Zinc-Coated.
B. National Electric Manufacturers Association (NEMA): RN-1, Polyvinyl-Chloride (PVC) Externally Coated Galvanized Rigid Steel Conduit.
C. Underwriters Laboratories Inc. (UL):
1. 1, Flexible Metal Conduit.
2. 6, Rigid Metal Conduit.
3. 360, Liquid-Tight Flexible Steel Conduit.
4. 467, Grounding and Bonding Equipment.
5. 514, Nonmetallic Outlet Boxes, Flush-Device Boxes and Covers.
6. 651, Schedule 40 and 80 Rigid PVC Conduit.
7. 870, Wireways, Auxiliary Gutters, and Associated Fittings.
8. 884, Underfloor Raceways and Fittings.
9. 886, Outlet Boxes and Fittings for Use in Hazardous (Classified) Locations.
PART 2 – PRODUCTS
2.01 RACEWAYS
A. Exposed conduit in an unclassified or hazardous area shall be galvanized rigid steel (GRS) unless specifically indicated otherwise on the Plans. Conduits in the corrosive areas shall be PVC coated GRS unless otherwise indicated. Underground and/or concrete encased conduits shall be PVC, unless otherwise indicated. All wiring, except as otherwise noted, shall be in conduit. Conduit size shall not be less than the National Electrical Code (NEC) size required for the conductors therein and shall not be smaller than 1-inch, unless noted in plans.
B. Condulet type fittings shall be Crouse-Hinds, Appleton, or equal with wedge nut covers. All condulets located outdoors or in wet locations shall be weathertight.
CONDUITS 26 0533.13-2
C. In unclassified areas, flexible conduit shall be grounding type, weatherproof, corrosion resistant, and watertight.
D. Couplings, connectors, and fittings shall be standard types specifically designed and manufactured for the purpose. They shall be installed to provide a firm mechanical assembly and electrical conductivity throughout.
E. Expansion fittings shall be OZ type AX with jumper for exposed locations and type DX at structural expansion joints, Spring City, or equal. Conduits shall have expansion fittings in accordance with NEC.
F. The conduits and fittings shall be supported per NEC requirements as a minimum.
2.02 GALVANIZED RIGID STEEL (GRS)
A. Conduit and couplings shall be hot-dipped galvanized with zinc coated threads and outer coating of zinc bichromate, in accordance with ANSI C80.1 standards, as manufactured by Jones & Laughlin Steel Corporation, Allied Tube & Conduit Corporation, Triangle PWC, or equal.
B. Steel conduit shall not be buried in earth without concrete encasement and additional corrosion protection. A half lapped rapping of 20-mil PVC based corrosion protection tape shall be used.
2.03 PVC COATED GALVANIZED RIGID STEEL (PVC-GRS)
A. PVC coated GRS conduit shall be installed where shown on the Plans or elsewhere specified and shall conform to NEMA RN-1 and ANSI C80.1 standards.
B. The zinc surface of the conduit shall remain intact and undisturbed on both the inside and the outside of the conduit throughout the preparation and application processing. A Polyvinyl Chloride (PVC) coating shall be bonded to the galvanized outer surface of the conduit. The bond between the PVC coating and the conduit surface shall be greater than the tensile strength of the plastic. The thickness of the PVC coating shall be a minimum of 0.040-inch (40 mil).
C. A loose coupling shall be furnished with each length of conduit. A PVC coating shall be bonded to the outer surface of the coupling and a PVC sleeve equal to the outside diameter of the uncoated conduit shall extend beyond both ends of the coupling approximately one pipe diameter or 1-1/2 inches, whichever is smaller. The wall thickness of the coating on the coupling and the sleeve shall be a minimum of 0.055-inch (55 mil).
D. A PVC coating shall be bonded to the inner and outer surface of all conduit bodies and fittings and a PVC sleeve shall extend from all hubs. The wall thickness of the coating on conduit bodies and fittings and the sleeve walls shall be identical to those on couplings in length and thickness. The covers on all conduit bodies shall be coated on both sides and shall be designed to be completely interchangeable. The inside of conduit bodies shall remain undisturbed in the processing.
E. Type 304 stainless steel screws shall be furnished and used to attach the cover to the conduit body.
All coated material shall be installed and patched according to the manufacturer's recommended installation and patching instructions.
F. Conduit straps shall be PVC coated or stainless steel.
G. PVC coated conduit and fittings shall be as manufactured by Kor Kap Corporation, Occidental Coating Company, Rob-Roy, or equal.
H. PVC coated flexible conduits shall be liquid and vaportight and manufactured in accordance with UL 360 standards.
2.04 RIGID NONMETALLIC - PVC
A. Where specifically indicated on the Plans, or elsewhere specified, conduit may be high density Schedule 40, 90 degrees C, heavy-duty PVC. The conduit shall be manufactured from virgin polyvinyl chloride compound which meets ASTM D1784, NEMA TC-2, ANSI C33.91, and UL CONDUITS 26 0533.13-3
651 standards. Smoke emissions shall be limited to less than 6 grams per 100 grams of material tested.
B. Where conduit concrete encasement is indicated on the Plans, conduit supports shall be installed at five foot intervals. PVC conduit shall be manufactured by Carlon, Triangle Conduit & Cable, or equal.
2.05 INTERMEDIATE METAL CONDUIT
A. Conduit and couplings shall be galvanized intermediate metal conduit manufactured in accordance with UL 1242 and as manufactured by Allied Tube & Conduit Corporation, Jones & Laughlin Steel Corporation, or equal.
B. Intermediate metal conduit shall not be buried without concrete encasement. Threadless couplings and connectors shall not be used.
2.06 LIQUIDTIGHT FLEXIBLE METAL CONDUIT
A. Liquid-tight flexible metal conduit shall be liquid and vapor-tight, oil and ultraviolet ray resistant and manufactured in accordance with UL 360 standards. Liquid-tight flexible metal conduit shall be formed of a continuous, spiral wound, galvanized steel core with an extruded PVC jacket. The PVC jacket shall be rated for high ambient heat applications, 90 degrees Celsius.
B. For corrosive locations, liquid-tight flexible metal conduit shall be formed of a continuous, spiral wound, aluminum core with an extruded PVC jacket. The PVC jacket shall be impervious to corrosive liquids and vapors.
C. An external bonding conductor shall be required for flexible conduit connections containing circuits rated at 60 amps or greater and for sizes 1 1/2 " or larger. Flexible conduit and connectors for 1 1/4" and smaller shall be listed for grounding.
D. Connectors for liquid-tight flexible conduit shall be galvanized, furnished with a sealing ring and locknut, and suitable for wet locations.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Conduit runs are schematic only, and shall be modified as required to suit field conditions, subject to review and acceptance by the ENGINEER.
B. Conduit shall run continuously between outlets and shall be provided with junction boxes where connections are made. Couplings, connectors, and fittings shall be acceptable types designed and manufactured for the purpose, and shall provide a firm mechanical assembly, and electrical conductivity throughout.
C. Conduit runs shall be straight and true. Elbows, offsets, and bends shall be uniform and symmetrical. Changes in direction shall be made with long radius bends, or with fittings of the condulet type.
D. Conduit runs in buildings and structures shall be exposed except as specifically noted, or accepted by the ENGINEER.
E. Conduit runs shall not interfere with the proper and safe operation of equipment, and shall not block or interfere with ingress or egress, including equipment removal hatches.
F. Exposed conduits shall be securely fastened with clamps, or straps, intended for conduit use. All exposed conduit shall be run on the walls and ceiling only and shall be parallel to the planes of the walls or ceiling. No diagonal runs will be permitted. Flexible conduit shall be used only for short lengths required to facilitate connections between rigid conduit to motors from junction boxes, or control equipment. The maximum length of flexible conduit shall be 3 feet.
CONDUITS 26 0533.13-4
G. Conduit runs on water-bearing walls shall be supported one inch away from the wall on an accepted channel. When channel galvanizing, or other coating, is cut or otherwise damaged, it shall be field coated to original condition. No conduit shall be run in water-bearing walls, unless specifically designated otherwise.
H. Conduit shall be thoroughly reamed to remove burrs. IMC or GRS shall be reamed during the threading process, and Rigid Nonmetallic PVC shall be reamed before applying fittings. A zinc rich cold galvanizing shall be used to restore corrosion protection on field cut threads. Bushings and lock nuts or hubs shall be used at conduit terminations. The total number of bends in any run between pull points shall not exceed 360 degrees. Junction boxes and pull boxes shall be installed at points acceptable to the ENGINEER. Conduit ends shall be plugged to prevent the entrance of moisture or debris during construction. All spare conduits shall be adequately capped and shall contain a suitable pull string.
I. Joints shall be set up tight. Hangers and fastenings shall be secure, and of a type appropriate in design, and dimensions, for the particular application.
J. Conduit runs shall be cleaned and internally sized (obstruction tested) so that no foreign objects, or obstructions remain in the conduit prior to pulling in conductors.
K. After installation of complete conduit runs 2 inches and larger, conduits shall be snaked with a conduit cleaner equipped with a cylindrical mandrel of a diameter not less than 85 percent of the nominal diameter of the conduit. Conduits through which the mandrel will not pass shall not be used.
L. Expansion fittings shall be installed across all expansion joints and at other locations where necessary to compensate for thermal expansion and contraction.
M. Provide trenching, backfill, and compaction for conduits installed underground.
END OF SECTION 26 0533.13
ELECTRICAL IDENTIFICATION 26 0553-1
SECTION 26 0553 - ELECTRICAL IDENTIFICATION
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. Electrical identification work specified in this section covers the following:
1. Buried cable warnings
2. Electrical power, control and communication conductors
3. Operational instructions and warnings
4. Danger signs
5. Equipment/system identification signs
1.02 SUBMITTALS
A. Submittals to the ENGINEER shall include the following:
1. Manufacturers data on electrical identification materials and products
2. Samples of each color, lettering style and other graphic representation required for each identification material or system
1.03 MANUFACTURERS
A. Subject to compliance with requirements, manufacturers offering electrical identification products maybe incorporated in the work include, but not limited to, the following:
1. Brady, W.H. Co.
2. Ideal Industries, Inc.
3. Panduit Corp.
4. or, equal
1.04 QUALITY COMPLIANCE
A. Comply with applicable requirements of UL Std. 969, "Marking and Labeling Systems", pertaining to electrical identification systems.
B. Comply with applicable requirements of NEMA Std. No's WC-1 and WC-2 pertaining to identification of power and control conductors.
PART 2 – PRODUCTS
2.01 GENERAL
A. Except as otherwise indicated, provide manufacturer's standard products of categories and types required for each application. Where more than single type is specified for an application, selection is Installer's option, but provide single selection for each application.
2.02 COLOR CODED CONDUIT MARKERS
A. Provide manufacturer's standard pre-printed, flexible or semi-rigid, permanent, plastic-sheet conduit markers, extending 360 degrees around conduits; designed for attachment to conduit by adhesive, adhesive lap joint of marker, matching adhesive plastic tape at each end of marker, or pretensioned snap-on. Except as otherwise indicated, provide lettering that indicates voltage of conductor{s} in conduit. Provide 8" minimum length for 2" and smaller conduit, 12" length for larger conduit.
B. Unless otherwise indicated or required by governing regulations, provide white markers with black letters.
ELECTRICAL IDENTIFICATION 26 0553-2
C. Conduit identification shall be via stainless-steel tags. See comments for Section 26 0533.01 - Raceways.
2.03 CABLE AND CONDUCTOR WIRE MARKERS
A. Cable and conductor wire markers shall be self-laminating vinyl on white background, printed using a Brady TLS2200 printer, Seton printer, or equal. Handwritten wire markers are not acceptable.
2.04 SELF-ADHESIVE PLASTIC SIGNS
A. Provide manufacturer's standard, self-adhesive or pressure-sensitive, pre-printed, flexible vinyl signs for operational instructions or warnings; of sizes suitable for application areas and adequate for visibility, with proper wording for each application, e.g., 208V, EXHAUST FAN, RECTIFIER.
B. Unless otherwise indicated or required by governing regulations, provide white signs with black lettering.
C. Signs shall be attached with stainless-steel screws.
2.05 LETTERING AND GRAPHICS
A. Coordinate names, abbreviations and other designations used in electrical identification work, with corresponding designations shown, specified or scheduled. Provide numbers, lettering and wording as indicated or, if not otherwise indicated, as recommended by manufacturers or as required for proper identification and operation/maintenance of electrical systems and equipment. Comply with ANSI A13.1 pertaining to minimum sizes for letters and numbers.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Install electrical identification products as indicated, in accordance with manufacturer's written instructions, and requirements of NEC.
B. Where identification is to be applied to surfaces that require finish, install identification after completion of painting.
C. Comply with governing regulations and requests of governing authorities for identification of electrical work.
3.02 CONDUIT IDENTIFICATION
A. Where electrical conduit is exposed in spaces with exposed mechanical piping that is identified by a color-coded method, apply color-coded identification on electrical conduit in manner similar to piping identification. Except as otherwise indicated, use white as coded color for conduit.
3.03 CABLE/CONDUCTOR IDENTIFICATION
A. Apply cable/conductor identification, including voltage, phase and feeder number, on each cable/conductor in each box/enclosure/cabinet where wires of more than one circuit or communication/signal system are present, except where another form of identification (such as color-coded conductors) is provided. Match identification with marking system used in panelboards, shop drawings, contract documents, and similar previously established identification for project's electrical work.
ELECTRICAL IDENTIFICATION 26 0553-3
3.04 EQUIPMENT/SYSTEM IDENTIFICATION
A. Install engraved plastic-laminate sign on each major unit of electrical equipment in building; including central or master unit of each electrical system including communication-control-signal systems, unless unit is specified with its own self-explanatory identification or signal system.
Except as otherwise indicated, provide single line of text, 1/2" high lettering on 1-1/2" high sign (2" high where 2 lines are required), white lettering in black field. Provide text matching terminology and numbering of the contract documents and shop drawings. Provide signs for each unit of the following categories of electrical work:
1. Panelboards, electrical cabinets and enclosures.
2. Access panel/doors to electrical facilities.
3. Major electrical switchgear.
B. Install signs at locations indicated or, where not otherwise indicated, at location for best convenience of viewing without interference with operation and maintenance of equipment. Secure to substrate with brass or stainless-steel screws, except use adhesive where screws should not or cannot penetrate the substrate.
C. Identification signs shall be black lettering on a white field to match the Districts’ standard.
3.05 CIRCUIT IDENTIFICATION
A. The neutral shall be white to match the requirements of Part 2.5 (B) in Section 26 0519 – Low Voltage Electrical Power Conductors and Cable. The 3-phase wires shall be identified at the switchgear, panelboards and motor control centers as Phases A, B, and C. At 277/480V, Phase A shall be brown, Phase B shall be orange, and Phase C shall be yellow. The neutral shall be gray.
B. In addition to color coding all conductors, each conductor shall be identified in each pull box, manhole, panelboard, cable tray, or termination with circuit identification markers. This identification is applicable to all power, control, alarm, and instrumentation conductors and these markings shall be recorded on the Record Documents. Markers shall be slip-on PVC sleeve type as manufactured by Brady, Seton, or equal.
C. Markers for other cabling shall be B-292 vinyl as manufactured by Brady, Seton, or equal.
D. Exposed medium voltage conduits shall be labeled at 50-foot intervals with f-inch letters stating the voltage - example - "12,470 volts". Labels shall be vinyl plastic as manufactured by Brady, Seton, or equal.
3.06 AUTOMATIC EQUIPMENT WARNING SIGNS
A. Permanent warning signs shall be mounted at all mechanical equipment that may be started automatically or from remote locations. Signs shall be in accordance with OSHA regulations and shall be suitable for exterior use. The warning signs shall be fastened with round head brass screws or bolts, located and mounted in a manner acceptable to the ENGINEER.
B. Warning signs shall be 7 inches high by 10 inches wide, colored yellow and black, on not less than 18 gauge vitreous enameling stock. Sign shall read:
CAUTION
THIS EQUIPMENT STARTS
AUTOMATICALLY
BY REMOTE CONTROL
3.07 HIGH VOLTAGE WARNING SIGNS
A. Permanent and conspicuous warning signs shall be mounted on all equipment, doorways to equipment rooms, pull boxes, manholes, where the voltage exceeds 600 volts.
B. Signs shall be in accordance with OSHA regulation, and shall be suitable for exterior use. The warning signs shall be fastened with round head brass screws or bolts, located and mounted in a manner acceptable to the ENGINEER.
ELECTRICAL IDENTIFICATION 26 0553-4
C. Signs shall be 7 inches high by 10 inches wide, colored red and white, on not less than 18 gauge vitreous enameling stock. Sign shall read:
WARNING
HIGH VOLTAGE
KEEP OUT
3.08 CONDUCTOR FASTENERS
A. Glue-on type conductor fasteners shall not be used in any panels, panelboards, switchboards, switchgear, motor control centers, or other enclosures containing electrical devices and/or conductors.
END OF SECTION 26 0553
ARC FLASH HAZARD ANALYSIS 26 0573.12 - 1
SECTION 26 0573.12
ARC FLASH HAZARD ANALYSIS
PART 1 – GENERAL
1.01 SCOPE
A. The contractor shall furnish an Arc Flash Hazard Analysis Study per NFPA 70E - Standard for Electrical Safety in the Workplace, reference Article 130.5 and Informative Annex D.
1.02 REFERENCES
A. Institute of Electrical and Electronics Engineers, Inc. (IEEE):
1. IEEE 399 – Recommended Practice for Industrial and Commercial Power System Analysis
2. IEEE 1015 – Recommended Practice for Applying Low-Voltage Circuit Breakers Used in Industrial and Commercial Power Systems
3. IEEE 1584 – Guide for Performing Arc-Flash Hazard Calculations B. American National Standards Institute (ANSI):
1. ANSI C57.12.00 – Standard General Requirements for Liquid-Immersed Distribution, Power, and Regulating Transformers
2. ANSI C37.13 – Standard for Low Voltage AC Power Circuit Breakers Used in Enclosures
3. ANSI C 37.41 – Standard Design Tests for High Voltage Fuses, Distribution Enclosed Single-Pole Air Switches, Fuse Disconnecting Switches and Accessories
4. ANSI C37.5 – Methods for Determining the RMS Value of a Sinusoidal Current Wave and Normal-Frequency Recovery Voltage, and for Simplified Calculation of Fault Currents
C. The National Fire Protection Association (NFPA)
1. NFPA 70 - National Electrical Code, latest edition
2. NFPA 70E – Standard for Electrical Safety in the Workplace ARC FLASH HAZARD ANALYSIS 26 0573.12 - 2
1.03 SUBMITTALS FOR CONSTRUCTION
A. The results of the arc flash hazard analysis study shall be summarized in a final report.
No more than five (5) bound copies of the complete final report shall be submitted.
Additional copies, where required, shall be provided in PDF format.
B. The report shall include the following sections:
1. One-line diagram showing protective device ampere ratings and associated designations, cable size & lengths, transformer kVA & voltage ratings, motor & generator kVA ratings, and switchgear/switchboard/panelboard designations
2. Descriptions, purpose, basis, and scope of the study
3. Incident energy and flash protection boundary calculations
4. Comments and recommendations for system improvements, where needed
5. Executive Summary including source of information and assumptions made
1.04 QUALIFICATIONS
A. The arc flash hazard analysis study shall be conducted under the supervision and approval of a Registered Professional Electrical Engineer skilled in performing and interpreting the power system studies. The Registered Professional Electrical Engineer shall be a full-time employee of the Engineering Services Organization.
PART 2 – PRODUCTS
2.01 STUDIES
A. The contractor shall furnish an Arc Flash Hazard Analysis Study per NFPA 70E - Standard for Electrical Safety in the Workplace, reference Article 130.5 and Informative Annex D.
2.02 DATA COLLECTION
A. The Engineer shall furnish all field data as required by the power system studies.
B. Source combination may include present and future utility supplies, motors, and generators.
C. Load data utilized may include existing and proposed loads obtained from Contract Documents provided by OWNER or CONTRACTOR.
D. Include fault contribution of existing motors in the study, with motors < 50 hp grouped together. The Contractor shall obtain required existing equipment data, if necessary, to satisfy the study requirements.
2.03 ARC FLASH HAZARD ANALYSIS
A. The arc flash hazard analysis shall be performed according to the IEEE 1584 equations that are presented in NFPA70E-(latest).
B. The flash protection boundary and the incident energy shall be calculated at all significant locations in the electrical distribution system (switchboards, switchgear, motor-control centers, panelboards, busway, and splitters) where work could be performed on energized parts.
C. The Arc-Flash Hazard Analysis shall include all 480V locations and significant locations in 240-volt and 208-volt systems.
D. Safe working distances shall be specified for calculated fault locations based upon the calculated arc flash boundary considering an incident energy of 1.2 cal/cm2.
E. The Arc Flash Hazard analysis shall include calculations for maximum and minimum contributions of fault current magnitude. The minimum calculation shall assume that the utility contribution is at a minimum and shall assume a minimum motor load. Conversely, the maximum calculation shall assume a maximum contribution from the utility and shall assume motors to be operating under full-load conditions.
ARC FLASH HAZARD ANALYSIS 26 0573.12 - 3
F. Arc flash computation shall include both line and load side of main breaker calculations, where necessary.
G. Arc Flash calculations shall be based on actual overcurrent protective device clearing time. Maximum clearing time will be capped at 2 seconds based on IEEE 1584-2002 section B.1.2.
2.04 REPORT SECTIONS
A. Incident energy and arc flash boundary calculations.
1. Arcing fault magnitude
2. Device clearing time
3. Duration of arc
4. Arc flash boundary
5. Working distance
6. Incident energy
7. Recommendations for arc flash energy reduction
PART 3 – EXECUTION
3.01 FIELD ADJUSTMENT
A. Notify Owner in writing of any required major equipment modifications.
B. Following completion of the study, acceptance testing and startup by the field engineering service division of the equipment manufacturer, a 2-year warranty shall be provided on all components manufactured by the engineering service parent manufacturing company.
3.02 ARC FLASH WARNING LABELS
A. The vendor shall provide a 4 in. x 4 in. thermal transfer type label of high adhesion polyester for each work location analyzed.
B. The label shall have an orange header with the wording, “WARNING, SHOCK & ARC FLASH HAZARD”, and shall include the following information:
1. Location designation
2. Nominal voltage
3. Arc flash boundary
4. Incident energy
5. Working distance
6. Shock Boundaries
7. Engineering report number, revision number and issue date C. Labels shall be machine printed, with no field markings D. Arc flash labels shall be provided in the following manner and all labels shall be based on recommended overcurrent device settings.
1. For each 600-, 480-, and applicable 208-volt panelboards and disconnects, one arc flash label shall be provided
2. For each motor control center, one arc flash label shall be provided
3. For each low voltage switchboard, one arc flash label shall be provided
4. For each switchgear, one flash label shall be provided
5. For medium voltage switches one arc flash label shall be provided E. Labels shall be field installed by the engineering service division of the equipment manufacturer under the Startup and Acceptance Testing contract portion.
3.03 ARC FLASH TRAINING
A. The equipment vendor shall train personnel of the potential arc flash hazards associated with working on energized equipment (minimum of 2 hours). Maintenance procedures in ARC FLASH HAZARD ANALYSIS 26 0573.12 - 4
accordance with the requirements of NFPA 70E, Standard for Electrical Safety Requirements for Employee Workplaces, shall be provided in the equipment manuals.
The training shall be certified for continuing education units (CEUs) by the International Association for Continuing Education Training (IACET).
END OF SECTION
SERVICE AND DISTRIBUTION 26 2100-1
SECTION 26 2100 - SERVICE AND DISTRIBUTION
PART 1 – GENERAL
1.01 DESCRIPTION
A. Requirements specified in Section 26 0500 – Common Work results for Electrical form a part of this Section. This Section outlines the electrical work for underground or overhead power service and power distribution.
B. Related Section: Section 26 2915 – Electrical Controls, Relays, and Alarms C. Power Service: The underground or overhead service shall be complete and as shown on the Drawings. The service installation shall conform with the power company service requirements.
D. Distribution: The power distribution system shall include equipment installations and underground or overhead wiring installations as shown on the Drawings.
1.02 SUBMITTALS
A. Submit for the Owner's approval material lists, shop drawings, factory test reports, and technical data to the extent required in Section 01 3300.
PART 2 – PRODUCTS
2.01 GENERAL
A. Provide all the equipment and materials, and complete all of the power service, power distribution and grounding installations as indicated, specified and required. Sizes of equipment shown on the Drawings and space allowed for the equipment are based on equipment manufactured by only one of the listed acceptable manufacturers. The manufacturers and models listed in this Section of the Specifications are acceptable providing they conform to the Specifications and that the equipment and materials provided fit properly in the available space. Refer to Section 26 0533 – Raceway and Boxes for Electrical, Section 26 0519 – Low Voltage Electrical Power Conductors and Cables for conductors, and Section 26 0553 – Electrical Identification for nameplates.
2.02 SERVICE EQUIPMENT
A. Provide the metal enclosed, service equipment as shown on the Drawings, specified in Section 26 2716 – Electrical Cabinets and Enclosures and in accordance with the power company service requirements. The low voltage equipment shall be manufactured by Square D, Cuttler Hammer, General Electric, Siemens, Allen Bradley, or approved equal. Service equipment shall be part of the motor control center assembly as shown on the Drawings. All sections must meet SCE (Souther California Edison) requirments.
B. Metering Section shall be full height, free standing and equipped with meter sockets, copper busses, main circuit breaker and ground fault protection as indicated. The meter sockets shall be provided for the power company self contained meter or meters that shall be connected to instrument transformers as required. Must meet SCE requirments.
C. Pull Section shall be totally metal enclosed, full height, free standing and equipped with copper busses and connectors for the underground service conductors. Must meet SCE requirments.
D. A main circuit breaker shall be used as a service disconnect in the service equipment as shown on the Drawings.
E. Nameplates shall be provided for the service equipment. Refer to Section 26 0553 – Electrical Identification for nameplates.
F. Double Hasp shall be attached on a gasketed hinged door of outdoor equipment for two padlocks.
G. Grounding shall meet the requirements of Section 26 0526 - Grounding.
SERVICE AND DISTRIBUTION 26 2100-2
PART 3 – EXECUTION
3.01 GENERAL
A. Provide all the equipment installations and wiring installations including connections and interconnections for the power service and distribution as indicated, specified and required. Assure proper fits for all equipment and materials in the spaces shown on the Drawings.
B. Earthwork, Concrete and Painting: The required work for excavations, backfills, concrete and painting shall be provided for the electrical installations.
1. Earthwork shall be performed for handholes, pull boxes, underground conduits, poles, guys, grounding, equipment foundations and supports as indicated and specified.
2. Concrete shall be provided for electrical equipment foundations and supports, and conduit encasements as indicated and specified in Division 3.
3. Painting shall be provided for all installations having unfinished surfaces as specified in.
Field damaged factory finishes on equipment shall be touched-up with paint that is equal in quality and color to the original factory finish.
C. Handholes and Pull Boxes: Precast concrete handholes and pull boxes shall be installed in excavations as shown on the Drawings and as required.
1. Accessories shall be installed, which include pull eyes and required hardware.
2. Covers shall be installed on all handholes and pull boxes.
D. Service Equipment: Install the metal enclosed service equipment and wiring as indicated, specified and required.
1. Equipment shall be installed level and securely attached to the concrete foundation with anchor bolts. The sections shall be joined together with bolts, washers and nuts to form a unit assembly.
2. Wiring installations shall be complete and in accordance with the power company service requirements.
3. Nameplates shall be laminated plastic and attached to clean surfaces of the metal enclosures with an adhesive or equal.
E. Grounding: Install all the equipment, materials and wiring to complete the equipment, structural, lightning and system grounding installations as shown on the Drawings, specified and required.
F. Panelboards and Switchboards: Install the metal enclosed panelboards and distribution switchboards as indicated, specified and required.
1. Equipment shall be installed level and securely attached to the concrete foundations, floors and walls with anchor bolts.
2. Wiring installations shall be complete, including all connections.
3. Nameplates shall be laminated plastic, and attached to clean surfaces of the metal enclosures with an adhesive.
G. Automatic Transfer Bypass/Isolation Switch: The Automatic Transfer Bypass/Isolation Switch described in Specification Section 26 3600 – Automatic Transfer shall be supplied with the Service Entrance equipment.
H. Checking, Adjusting and Testing: Provide all checking, adjusting and testing operations on equipment and complete.
END OF SECTION 26 2100
DISCONNECT SWITCHES 26 2102-1
SECTION 26 2102 - DISCONNECT SWITCHES
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. This section covers electrical disconnecting switches.
1.02 SUBMITTALS
A. Products shall be submitted in accordance with Section 01 3300 - Submittals, Section 26 0500 – Common Work Results for Electrical, and elsewhere in the Contract Documents prior to installation.
PART 2 – PRODUCTS
2.01 DISCONNECT SWITCHES
A. Disconnect switches shall be heavy-duty safety switches with a quick-make, quick-break operating mechanism, with full cover interlock, and indicator handle. The disconnect switches shall be furnished with fuses of the size indicated on the Plans. One set of spare fuses shall be furnished for each fused disconnect switch. Disconnect switches shall be NEMA type HD heavy duty construction, UL 98 listed.
B. Enclosures shall be rated NEMA 12 for indoor use, and NEMA 3R for outdoor use, unless otherwise indicated on the Plans.
C. Disconnect switch handle shall be pad lockable.
D. Disconnect switches in the corrosive areas as indicated on the Plans, shall be NEMA 4X, 304 stainless steel.
E. Disconnect switches shall be as manufactured by Square D, Cutler Hammer, Allen-Bradley, General Electric, or equal.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Disconnect switches shall be installed as indicated on the Plans.
B. Provide grounding per NEC, and Section 26 0526 – Grounding.
END OF SECTION 26 2102
LOW-VOLTAGE TRANSFORMERS 26 2200-1
SECTION 26 2200 - LOW-VOLTAGE TRANSFORMERS
PART 1 - GENERAL
1.01 DESCRIPTION
A. This Section outlines the wiring requirements for the electrical work and forms a part of all other Sections of Division 26 unless otherwise specified.
B. Related Work Not Included in This Section.
1. Section 26 0500 – Common Work Results
2. Section 26 0526 – Grounding
1.02 SUBMITTALS
A. Submit for the Owner's approval material lists, shop drawings, factory test reports, and technical data to the extent required in Section 26 0500.
PART 2 - PRODUCTS
2.01 GENERAL
A. Provide all the equipment and materials, and complete all of the power service, power distribution and grounding installations as indicated, specified and required. Sizes of equipment shown on the Drawings and space allowed for the equipment are based on equipment manufactured by only one of the listed acceptable manufacturers. The manufacturers and models listed in this Section of the Specifications are acceptable providing they conform to the Specifications and that the equipment and materials provided fit properly in the available space.
2.02 TRANSFORMERS
A. Provide the power, pad-mounted, dry-type and distribution transformers as indicated, specified and required. The equipment shall be secured with hardware to brackets, supports, and inside equipment.
B. Dry Type Transformers shall be provided for meters, control power, lighting, convenience and power outlets as shown on the drawings, specified and required. The transformers shall be selfcooled, two winding, three phase and single phase, 60 hertz, KVA and voltage ratings as indicated, and designed for indoor and outdoor installations at altitudes of 10,000 feet or less. Totally enclosed, non-ventilated transformers shall be provided for outdoor installations. Core laminations shall be grain oriented silicon steel, annealed, free of burrs and tightly clamped to provide quiet operation.
Maximum flux densities shall be substantially below the saturation level. Transformers rated 2 KVA and smaller shall have NEMA Class B insulating materials which withstand a maximum winding temperature of 150 degrees Centigrade. Transformers rated 3 KVA through 25 KVA shall have NEMA Class F insulating materials which withstand a maximum winding temperature of 185 degrees Centigrade. Transformers rated 30 KVA and larger shall have NEMA Class H insulating materials which withstand a maximum winding temperature of 220 degrees centigrade. The transformer coils shall be wound with high temperature epoxy film insulated wire. Coils shall be vacuum impregnated with silicone varnish and cured at a minimum temperature of 350 degrees Fahrenheit to reduce hotspots and seal out moisture. Hybrid silicone varnish shall not be accepted.
The coils shall be protected with an outer layer of glass tape or similar quality insulation. The core and coil assembly shall be isolated from the enclosure with neoprene pads. Single phase transformers 15 through 25 KVA shall be equipped with two 5 percent full capacity taps below normal rated primary voltage. Sound levels shall be guaranteed by the manufacturer and substantiated by certified tests for each transformer. The sound levels shall not exceed the following: O-9 KVA, 38 decibels; 10-45 KVA, 42 decibels. Pressure connectors shall be included for the copper conductors shown on the drawings, which shall be accessible in a front wiring compartment. Enclosures shall be fabricated from at least #14 formed steel with uniform surfaces, except the base shall be #11 gauge minimum.
A diagrammatic metal plate shall show the complete diagram, internal connections, identified LOW-VOLTAGE TRANSFORMERS 26 2200-2
terminals and voltages. The dry-type transformers shall be manufactured by Square D, Allen Bradley, Cutler Hammer, Siemens, General Electric, or approved equal.
PART 3 - EXECUTION
3.01 GENERAL
A. Provide the required labor and equipment, and all checking, adjusting and testing operations on the electrical installations.
3.02 TRANSFORMERS
A. Transformers. Install the power, pad-mounted, dry-type and overhead distribution transformers as indicated, specified and required.
1. Equipment shall be installed level and securely attached to concrete foundations, floors, walls and poles with the required hardware.
2. Wiring installations shall be complete as shown on the Drawings.
3.03 CHECKING, ADJUSTING AND TESTING
A. Provide the required labor and equipment, and all checking, adjusting and testing operations on the electrical installations.
END OF SECTION 26 2200
ENCLOSURES 26 2400-1
SECTION 26 2400 – ENCLOSURES
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. This specification includes enclosures to house electrical controls, instruments, terminal blocks, and serve a junction boxes where shown on the Plans.
1.02 SUBMITTALS
A. Products shall be submitted in accordance with Section 01 3300 – Submittal Procedures, Section 26 0500 – Common Work Results for Electrical, and elsewhere in the Contract Documents prior to installation.
1.03 MANUFACTURERS
A. Enclosures shall be manufactured by Hammond, Hoffman, Rittal, or equal.
PART 2 – PRODUCTS
2.01 STEEL
A. Enclosures shall be fabricated from 14 gauge steel with seams that are continuously welded. Doors shall have full length piano hinges with the door removable by pulling the hinge pin.
B. A rolled lip shall be provided around three sides of the door and around all sides of the enclosure opening. The gasket shall be attached with oil-resistant adhesive and held in place with steel retaining strips. Exterior hardware, such as clamps, screws, and hinge pins, shall be of stainless steel for outdoor installations. A hasp and staple shall be provided for padlocking. Each enclosure shall have a print pocket. All wires entering or leaving the enclosure shall terminate on terminal strips. All wires and terminals shall be clearly identified as specified elsewhere in these specifications.
C. Finish shall be white enamel interior, light gray enamel, ANSI 61 exterior, over phosphatized surfaces. Special finishes and colors shall be furnished for wet locations. Plans should be checked for special conditions.
2.02 NEMA RATING
A. Unless otherwise indicated on the Plans, enclosures shall be NEMA 12 for indoors, NEMA 4X for corrosive areas, and NEMA 4X for outdoor installations. NEMA 4X enclosures shall be 316 stainless steel, unless noted otherwise. NEMA 4X enclosures shall also be used in wet or wash down areas.
2.03 FIBERGLASS ENCLOSURES (where indicated in plans)
A. Where called out in the Plans, fiberglass NEMA 4X enclosures shall be compression molded, fiberglass reinforced polyester, high impact, and heat resistant.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Enclosures shall be installed as indicated on the Plans, and according to manufacturer's instructions.
B. Enclosures shall be properly grounded, and shall include ground straps connected to hinged doors and accessories.
END OF SECTION 26 2400
PANEL BOARDS 26 2416-1
SECTION 26 2416 - PANELBOARDS
PART 1 – GENERAL
1.01 SCOPE OF WORK
A. This section covers electrical panelboards.
1.02 SUBMITTALS
A. Products shall be submitted in accordance with Section 01 3300, Division 26, and the Contract Documents prior to installation.
B. Panel layout with alphanumeric designation, branch circuit breaker sizes and types, AIC rating, bus sizes, and other characteristics.
1.03 QUALITY ASSURANCE
A. NEMA PB-1, Panelboards
B. NEC
C. UL67, Panelboards
PART 2 – PRODUCTS
2.01 PANELBOARDS
A. Dead-front panelboards, including lighting distribution and control panels, shall be furnished and installed as indicated on the Plans. Buses shall be copper. Mounting and type of enclosures shall be as indicated on the Plans. Where not indicated, indoor enclosures shall be NEMA 12 and outdoor enclosures shall be NEMA 3R. The minimum interrupting capacity of any device shall be as indicated on the Plans.
B. Protective devices shall be replaceable without disturbing adjacent units. Wire connectors shall be suitable for wire sizes indicated. Branch circuits shall be numbered as indicated on the Plans, and a complete typed circuit schedule shall be furnished under a transparent cover, and affixed to the panel. Phase busing shall be full height without reduction. Full size neutral bars shall be included, and shall have suitable lug for each outgoing circuit requiring neutral connection. Spaces for future protective devices provided in lighting panels shall be bused for the maximum device that can be fitted into them.
C. Panelboards shall be finished with a primer, rust resistant phosphate undercoat and two coats of oven baked enamel with finish ANSI grey. Doors shall not uncover any live parts, and shall be hinged and have latches that require no tool to operate. Panelboard doors shall be lockable. Lock and two keys shall be furnished.
D. Each panelboard shall have, on the outside of the door, a lamicoid nameplate with 3/4-inch letters as specified elsewhere in these Contract Documents.
E. Panelboards shall be manufactured by Cutler Hammer, General Electric, or equal, F. Panelboards shall be service entrance rated where required, and as shown on the Plans.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Panelboards shall be installed as indicated on the plans and according to manufacturer's instructions.
B. Provide grounding per NEC.
C. CONTRACTOR shall verify all NEC clearance requirements prior to installation.
PANEL BOARDS 26 2416-2
END OF SECTION 26 2416
WIRING DEVICES 26 2726-1
SECTION 26 2726 - WIRING DEVICES
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes:
1. Light switches, receptacles, device plates, dimmers, plug-in strips and tele-power poles.
B. Related Sections:
1. Division 00 – Conditions of the Contract
2. Division 01 – General Requirements
3. Section 26 0500 – Common Work Results for Electrical
4. Section 26 0526 – Grounding
5. Section 26 0533.02 – Outlet, Pull, and Junction Boxes
1.02 QUALITY ASSURANCE
A. Referenced Standards: Refer to Section 26 0500 - Common Work Results for Electrical.
1.03 SUBMITTALS
A. Shop Drawings: Refer to the Contract Documents, Section 01 3300 – Submittal Procedures and Section 26 0500 – Common Work Results for Electrical.
PART 2 – PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable:
1. Light switches (except explosion proof):
a. Hubbell
b. Slater
c. P&S
d. Arrow Hart
e. General Electric
f. Leviton
2. Explosion proof light switches:
a. Crouse-Hinds
b. Appleton Electric Co.
c. Killark
3. Door switches:
a. General Electric
b. Slater
c. P&S
d. Arrow Hart
e. Micro-switch
4. Receptacles (except explosion proof):
a. Hubbell
b. Slater
c. P&S
d. Arrow Hart
e. General Electric
f. Leviton
WIRING DEVICES 26 2726-2
5. Explosion proof receptacles:
a. Crouse-Hinds
b. Appleton Electric Co
c. Killark
6. Welding receptacles:
a. Crouse-Hinds
b. Appleton Electric Co
7. Tele-power poles:
a. Wiremold
b. Walker
8. Dimmers:
a. Lutron
b. General Electric
c. P&S
9. Plug-in strip:
a. Wiremold
b. Walker
2.02 MATERIALS
A. Light Switches for Unclassified Areas:
1. Toggle type, quiet action, specification grade with grounding terminal
2. Back and side wired
3. Solid silver cadmium oxide contacts
4. One-piece switch arm rated 20 A, 120/277 V AC
5. UL listed
6. Color: Ivory
7. Wall plate: Type 304 stainless steel
8. Type: As indicated on Drawings
B. Receptacles for Unclassified Areas:
1. Straight blade, grounding type, specification grade
2. Back and side wired with wrap-around bridge
3. Rated 20 A, 125 V AC
4. UL listed
5. Color:
a. For use on normal power: Ivory
b. For use on UPS systems: Red
c. For use on isolated ground systems: Orange.
6. Wall plate: Type 304 stainless steel
7. Type: As indicated on Drawings
C. Light Switches for Wet Areas:
1. Presswitch type, quiet action, specification grade, with grounding terminal
2. Back and side wired
3. Solid silver cadmium oxide contacts
4. One-piece switch arm rated 20 A, 120/277 V AC
5. UL listed
6. Color: Ivory
7. Wall plate: Gray weatherproof presswitch type
8. Type: As indicated on Drawings
WIRING DEVICES 26 2726-3
D. Receptacles for Wet Areas:
1. Straight blade, grounding type, specification grade
2. Back and side wired with wrap around bridge
3. Rated 20 A, 125 V AC
4. UL listed
5. Color: Ivory
6. Wall plate: Weatherproof, cast aluminum, UL listed, WDL open and closed
7. Type: As indicated on Drawings
E. Ground Fault Circuit Interrupter Receptacles:
1. Straight blade, grounding type, specification grade
2. Rated 20 A, 125 V AC
3. UL listed
4. Test and reset buttons
5. Wall plate: Indoor or weatherproof as require
6. Feed-through type
F. Light Switches for Corrosive Areas:
1. Corrosion-resistant NEMA 4X enclosure with switch consisting of:
a. Fiberglass reinforced polyester enclosure
b. Fiberglass reinforced polyester gasketed wall plate with built-in toggle lever switch with stainless steel shaft
c. Grounding bushing
d. Rated 20 A, 125 V AC
e. UL listed
f. Type: As indicated on Drawings
g. Color. Yellow
2. Optional: Corrosion-resistant enclosure and switch consisting of:
a. Cast copper-free aluminum "FS" or "FD" ridge type hub box b. Toggle type, quiet action, specification grade with grounding terminal c. Rated 20 A, 125 V AC with solid silver cadmium oxide contacts d. UL listed
e. Neoprene gasket
f. Cast aluminum cover with stainless steel screws and lever to activate switch g. Type: As indicated on Drawings
h. Color: Yellow
G. Receptacles for Corrosive Areas:
1. Corrosion-resistant straight blade, grounding type, specification grade
2. Back and side wired with wrap-around bridge
3. Rated 20 A, 125 V AC
4. UL listed
5. Color: Yellow
6. Box: "FS" or "FD" ridge type cast hub box of copper-free aluminum
7. Gasket: Neoprene
8. Wall plate: Weatherproof, cast aluminum, UL listed, WDL open or close
9. Type: As indicated on Drawings.
H. Explosion proof Light Switches for Use in Hazardous Areas:
1. Explosion proof, UL listed for Class I, Division 1 and 2, Groups B, C, and D; and Class II, Division 1 and 2 areas, Groups E, F, and G
2. EDS factory sealed
3. Malleable iron body and cover
4. Aluminum sealing chamber
5. Front operated handle with stainless steel shaft
WIRING DEVICES 26 2726-4
6. Rated 20 A, 125 V AC
7. With grounding screw
8. Type: As indicated on Drawings
I. Explosion proof Receptacles for Use in Hazardous Areas:
1. Explosion-proof, UL listed for Class I, Division 1 and 2, Groups B, C, and D; and Class II, Division 1 and 2, Groups F and G
2. Factory-sealed malleable iron receptacle with spring-loaded cover
3. Malleable iron mounting box
4. Rated 20 A, 125 V AC
5. "Dead-front" construction requiring plug to be inserted and rotated to activate receptacle
6. Type: As indicated on Drawings
J. Welding Receptacles: 1. 60 A, 480 V, 3 pole, 4 wire, grounding type K. Plug-In Strip: Surface steel raceway plug-in strip with single 15 A, 125 V, 3 wire grounding-type receptacles spaced 18 IN on center.
1. Prewired with two #12 TW and one #12 TW green insulated ground
2. Minimum 1-1/4 in. wide x 3/4 in. deep
3. Suitable fittings and snap-in cover
4. Finish:
a. Stainless steel
5. Receptacle color:
a. For use on normal power: Ivory
b. For use on UPS systems: Red
c. For use on isolated ground systems: Orange
PART 3 – EXECUTION
3.01 INSTALLATION
A. Mount devices where indicated on the Drawings and as scheduled in Section 26 4000 – Enclosures.
B. Surface mount receptacles and light switches in concrete construction.
C. In masonry and metal stud construction, recess mount receptacles and light switches unless device precludes recessed mounting or unless otherwise noted on the Drawings.
D. Where more than one receptacle is installed in a room, they shall be symmetrically arranged.
E. Set switches and receptacles plumb and vertical to the floor.
F. Set recess-mounted switches and receptacles flush with face of walls.
G. Do not connect dimmers to loads in excess of 80 percent of the rating of the dimmer.
H. Provide blank plates for empty outlets.
END OF SECTION 26 2726
600 V FUSES 26 2813-1
SECTION 26 2813 - 600 V FUSES
PART 1 - GENERAL
1.01 SCOPE OF WORK
A. This section covers the requirements for protective fusing on this project. The CONTRACTOR shall furnish and install fuses and fuse holders per the Drawings and equipment manufacturers recommendations.
B. This specification includes the general requirements for various types of fuses whether they are shown on the Drawings or not. If fusing is required by codes or manufacturers recommendations, but not shown on the Drawings, this specification shall apply to the type of fusing provided by the CONTRACTOR.
C. Types of fuses specified in this section include the following:
1. Class L time-delay
2. Class L fast-acting
3. Class RK1 time-delay
4. Class RK1 and Class J current-limiting
5. Class RK5 time-delay
6. Class K5 time-delay, noncurrent-limiting
7. Class T current-limiting
1.02 QUALITY ASSURANCE
A. The fuse manufacturer's facilities shall be ISO 9001 certified.
1.03 CODES AND STANDARDS
A. UL Compliance and Labeling: Comply with applicable provisions of UL 198D, "High-InterruptingCapacity Class K Fuses". Provide over-current protective devices which are UL-listed and labeled.
B. NEC Compliance: Comply with NEC as applicable to construction and installation of fusible devices.
C. ANSI Compliance: Comply with applicable requirements of ANSI C97.1 "Low-Voltage Cartridge Fuses 600 Volts or Less".
1.04 SUBMITTALS
A. Product Data: Submit manufacturer's technical product data on fuses, including specifications, electrical characteristics, installation instructions, furnished specialties and accessories in accordance with Section 01 3300 - Submittals, Section 26 0500 – Common Work Results for Electrical, and the Contract Documents. In addition, include voltages and current ratings, interrupting ratings, current limitation ratings, time-current trip characteristic curves, and mounting requirements.
1.05 MANUFACTURERS
A. Subject to compliance with requirements, manufacturers offering fusible devices which may be incorporated in the work include, but are not limited to, the following: Bussmann, Gould-Shawmut, Reliance, or equal.
600 V FUSES 26 2813-2
PART 2 PRODUCTS
2.01 GENERAL
A. Except as otherwise indicated, provide fuses of types, sizes, ratings, and average time-current and peak let-through current characteristics indicated, which comply with manufacturer's standard design, materials, and constructed in accordance with published product information, and with industry standards and configurations.
2.02 CLASS L TIME-DELAY FUSES
A. Provide UL Class L time-delay fuses rated 600-volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating for protecting transformers, motors, and circuit-breakers.
2.03 CLASS L FAST-ACTING FUSES
A. Provide UL Class L fast-acting fuses rated 600 volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating for protecting service entrances and main feeder circuit-breakers.
2.04 CLASS RK1 TIME-DELAY FUSES
A. Provide UL Class RK1 time-delay fuses rated 600-volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating for protecting motors and circuit-breakers.
2.05 CLASS RK1 CURRENT-LIMITING FUSES
A. Provide UL Class RK1 current-limiting fuses rated 250-volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating for protecting circuit-breakers.
2.06 CLASS J CURRENT LIMITING FUSES
A. Provide UL Class J current-limiting fuses rated 600-volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating.
2.07 CLASS RK5 TIME-DELAY FUSES
A. Provide UL Class RK5 time-delay fuses rated 600-volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating for protecting motors.
2.08 CLASS K5 ONE-TIME FUSES
A. Provide UL Class K5 one-time fuses rated 250-volts, 60 Hz, with 100,000 RMS symmetrical interrupting current rating for protecting non-inductive loads.
2.09 CLASS T FUSES
A. Provide UL Class T fuses rated 600-volts, 60 Hz, with 200,000 RMS symmetrical interrupting current rating for protection of physically small devices.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Fuse types and sizes shall be as indicated on the Plans. Fuses shall be installed in accordance with the National Electric Code (NEC) requirements and the manufacturer's written instructions.
B. Install fuses in proper fuse holders.
C. Where fuses are installed in the motor starters, fuses shall be sized to match the actual motor full load current.
600 V FUSES 26 2813-3
D. Where fuses are installed in disconnect switches at HVAC units, the fuse sizes shall be sized to meet the HVAC manufacturer's requirements.
E. Fuses for control transformers shall be sized in accordance with the National Electrical Code.
F. Fuses shall be installed with the labels clearly visible.
3.02 FIELD QUALITY CONTROL
A. Prior to energizing fusible devices, test devices for circuit continuity and for short-circuits.
3.03 SPARE PARTS
B. Furnish 3 spare fuses of each size and type.
END OF SECTION 26 2813
ENCLOSED SWITCHES AND CIRCUIT BREAKERS 26 2816-1
SECTION 26 2816 - ENCLOSED SWITCHES AND CIRCUIT BREAKERS PART 1 – GENERAL
1.01 SCOPE OF WORK
A. The CONTRACTOR shall furnish and install, low voltage circuit breakers, as indicated on the Drawings and specified herein.
1.02 SUBMITTALS
A. Products shall be submitted in accordance with Section 01 3300 - Submittals, Section 26 0500 – Common Work Results for Electrical, and elsewhere in the Contract Documents prior to installation.
1.03 QUALITY ASSURANCE
A. The breaker manufacturer's facilities shall be ISO 9001 certified.
PART 2 – PRODUCTS
2.01 GENERAL
A. Circuit breakers shall be manufactured by Cutler-Hammer, Allen-Bradley, General Electric, or equal.
B. Circuit breaker frame, trip, short circuit, and interruption ratings shall be as indicated on the Drawings, except that they shall be coordinated with the ratings of the equipment actually furnished, and shall be modified where necessary to suit the equipment. Circuit breakers to be used in motor control centers shall be as indicated on the Drawings. Where no indication of type is given on the Drawings circuit breakers protecting motors shall be motor circuit protectors, and other circuit breakers shall be molded case type.
C. Circuit breaker for mounting in motor control centers, or for separate mounting shall be of the airbreak type, quick-make and quick-break, 600 volt, with number of poles as indicated on the Drawings.
D. Each pole of the circuit breaker shall provide inverse time delay, and instantaneous circuit protection.
E. The breakers shall be operated by a handle, and shall have a switching mechanism that is mechanically trip free from the handle, so that the contacts cannot be held closed against short circuits, and abnormal currents. Tripping due to overload, or short circuit shall be clearly indicated by the handle automatically assuming a position between the manual ON and OFF positions. Latch surfaces shall be ground and polished. Poles shall be constructed so that they open, close, and trip simultaneously.
F. Breakers must be completely enclosed in a molded case. Non-interchangeable trip breakers shall have their covers sealed; interchangeable trip breakers shall have the trip unit sealed to prevent tampering.
Ampere ratings shall be clearly visible. Contacts shall be non-welding silver alloy. Arc extinction must be accomplished by means of arc chutes. The minimum interrupting ratings of the circuit breakers shall be at least equal to the available short circuit current at the line terminals.
G. Circuit breakers shall conform to the applicable requirements of NEMA Standards Publication No.
AB1.
H. Molded case circuit breakers shall be ambient temperature compensating that provides inverse time delay overload and instantaneous short circuit protection by means of a thermalmagnetic element.
Compensation shall be accomplished by a secondary bi-metal that will allow the breaker to carry rated current between 25 degrees C and 50 degrees C with tripping characteristics that are approximately the same throughout this temperature range.
ENCLOSED SWITCHES AND CIRCUIT BREAKERS 26 2816-2
I. On breakers with interchangeable, thermal, adjustable magnetic trip, the accessibility and position of the adjustment knob shall not be changed from those on the standard breaker.
J. Unless mounted in a switchboard, or panelboard, circuit breakers shall be housed in a NEMA rated enclosure as described elsewhere in these specifications.
K. Provide circuit breakers with shunt trip mechanisms where shown on the Drawings.
PART 3 – EXECUTION
3.01 INSTALLATION
A. Circuit breakers shall be installed as indicated on the Drawings and per manufacturer's instructions.
END OF SECTION 26 2816
ELECTRICAL CONTROLS, RELAYS AND ALARMS 26 2915-1
SECTION 26 2915 - ELECTRICAL CONTROLS, RELAYS, AND ALARMS PART 1 – GENERAL
1.01. SCOPE OF WORK
A. This Section includes the following:
1. Pushbutton and Selector Switches
2. Relays
3. Alarms
4. Intrinsic Safety Barriers
5. Wireways
6. Watthour Transducers
7. Elapsed Time Meters and Time Clods
1.02. RELATED WORK
A. Related Sections:
1. Section 01 3300 – Submittal Procedures
2. Section 26 0500 – Common Work Results for Electrical
3. Section 26 2400 – Enclosures
1.03. REFERENCES
A. NEMA ICS 1: General Standards for Industrial Control Systems.
B. NEMA ICS 2: Standards for Industrial Control Devices, Controllers and Assemblies.
C. NEMA ICS 6: Enclosures for Industrial Controls and Systems.
D. NEMA ST 1: Standard for Specialty Transformers (Except General purpose Type).
1.04. SUBMITTALS
A. Data: a complete list of equipment and material including manufacturer's descriptive data and technical literature, performance charts, catalog cuts and installation instructions, spare parts data for each different item of equipment specified. The data shall include a complete Bill of Materials.
B. Drawings: containing complete wiring and schematic diagrams, control diagrams, and any other details required to demonstrate that the system has been coordinated and will properly function as a unit. Drawings shall show proposed layout, anchorage, support and appurtenances of equipment and equipment relationship to other parts of the work including clearances for maintenance and operations.
C. Submit shop drawings in accordance with the Contract Documents, and NEMA ICS 1 specifications indicating control panel layouts, wiring connections and diagrams, dimensions, support points.
1.05. PROJECT RECORD DOCUMENTS
A. Submit record documents in accordance with the Contract Documents.
B. Accurately record actual locations of control equipment. Revise diagrams included in Drawings to reflect actual control device connections.
1.06. OPERATION AND MAINTENANCE DATA
A. Submit operation data in accordance with the Contract Documents.
B. Include instructions for adjusting and resetting time delay relays, timers, and counters.
C. Submit maintenance data in accordance with the Contract Documents.
ELECTRICAL CONTROLS, RELAYS AND ALARMS 26 2915-2
D. Include recommended preventative maintenance procedures and materials.
PART 2 – PRODUCTS
2.01 PUSHBUTTONS AND SELECTOR SWITCHES
A. Pushbuttons, pilot lights and selector switches shall be of the full size, heavy-duty industrial, oil tight, 120 volt, with interchangeable pilot lights, plug-in construction, double break silver contacts, chrome plated lock rings, with modular contacts, and NEMA rating equal to that of the enclosure on which devices are installed. All components shall be flush mounted on front of panel, unless otherwise noted.
B. Provide individual legend plates for indication of switch, pushbutton, and light function (e.g., Open, Closed, Hand-Off-Auto). A list shall be submitted for review and approval C. Pilot lights shall be high intensity LED type. Pilot lights shall have clear lenses and LED lamps colored as shown on the Plans. Common, remote push-to-test circuitry shall be provided for each control panel to simultaneously test all indicating lights on the panel using a single pushbutton when there are 10 or more lights on the panel. Control panels with less than 10 lights shall utilize individual push-to-test lights and control circuitry.
D. Pushbuttons shall be maintained or momentary as required and as shown on the Drawings. Provide extended head pushbutton for all stop functions, mushroom head for emergency stop functions, and flush head pushbuttons for all other functions. Where indicated on the Drawings pushbuttons shall be illuminated type. Provide locking mechanism for all lock out functions. Selector switches shall have black knob operator, be maintained contact type unless noted otherwise, number and arrangement as required to perform intended functions specified but not less than one double pole, double throw, double break contact per switch. Contact rating shall be compatible with AC or DC throughput current of devices simultaneously operated by the switch contact but not less than 10 amperes resistive at 120 volts AC or DC continuous.
E. Potentiometers shall be provided with operators and resistive elements of the type and quantity indicated on the Drawings and as required with legend plates indicating percent of span.
F. The above devices shall be manufactured by Allen Bradley, General Electric, or equal.
2.02 RELAYS
A. Timing relays shall be heavy duty, 300V A.C., 10 amps, solid state design, poles as required per application, -10 degrees C. to +60 degrees C, have timing repeatability of ±2.0% of setting, and be UL listed. The range shall be determined from the control descriptions and or schematic drawings.
Provide mounting accessories, as required. The timing relays shall be manufactured by Allen Bradley, Cutler Hammer, or equal.
B. Control relays shall be of the plug-in socket base type with dust-proof plastic enclosures, with silver-cadmium oxide contacts rated 300-volt, 10 amperes, with contact arrangement and operating coils of the proper voltage as required by the control circuit sequence. Relays shall have indicating lamp to show energized state. Each relay shall have a minimum of two double pole, double throw contacts, or as required. Control relays shall be Allen Bradley, Cutler Hammer, or equal.
C. Alternating relays shall be UL listed, 120 VAC, with contacts rated for 10 amperes at 120 VAC, life expectancy of 100,000 operations, load indicating LEDs, and switch for load locking and load selecting options. Alternating relays shall be manufactured by TimeMark models 261, 271, and 471, and Diversified Electronics model ARA for duplex, triplex, and quadplex alternators.
ELECTRICAL CONTROLS, RELAYS AND ALARMS 26 2915-3
2.04 ALARMS
A. Audible alarms shall be UL listed, 120 VAC, with solid state circuitry, vibrating horn, non-metallic corrosion resistant housing, with required mounting hardware, suitable for outdoor use capable of producing 100 dB at 10 feet. The audible alarm shall be manufactured by Federal Signal model 350, Edwards model 870--EX, or equal.
B. Rotating beacons for interior and/or exterior locations shall be UL listed, 120 VAC, with motor and cooling fan, rotating lights at 60 times per minute minimum, capable of producing 36000 candlepower with required mounting hardware. Lens color shall be verified at the time of construction. The rotating beacons shall be manufactured by Federal Signal model 371 L or equal.
C. Rotating beacons for corrosive and/or hazardous locations shall be UL listed, 120 VAC, with solid state circuitry, rotating lights at 60 times per minute minimum, suitable for outdoor use capable of producing 36000 candlepower with required mounting hardware. Lens color shall be verified at the time of construction. The rotating beacons shall be manufactured by Edwards model 52EX or equal.
D. Strobe beacons shall be UL listed, NEMA 4X, 120 VAC, flashing at 80 times per minute minimum, producing peak candlepower of 520,000, effective candlepower of 165, with required mounting hardware. Lens color shall be verified at the time of construction. The rotating beacons shall be manufactured by Federal Signal model 151 XST, Edwards model 92EX, or equal.
2.05 INTRINSIC SAFETY BARRIERS
A. Intrinsic safety barriers shall permit connection of devices located in a hazardous area to other devices located in a safe area. Intrinsic safety barriers shall be EMC compliant, 10 to 35 V dc, 35 mA output current, hazardous area terminals identified by blue labels, terminals accommodating conductors up to 12 AWG, ambient temperature rating of -20 to +60°C. The intrinsic safety barriers shall be manufactured by MTL Inc., Ronan Engineering Co., R. Stahl Inc., or equal.
2.06 WIREWAYS
A. Wireways shall be PVC, snap-in slot design, with non-slip cover. Safe area wireways shall be light gray and marked "Safe Area Wiring." Hazardous area wireways shall be intrinsic blue and marked "Hazardous Area Wiring." The wireways shall be manufactured by Panduit Corporation, or equal.
2.07 WATTHOUR TRANSDUCERS
A. Watthour transducers for active or reactive power shall be DIN rail and surface mount, single phase or three phase with balanced or unbalanced load, electrically isolated input and output signals, 4 to 20 mA output signal, 0-10 mA to 0-10 A input current, 0-10 V to 0-600 VAC input voltage, 16- 500 Hz selectable frequency. The watthour transducers shall be manufactured by Sineax model PQ502, or equal.
2.08 ELAPSED TIME METERS AND TIME CLOCKS
A. Elapsed time meters shall be self-powered, non-reset, solid state counter which provides silent, accurate and noise immune operation. Elapsed time meters shall require no external power, fiveyear minimum battery life, 120 VAC power, accessories for panel mounting, nameplate below LCD display reading "HOURS", liquid crystal display with 6 digits approximately 2 inches high with 50,000 hour minimum display life and indication of sufficient battery power. The elapsed time meters shall be manufactured by Durant, Automatic Timing and Controls a Division of Sycon Corp., or equal.
B. Time clocks shall be microprocessor based, have 24-hour time control, up to 24 operations per day, programmable from panel face keys, skip-a-day feature allowing schedule to be skipped for one to seven days, SPDT switch contact rated at 15 amps at 120 V AC, with battery carryover to maintain time and program during power outage for 275 hours. The time clocks shall be manufactured by Tork, Paragon Electric Company, or equal.
ELECTRICAL CONTROLS, RELAYS AND ALARMS 26 2915-4
PART 3 – EXECUTION
3.1 INSTALLATION
A. Fasteners shall be type 304 stainless steel.
B. Install devices in strict accordance with NEC requirements and per manufacturers recommendation.
C. Coordinate with other trades as necessary during installation of these devices.
3.2 ACCEPTANCE
A. All installations are subject to evaluation in accordance with NEC requirements and manufacturers recommendations. CONTRACTOR shall remove the unacceptable work and correct work at no charge to OWNER.
END OF SECTION 26 2915
VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -1
SECTION 26 2920 - VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT PART 1 - GENERAL
1.01 DESCRIPTION
A. General: This specification defines the minimum requirements for Variable Frequency Drives (VFDs) and accessories for speed control of either constant or variable torque loads.
B. The CONTRACTOR shall furnish all labor, materials, equipment, appurtenances, and incidentals required to install, test, and operate the VFD systems specified herein, complete with all auxiliary items and accessories necessary to meet the highest standards for the type of service. Also included shall be provisions for instruction of the regular operating personnel in the operation and maintenance of all systems and equipment. This Section outlines the work for variable speed equipment, and forms a part of all applicable sections.
C. The VFD supplier shall provide and have complete system responsibility for the adjustable frequency drives. The supplier shall verify that the variable speed equipment’s output speed, horsepower rating, and torque range agree with the driven motor requirements. The CONTRACTOR shall guarantee all work and equipment supplied in accordance with Section 26 0500 – Common Work Results for Electrical, and the General Conditions.
D. Motors shall be provided as specified in the section specifying the driven equipment.
E. Wiring for VFD equipment shall be provided as shown on the Drawings and as specified in Section 26 0500 – Common Work Results for Electrical.
F. Provide the equipment and materials, including installation, conforming to the codes and standards that are listed in Section 26 0500 – Common Work Results for Electrical, and IEEE 519.
G. Related Work Included in other Sections:
1. Division 1 – General Requirements
2. Division 26 – Electrical
1.02 REFERENCES:
A. UL 508C
B. CE
C. NEC
D. Canadian Underwrites Laboratory (cUL)
E. ISO 9001
F. IEEE519
1.03 SUBMITTALS
A. Submit complete material lists, shop drawings, and technical data for Engineer’s approval to the extent required in Section 26 0500 – Common Work Results for Electrical and Section 01 3300 – Submittal Procedures.
1. Technical Data: Complete equipment description including detailed operation narrative and operation data shall be submitted to the Engineer with the shop drawings. The final version shall be included in the Operation and Maintenance Manual.
2. Factory Test Reports: Submit certified test reports.
3. Installation, Operations, and Maintenance Manuals: Submit one (1) electronic and four (4) hard copies of complete installation, operation, and maintenance manuals. a. Required operation and maintenance data includes, but is not limited to the following:
1) Complete, detailed written operating instructions for each project or piece or equipment including: equipment function; operating characteristic; regulation and control; and shutdown. Manuals must be specific. General Manuals will not VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -2
be accepted.
2) Complete, detailed written preventative maintenance instruction. 3) A complete inventory of all parts and components.
4) Recommended spare parts lists and local sources of supply for parts. 5) Written explanations of all safety considerations relating to operation and maintenance procedures.
6) Name, address, and phone number of manufacturer, manufacturer's local service representative, or installer.
7) A written explanation with illustrations for each preventative maintenance task. 8) Trouble shooting instructions.
4. Variable Speed System for all Pumps:
a. Where applicable, the pumps shall be controlled in a lead/lag sequence. The selected lead pump will be controlled from the VFD. The variable speed of this pump shall be manually or automatically controlled. In the manual mode, control shall be available locally at the VFD. In the remote automatic mode, control shall come from a 4-20 ma or networked (Ethernet I/P) signal, as shown in the plans.
PART 2 - PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Danfoss VLT AQUA Series VFD (Variable Frequency Drive); Model FC-202–[____ specific typecode for rated hp of motor]-T4-E66-H2-X-G-X-1-X-X-SXX-X-AN-B0-CX-X-XX-DX.
Exceptions include drives included as part of the pre-selected equipment, which require a specific drive type for proper functionality.
B. Engineer approved equal.
2.02 GENERAL
A. Furnish complete VFD as specified herein or in the equipment schedule for loads designated to be variable speed. VFD’s shall be user-selectable for either constant or variable torque loads.
B. The VFD shall convert incoming fixed frequency three-phase AC power into a variable frequency and voltage for controlling the speed of three-phase AC induction motors. The VFD shall be a sixpulse input design. The VFD shall be of a PWM output design utilizing current IGBT inverter technology and voltage vector control of the output PWM waveform and shall output a waveform that closely approximates a sine wave.
C. The VFD shall be provided with an enclosure that is rated NEMA Type 4X/IP-66. A VFD that is mounted in a separate enclosure is not acceptable. The enclosure shall be suitable for installations that require protection against windblown dust and rain or splashing water. All cast aluminum parts shall be powder-coated with a durable epoxy that is capable of withstanding harsh environments.
D. The manufacturer of the VFD shall demonstrate a continuous period of manufacturing and development of VFD’s for a minimum of 40 years. VFD’s that are brand-labeled are not acceptable.
E. The VFD shall produce an output waveform capable of handling maximum motor cable distances of up to 1,000 ft. (unshielded) without tripping or derating.
F. The VFD shall utilize VVCPLUS, an output voltage-vector switching algorithm, or equivalent, in both variable and constant torque modes. VVCPLUS provides rated RMS fundamental voltage from the VFD. This allows the motor to operate at a lower temperature rise, extending its thermal life. VFD’s that cannot produce rated RMS fundamental output voltage or require the input voltage to be increased above motor nameplate value to achieve rated RMS fundamental output voltage are not acceptable. VFD’s that utilize Sine-Coded PWM or Look-up tables shall not be acceptable.
G. An Automatic Energy Optimization (AEO) selection feature shall be provided in the VFD to minimize energy consumption in variable torque applications. This feature shall optimize motor VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -3
magnetization voltage and shall dynamically adjust output voltage in response to load, independent of speed. Output voltage adjustment based on frequency alone is not acceptable for single motor VT configurations.
H. An Automatic Motor Adaptation (AMA) function shall measure motor stator resistance and reactance to optimize performance and efficiency. It shall not be necessary to spin the motor shaft or de-couple the motor from the load to accomplish this optimization. Additionally, the parameters for motor resistance and motor reactance shall be user-programmable.
I. The VFD selected must be able to source the motor’s full load nameplate amperage (fundamental RMS) on a continuous basis, and be capable of running the motor at its nameplate RPM, voltage, current, and slip without having to utilize the service factor of the motor.
J. The VFD shall offer a programmable motor parameter that allows the total number of poles of a motor to be programmed to optimize motor performance.
K. VFD shall automatically boost power factor at lower speeds.
L. The VFD will be capable of running either variable or constant torque loads. In variable torque applications, the VFD shall provide a CT-start feature and be able to provide full torque at any speed up to the base speed of the motor. In either CT or VT mode, the VFD shall be able to provide its full rated output current continuously and 110% of rated current for 60 seconds.
M. Switching of the input power to the VFD shall be possible without interlocks or damage to the VFD at a minimum interval of 2 minutes.
N. Switching of power on the output side between the VFD and the motor shall be possible with no limitation or damage to the VFD and shall require no additional interlocks.
O. The VFD shall have temperature controlled cooling fans for quiet operation, minimized internal losses, and greatly increased fan life.
P. The VFD shall include an integral RFI filter conforming to the A2 standard as a minimum. VFD enclosures shall be made of metal to minimize RFI and provide additional immunity.
Q. VFD shall provide full galvanic isolation with suitable potential separation from the power sources (control, signal, and power circuitry within the drive) to ensure compliance with PELV requirements and to protect PLC’s and other connected equipment from power surges and spikes.
R. All inputs and outputs shall be optically isolated. Isolation boards between the VFD and external control devices shall not be required.
S. There shall be six fully programmable digital inputs for interfacing with the systems external control and safety interlock circuitry. Two of these inputs shall be programmable as inputs or outputs.
T. The VFD shall have two analog signal inputs. Inputs shall be programmable for either 0 -10V or 0/4-20 mA.
U. The VFD shall allow for connection, communication and control via Ethernet/IP networking, as shown in the plans.
V. Where required, the VFD shall include an I/O board that adds 3 digital inputs, 2 digital outputs, 2 analog inputs, and 1 analog output.
W. One programmable analog output shall be provided for indication of the drive status. This output shall be programmable for output speed, voltage, frequency, motor current and output power. The analog output signal shall be 0/4-20 mA.
X. The VFD shall provide two user programmable relays with 75 selectable functions. Two form ‘C’ 230VAC/2A rated dry contact relay outputs shall be provided.
Y. The VFD shall include a relay board that includes three additional Form ‘C’ 240V relays that are mounted inside the drive.
VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -4
Z. An embedded cascade pump controller shall be included to provide lead pump alternation and provide control for up to 3 total pumps. The VFD Pump and 2 other pumps can be controlled either by a starter or softstarter.
AA. Where required, the VFD shall include an integral pump controller to automatically stage and destage up to five (5) pumps in either standard cascade or leader-follower mode, utilizing the VFD’s PID loop controller feature to regulate either pressure, level, or flow in a system. The controller shall be compatible with systems having multiple VFD’s, or with a VFD “master” and either softstarter or across-the-line follower units.
BB. The VFD shall accept a N.C. motor over-temperature switch input, as well as possess the capability to accept a motor thermistor input. The VFD shall also accept input from pump devices that provide input on moisture intrusion in the pumps (e.g., Flygt MiniCAS).
CC. Run permissive circuit shall be provided to accept a “system ready” signal to ensure that the VFD does not start until isolation valves, seal water pumps, or other types of auxiliary equipment are in the proper state for VFD operation. The run permissive circuit shall also be capable of sending an output signal as a start command to actuate external equipment before allowing the VFD to start.
DD. The VFD shall be equipped with a standard RS-485 serial communications port and front-of-drive accessible USB port. Danfoss FC or ModBus RTU communications shall be integrally mounted.
EE. The VFD shall offer Ethernet/IP communication protocol.
FF. A Windows® compatible software program to display all monitoring, fault, alarm, and status signals shall be available. This software program shall allow parameter changes, storage of all VFD operating and setup parameters, and remote operation of the VFD. The software shall connect to the VFD with a standard USB cable.
2.03 HARMONICS
A. The VFD shall provide internal DC link reactors to minimize power line harmonics and to provide near unity power factor. DC Link reactor shall be installed so that power fluctuations to the DC Capacitors shall be reduced to increase Capacitor life. VFD’s without a DC link reactor shall provide a 5% impedance line side reactor and provide spare capacitors.
B. The VFD shall be provided with line-side harmonic reduction, as required, to ensure that the current distortion limits, as defined in table 10.3 of IEEE 519-1992, are met. PCC1, defined as the low voltage side of the distribution transformer, is used for purposes of calculation and referred, by the turns ratio of the transformer, to the PCC defined by the IEEE Recommended Practices as the Consumer-Utility interface. The tables of limits set forth therein are with reference to the PCC (primary side of the main transformer).
C. Harmonic solutions shall be designed to withstand up to 2% line imbalances with the maximum Current Distortion not to exceed 11% at 100% load.
D. Harmonic solutions shall be capable of withstanding up to 2% ambient voltage distortion with the maximum Current Distortion not to exceed 12% at 100% load.
2.04 PROTECTIVE FEATURES
A. VFD shall have input surge protection utilizing MOV’s, spark gaps, and Zener diodes to withstand surges of 2.3 times line voltage for 1.5 msec.
B. Printed Circuit boards shall be conformal coated to reduce the corrosion effect from environmental gases and other conditions. The conformal coating must meet IEC 61721-3-3, Class 3C2.
C. VFD shall include circuitry to detect phase imbalance and phase loss on the input side of the VFD.
D. VFD shall include current sensors to monitor all three-output phases to detect and report phase loss or unbalance or other power issues to the motor. The VFD will identify which of the output phases is low or lost.
VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -5
E. VFD shall auto-derate the output voltage and frequency to the motor if an input phase is lost. This result will maintain operation without decreasing the life expectancy of the VFD. The use of this feature shall be user selectable and export a warning during the event.
F. VFD shall auto-derate the output voltage and frequency to the motor in the presence of sustained ambient temperatures higher than the normal operating range, so as not to trip on an inverter temperature fault. The use of this feature shall be user-selectable and a warning will be exported during the event. Function shall reduce switching frequency before reducing motor speed.
G. VFD shall auto-derate the output frequency by limiting the output current before allowing the VFD to trip on overload. The speed of the load can be reduced, but not stopped.
2.05 INTERFACE FEATURES
A. VFD shall provide a graphical local control panel (LCP).
B. VFD Keypad shall feature an INFO key that, when pressed, shall display the contents of the programming manual for the parameter that is currently viewed on the display. The description shall explain the feature and how the settings can be made by the operator.
C. VFD shall display all faults in plain text; VFD’s which can display only fault codes are not acceptable.
D. The keypad shall feature a 6-line graphical display and be capable of digitally displaying up to five separate operational parameters or status values simultaneously (including process values with the appropriate engineering unit) in addition to Hand/Off/Auto, Local/Remote, and operating status.
E. Two lines of the display shall allow “free text programming” so that a site description or the actual name of the equipment being controlled by the VFD can be entered into the display.
F. Keypad shall provide an integral H-O-A (Hand-Off-Auto) and Local-Remote selection capability, and manual control of speed locally without the need for adding selector switches, potentiometers, or other devices.
G. All VFD’s shall be of the same series, and shall utilize a common control card and LCP (keypad/display unit) throughout the rating range. The control cards and keypads shall be interchangeable through the entire range of drives used on the project.
H. VFD keypad shall be capable of storing drive parameter values in non-volatile RAM uploaded to it from the VFD, and shall be capable of downloading stored values to the VFD to facilitate programming of multiple drives in similar applications, or as a means of backing up the programmed parameters.
I. VFD Display shall have the ability to display 5 different parameters pertaining to the VFD or the load including: current, speed, DC bus voltage, output voltage, input signal in mA, or other values from a list of 92 different user-selectable parameters.
J. VFD display shall indicate which digital inputs are active and the status of each relay.
K. It shall be possible to toggle between three status read-out screens by pressing the [Status] key.
Various operating variables, even with different formatting, can be shown in each status screen.
L. VFD display shall indicate the value of any voltage or current signal, including the engineering units of measurement, connected to the analog input terminals.
M. VFD display shall indicate the value of the current at the analog output terminals, including the engineering units of measurement.
N. A red FAULT light, a yellow WARNING light and a green POWER-ON light shall be provided.
These indications shall be visible both on the keypad and on the VFD when the keypad is removed.
O. Two-level password protection shall be provided to prevent unauthorized changes to the programming of the VFD. The parameters can be locked via a digital input and/or the unit can be programmed not to allow an unauthorized user to change the parameter settings.
VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -6
P. A quick setup menu with factory preset parameters shall be provided on the VFD to facilitate commissioning. Use of macros shall not be required.
Q. A digital elapsed time meter and kilowatt hour meter shall be provided in the display.
R. VFD shall offer as standard an internal clock. The internal clock can be used for: Timed Actions, Energy Meter, Trend Analysis, date/time stamps on alarms, Logged data, Preventive maintenance, or other uses. It shall be possible to program the clock for Daylight Saving Time / summertime, weekly working days or non-working days including 20 exceptions (holidays, etc.). It shall be possible to program a Warning in case the clock has not been reset after a power loss.
S. A battery back-up shall be provided to maintain internal clock operation during power interruptions. Battery life shall be no less than 10 years of normal operation.
T. The VFD shall store in memory the last 10 faults with time stamp and recorded data.
2.06 SOFTWARE FEATURES:
A. The VFD shall have an adjustable output switching frequency.
B. Four complete programming parameter setups shall be provided, which can be locally selected through the keypad or remotely selected via digital input(s), allowing the VFD to be programmed for up to four alternate control scenarios without requiring parameter changes.
C. In each programming set up, independent acceleration and deceleration ramps shall be provided.
Acceleration and deceleration time shall be adjustable over the range from 0 to 3,600 seconds to base speed.
D. The VFD shall have four programmable “Bypass frequencies” with adjustable bandwidths to prevent the driven equipment from running at a mechanically resonant frequency. The feature shall offer a Semi-Automatic program to simplify the set-up.
E. In each programming setup, independent current limit settings, programmable between 50% and 110% of the drives output current rating, shall be provided.
F. PID parameter settings shall be adjustable while the VFD is operating, to aid in tuning the control loop at start up. The VFD will also be capable of simultaneously displaying set-point reference and feedback values with appropriate engineering units, as well as output frequency, output current, and run status while programming the PID function.
G. The VFD will include a “loss of follower” function to detect the loss of process feedback or reference signals with a live-zero value and a user-selectable choice of responses (go to set speed, min speed, max speed, stop, stop, and trip).
H. A Sleep Mode function shall be provided to reduce wear and heating of the pump and other equipment in periods where system demand is minimal. This function will operate in both open and closed loop modes:
1. In closed loop process control, when the output speed drops to a user-programmed minimum value (“sleep frequency”) for a specified time (“sleep mode timer”), the drive will enter a sleep mode and either go into standby, or boost mode before entering standby. The drive shall automatically restart the motor once the output of the PID processor exceeds a programmable value “wake up frequency”.
a. Boost mode shall prevent short-cycling of the motor by temporarily adjusting the setpoint by a user-programmable percentage. Upon reaching this value, the unit will go into standby.
2. In open loop, the drive shall be capable of entering sleep mode if the input reference drops below a user-programmable value. When the input reference increases above a userprogrammable reference, the drive will automatically start.
I. An initial ramp function shall be available to provide a user-selectable ramp, up to 60 seconds, for applications requiring a faster or slower ramp than the normal ramp.
VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -7
J. A Dual Ramp feature shall include a Check Valve Ramp and a final Ramp feature. The Check Valve Ramp shall be programmable to gently seat a check valve and reduce the potential of damage from excess pressure while shutting-down the system. Both time and end speed shall be programmable. On the Final Ramp, the VFD shall be programmable to quickly stop the motor after seating of a check valve or for a more rapid stopping than the normal ramp down setting.
K. VFD shall offer up to 4 separate PID controllers. One controller shall operate the drive in closed loop, while the other 3 provide control signals to other equipment. VFD’s with PI controllers only are not acceptable.
L. An Autotuning PI controller output feature shall provide automated PI controller settings. Once the user accepts the settings, the VFD will save the settings to memory.
M. An empty pipe fill mode shall be available to fill an empty pipe in a short period of time, and then revert to the PID controller for stable operation. Pipe fill mode shall have a programmable time to reduce water hammer in the system or fill the pipe at a unit per time rate.
N. Automatic “No-Flow Detection” shall be available to detect a no-flow situation in pump systems where all valves can be closed. This shall be functional in closed loop control or when controlled by an external signal.
O. Dry-pump detection shall be available to detect if the pump has run dry. If this condition occurs, the drive will be safely stopped. A timer shall be included to prevent nuisance tripping.
P. End-of-Pump curve detection shall stop motor when the pump is operating outside of its programmed pump curve.
Q. VFD shall provide a flow compensation program to reduce energy by adjusting the Setpoint to match changes in flow (friction loss). Flow compensation shall also operate in Cascade control mode.
R. The VFD shall have a motor preheat function with the ability to be programmed to induce a small amount of current to the motor whenever it is at rest. This will prevent condensation inside the motor and help to extend its life without the need for space heaters or other external equipment.
S. The VFD will include a user-selectable Auto-Restart function that enables the VFD to power up in a running condition after a power loss, to prevent the need to manually reset and restart the VFD.
T. The VFD will include a user-selectable Reset function, which enables the selection of between zero and twenty restart attempts after any self-clearing fault condition (under-voltage, over-voltage, current limit, inverter overload, and motor overload), or the selection of an infinite number of restart attempts. The time between restart attempts shall be adjustable from 0 through 600 seconds.
U. An automatic “on-delay” function may be selected from 0 to 120 seconds.
V. VFD shall catch a rotating motor operating either in forward or reverse at up to full speed.
2.07 PACKAGING OPTIONS
A. Provide a manual bypass consisting of a door interlocked main fused-disconnect padlockable in the off position, a built-in motor starter and a four position DRIVE/OFF/BYPASS/TEST switch controlling three contactors. In the DRIVE position, the motor is operated at an adjustable speed from the drive. In the OFF position, the motor and drive are disconnected. In the BYPASS position, the motor is operated at full speed from the AC power line and power is disconnected from the drive so that service can be performed. In BYPASS Position, a Danfoss MCD Softstarter will be in the circuit to allow the motor to avoid an across the line start. In the TEST position, the motor is operated at full speed from the AC line power. This allows the drive to be given an operational test while continuing to run the motor at full speed in bypass. Customer supplied normally closed dry contact shall be interlocked with the drives safety trip circuitry to stop the motor whether in DRIVE or BYPASS mode in case of an external safety fault.
2.08 SERVICE CONDITIONS
VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -8
A. The ambient operating temperature of the VFD shall be -10ºC to 50ºC (14 to 122F), with a 24-hour average not to exceed 45ºC. Storage temperatures shall be -13° F (-25° C) to149/158° F (65/70° C).
B. 0 to 95% relative humidity, non-condensing.
C. Elevation to 3,300 feet (1000 meters) without derating.
D. VFD shall provide full torque to the motor, given input voltage fluctuations of up to +10% to -15% of the rated input voltage (525 to 690VAC, 380 to 480VAC, or 200 to 240VAC). Line frequency variation of ± 2% shall be acceptable.
E. No side clearance shall be required for cooling of the units.
PART 3 - EXECUTION
3.01 SUBMITTALS
A. Submit manufacturer's performance data including dimensional drawings, power circuit diagrams, installation and maintenance manuals, warranty description, VFD's FLA rating, certification agency file numbers, catalog information, and catalog cut-sheets for all major components.
B. All drawings shall be in an 8.5 X 11” reproducible format, and incorporate the manufacturer’s title block on the drawing.
C. This specification lists the minimum VFD performance requirements for this project. Each supplier shall list any exceptions to the specification. If no departures from the specification are identified, the supplier shall be bound by the specification.
D. Three copies of all submittals shall be provided.
E. Submit a computer-generated Harmonic Distortion Analysis for the jobsite location.
3.02 QUALITY ASSURANCE
A. The manufacturer shall be both ISO-9001 and ISO-14001 certified.
B. All products shall be CE marked; UL labeled, and meet the requirements of UL-508C and maintain cUL.
C. To ensure quality and minimize infant-mortality failures on the jobsite, each VFD shall be completely tested by the manufacturer. The VFD shall operate a dynamometer at full load and speed under elevated temperature conditions.
D. All optional features shall be functionally tested at the factory for proper operation.
E. Factory test documentation shall be available upon request.
3.03 EXAMINATION
A. Contractor to verify that job site conditions for installation meet factory recommended and coderequired conditions for VFD installation prior to start-up, including clearance spacing, temperature, contamination, dust, and moisture of the environment. Separate conduit installation of the motor wiring, power wiring, and control wiring, and installation per the manufacturer's recommendations shall be verified.
B. The VFD is to be covered and protected from installation dust and contamination until the environment is cleaned and ready for operation. The VFD shall not be operated while the unit is covered.
3.04 START-UP AND WARRANTY
C. A factory-authorized service technician shall perform start-up on each drive. ("Start up" shall not include installation or termination of either power or control wiring.) The service technician shall VARIABLE FREQUENCY DRIVE (VFD) EQUIPMENT 26 2920 -9
perform start-up on up to 8 drives per day. Start-up costs provided with the bid shall include time and travel for the estimated number of visits required, but shall not be less than at least one halfday with travel. Additional labor or return trips to the site shall be billed at Danfoss' published straight-time rates. Upon completion, a startup service report shall be provided.
D. A 6-year on-site warranty shall be provided such that the owner is not responsible for any warranty costs including travel, labor, parts, or other costs for a full 6 years from the date of manufacture of the Drive. The warranty shall cover all Drive failures including line anomalies – including lightning strikes, load anomalies, accidental exposure to moisture or corrosives and accidental collision of other physical damage; product misapplications, vandalism and chronic problems due to the misapplication are not covered. The cost of the warranty shall be included in the bid.
END OF SECTION 26 2920
LIGHTING 26 5055-1
SECTION 26 5055 – LIGHTING
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: Luminaires, ballasts, poles and lamps.
1.02 SUBMITTALS
A. Submit manufacturer’s data for the following:
1. Luminaires with designation as indicated on the Drawings, for each one proposed.
2. Luminaire ballasts, for each one proposed.
3. Lamps (type, color, wattage, etc.), for each one proposed.
4. Light pole with accessories, including foundation details. Area light pole foundations must be designed for 80mph wind loading with 100mph wind gusts.
B. Submit manufacturer’s data demonstrating compliance with Specifications and the luminaires as indicated on the Drawings.
1.03 QUALITY ASSURANCE
A. Comply with the following Codes and Standards (see Section 26 0500):
1. UL listed and labeled.
2. NEMA
3. NFPA 70 (NEC)
4. IES
PART 2 - PRODUCTS
2.01 ACCEPTABLE MANUFACTURERS
A. Magnetic Ballasts:
1. Jefferson Electric (all types)
2. Advance Transformer Co. (fluorescent)
3. Universal Manufacturing Co. (fluorescent)
4. Or equal
B. Electronic Ballast:
1. Motorola
2. Advanced
3. Magnetek
4. Or equal
C. Lamps:
1. Sylvania
2. Philips
3. General Electric Co.
4. Or equal
2.02 MATERIALS
A. Luminaires shall be:
1. Furnished with proper outlet boxes, hangers, hardware, supports, canopy extensions, etc.
Wall mounted exterior luminaires shall be furnished with a flush {surface} mounted weatherproof box and be rated for outdoor use in wet locations.
2. Furnished complete with lamps with wattage and voltage as indicated on the Drawings.
LIGHTING 26 5055-2
3. Furnished complete with plaster frames and light tight gaskets when recessed in drywall or plaster ceilings or overhangs.
4. Of the specified finishes and color.
B. Ballasts for luminaires with high pressure sodium lamps shall be:
1. Autoregulator, constant wattage type (CWA) 90% pf, 18 percent maximum loss, low starting current).
2. LPA “Peak Lead” auto transformer type, 90 percent pf, 20 percent loss, for two lamp fixtures, metallic vapor.
3. UL listed and labeled for application.
4. Sound rated 20 to 24db (free if magnetic hum).
5. Isolated for vibration.
6. Not exceed 90ºC operating temperature.
7. Meet NEMA standards and be labeled.
C. Ballasts for luminaires with metal halide lamps shall be:
1. Pulse start for 150-500W lamps, unless the ballast is greater than 88% efficient. All other metal halide ballasts may be of electronic, non-pulse start type, 90% pf, 20% maximum loss.
2. UL listed and labeled for application.
3. Isolated for vibration.
4. Not exceed 90ºC operating temperature.
5. Meet NEMA standards and be labeled.
6. Meet the Federal Energy Independence and Security Act of 2007 (EISA) requirements.
D. Ballasts for fluorescent lighting luminaires shall be the electronic type and shall have the following minimum requirements:
1. UL Listed Class P, Type 1
2. Class A sound rating with no audible noise
3. Operate at an input voltage of 108 to 132 (120 Volt Circuit) at an input frequency of 60 HZ.
Light output shall remain constant for line voltage fluctuation of plus or minus 5 percent.
4. Ballast shall be full rapid start and maintain full cathode heat during operation.
5. No polychlorinated Byphenyls (PCB’S) contained in the Ballast.
6. No potting compound, maximum ballast weight shall be 1.25 pounds.
7. Total harmonic distortion shall be less than 10 percent.
8. Third harmonic distortion shall be less than 8 percent.
9. Power factor shall be greater than 0.95.
10. Lamp flicker shall be less than 2 percent.
11. Lamp current frequency shall be greater than 25 KHZ.
12. Ballast shall be rated for T-8 lamps.
E. Lamps:
1. Incandescent lamps shall be 130 volt inside frosted unless otherwise specified in the luminaire schedule.
2. Fluorescent lamps shall be preheat, rapid start or instant start type unless otherwise specified on the Drawings. Lamp types shall be as follows:
a. Cool white, 3150 lumens
b. Color Rendering Index (CRI): Lamps shall have a minimum CRI of 70 through the use of RE-70 or RE-80 rare earth phosphor coatings.
3. Metal-halide lamps shall be “pulse-start” for 400 watts and below.
F. Lighting contactors:
1. Lighting contactors shall be heavy-duty type with a 120 VAC operating coil.
2. Unless otherwise indicated, the lighting contactor shall have a minimum of three 600V contacts with amperage rating no less than the maximum lighting circuit passing through the contactor.
LIGHTING 26 5055-3
G. Photocells:
1. Photocells shall operate on 120VAC unless otherwise indicated and housed in a heavy-duty, weatherproof housing.
2. Normally open contacts shall close at approximately three-foot-candles and open at approximately 12-foot candles.
H. Time clocks:
1. Time clocks shall be 24-hour, electromechanical type with a synchronous motor and springdriven reserve power. Power for the timeclock shall be 120VAC or as indicated on the Drawings. Contacts shall be rated 40A at 120VAC.
I. Area Lighting:
1. Pole mounted area lights shall be furnished complete with pole, handhole, receptacle, gaskets, welded ground lug opposite the handhole, luminaire labeled approved for wet location. Luminaires shall have lamp bases coated with an inhibitor to prevent base from corroding to the socket and be solidly grounded.
2. Where indicated, luminaires shall include a factory-installed photocell with the following features.
a. Photocells shall operate on 120VAC unless otherwise indicated and housed in a heavyduty, weatherproof housing. b. Normally open contacts shall close at approximately three-foot candles and open at approximately 12-foot candles.
J. Light Poles:
1. Light poles shall be constructed of square aluminum tubing with a flush-mounted receptacle and hinged pole base as indicated on the Drawings.
K. Exterior Lighting:
1. Exterior luminaires shall be furnished complete with gaskets, cast aluminum weatherproof outlet boxes, labeled approved for outdoor locations, have lamp bases coated with an inhibitor to prevent base from corroding to the socket and be solidly grounded.
PART 3 - EXECUTION
3.01 INTERFERENCES
A. Contractor shall carefully examine the complete areas as well as each individual room where luminaires are to be installed, for interference with piping and other trades. Where such interferences occur, provide luminaires with proper type suspension to overcome such interferences.
3.02 INSTALLATION
A. Luminaires shall be installed parallel with walls and ground for a neat appearance. Where luminaires are indicated to be mounted on a perimeter wall, luminaires shall be installed on a flush mounted box at an elevation such that the top of fixture is flush with the top of wall.
B. Operate luminaires after installation and connection. Check for proper operation. Relamp luminaires that have failed lamps.
3.03 OPERATION
A. Area lights shall be controlled by a 3-position selector switch (On-Off-PC) located on the MCC RTU/control section door.
B. Shade canopy lights shall be controlled by a light switch located on the electrical equipment rack as indicated on the Drawings.
C. Lighting shall be controlled as indicated on the Drawings.
END OF SECTION 26 5055
SOILS FOR EARTHWORK 31 0513-1
SECTION 31 0513 - SOILS FOR EARTHWORK
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes:
1. Subsoil materials.
2. Topsoil materials.
1.02 SUBMITTALS
A. Product Data: Submit name of imported materials source.
B. Samples: Provide sample of each type of fill to testing laboratory in airtight containers.
C. Supplier's Certificate: Products meet or exceed specified requirements.
1.03 QUALITY ASSURANCE
A. Furnish each subsoil and topsoil material from single source throughout Work.
B. Perform Work according to Owner standards.
PART 2 - PRODUCTS
2.01 SELECT NATIVE FILL
A. Select native fill shall consist of suitable materials obtained from on-site excavations, free of peat, humus, vegetative matter, organic matter, debris, rubbish, and rocks greater than 12 inches in diameter, processed as required to be placed in the thicknesses prescribed and at the optimum moisture content to obtain the level of compaction required by the Contract Documents. This soil must be reviewed by the ENGINEER (approved by the Geotechnical Engineer).
B. Fill and backfill materials to be placed within 6 inches of any structure or pipe shall be free of rocks or unbroken masses of earth materials having a maximum dimension larger than 3 inches.
C. Suitable Materials: Materials not defined as unsuitable by these specifications are defined as suitable materials and may be used in fills, backfilling and embankment construction, subject to any indicated limitations in the Contract Documents. In addition, when acceptable to the ENGINEER, some of the material listed as unsuitable may be used when thoroughly mixed with suitable material to form a stable composite.
D. Unsuitable Materials:
1. Soils defined as unsuitable in the Contract Documents, or Geotechnical Evaluation, or Soils Report, or by the Geotechnical Engineer.
2. Soils which, when classified under ASTM D2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), fall in the Classifications of PT, OH, CH, MH or OL.
3. Soils, which cannot be compacted sufficiently to achieve the density specified for the intended use.
4. Materials that contain hazardous or designated waste materials including petroleum hydrocarbons, pesticides, heavy metals, and any material which may be classified as hazardous or toxic according to applicable regulations.
5. Soils that contain greater concentrations of chloride or sulfate ions, or have a soil resistivity or pH less than the existing on-site soils.
6. Topsoil, except as allowed below.
B629 LAMPSON WELL TREATMENT
SOILS FOR EARTHWORK 31 0513-2
2.02 IMPORTED FILL
A. Imported fill material shall meet the requirements for select native fill as defined above and shall be reviewed by the ENGINEER (approved by the Geotechnical Engineer).
2.03 TOPSOIL
A. Topsoil shall be the top 6 to 12 inches of existing soil containing organic matter. The ENGINEER's decision shall be final as to determination of what is of topsoil quality. Topsoil shall be stockpiled on site for later use in landscaping. Care shall be taken in collection of topsoil so as to preserve native seed stocks, which are valuable to restoring native species as part of finish landscaping.
2.04 SOURCE QUALITY CONTROL
A. Testing and Analysis:
1. Subsoil Material: Comply with AASHTO T 180.
2. Topsoil Material: Comply with AASHTO T 180.
3. If tests indicate materials do not meet specified requirements, change material and retest.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Excavation:
1. Excavate subsoil and topsoil from designated areas.
2. Strip topsoil to full depth of topsoil in designated areas.
3. Remove excess excavated materials, subsoil, and topsoil not intended for reuse from Site.
4. Remove excavated materials not meeting requirements for subsoil and topsoil materials from Site.
B. Stockpiling:
1. Stockpile excavated material meeting requirements for subsoil and topsoil materials.
2. Stockpile materials on Site at locations as indicated in elsewhere in the Contract Documents or as by Engineer or Owner.
3. Stockpile in sufficient quantities to meet Project schedule and requirements.
4. Separate differing materials with dividers or stockpile apart to prevent intermixing of soil types or contamination.
5. Stockpile topsoil maximum 8 feet high.
6. Direct surface water away from stockpile to prevent erosion or deterioration of materials.
7. Stockpile unsuitable or hazardous materials on impervious material and cover to prevent erosion and leaching until they are disposed.
3.02 CLEANING
A. Comply with Contract Document requirements for cleaning.
B. Stockpile:
1. Remove stockpile and leave area in clean and neat condition.
2. Grade Site surface to prevent freestanding surface water.
C. Soft/Unstable/Pumping Subgrade:
1. Where soft, unstable, yielding, pumping, or otherwise unsuitable material is encountered at subgrade or below fills, immediately stop placement, protect the area from disturbance and moisture intrusion, and notify Owner’s Representative.
2. Cover the suitable material. Do not cover unsuitable material. Corrective measures (including minimum undercut/over excavation, replacement, compaction, and retesting) shall conform to Section 31 2323, 3.07.
END OF SECTION 31 0513
AGGREGATES FOR EARTHWORK 31 0516-1
SECTION 31 0516 - AGGREGATES FOR EARTHWORK
PART 1 - GENERAL
1.01 SUMMARY
A. Aggregate material shall be supplied when indicated on Drawings. Section Includes:
1. Sand backfill materials
2. Crushed Rock backfill materials
3. Gravel backfill materials
4. Drain Rock backfill materials
5. Aggregate Base backfill materials
6. Disintegrated Granite (DG) backfill materials
7. Riprap backfill materials
8. Controlled Low Strength Material (CLSM) “flowable” backfill materials
1.02 SUBMITTALS
A. Product Data: Submit name of imported materials source.
B. Manufacturer's Certificate: Products meet or exceed specified requirements.
1.03 QUALITY ASSURANCE
A. Furnish each aggregate material from single source throughout Work.
B. Perform Work according to Owner Code standards.
PART 2 - PRODUCTS
2.01 SAND
A. Sand shall consist of natural or manufactured granular material, or a combination thereof, free of deleterious amounts of organic material, mica, loam, clay, and other substances not suitable for the purpose intended.
B. Sand with 100% passing a 3/8-inch sieve, at least 90% passing a Number 4-sieve, and a sand equivalent value not less than 30.
2.02 CRUSHED ROCK
A. Crushed rock shall be specified by nominal size (e.g. “3/4”) as shown on the Drawings, and shall meet the gradation and other requirements according to the authority having jurisdiction standards, or the latest edition of THE “GREENBOOK” STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION.
2.03 GRAVEL
A. Gravel shall be composed entirely of particles that have no more than one fractured face.
B. Pea gravel shall be gravel with 100% passing a ½-inch sieve and not more than 10% passing a Number 4-sieve
2.04 DRAIN ROCK
A. Granular drain rock backfill material shall be crushed or uncrushed rock or gravel, be the size as shown on the Drawings, and shall be clean and free-draining. Material shall meet the gradation and other requirements according to the authority having jurisdiction standards, or the latest edition of THE “GREENBOOK” STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION.
B629 LAMPSON WELL TREATMENT
AGGREGATES FOR EARTHWORK 31 0516-2
2.05 AGGREGATE BASE
A. Aggregate base shall consist entirely of crushed rock and rock dust, and shall meet the gradation and other requirements according to the authority having jurisdiction standards, or the latest edition of THE “GREENBOOK” STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION.